CN109577988B - Parallel construction method for blind inclined shaft of metal mine - Google Patents

Abstract

The invention discloses a parallel construction method of a blind inclined vertical shaft of a metal mine, which comprises the following steps of (A) drilling a grouting hole; (B) grouting the grouting holes; and (C) simultaneously preparing the blind inclined vertical shaft of the metal rock in the construction process of the step (A) and the step (B). A feasibility test is carried out in 2016, 12 and 30 days, a feasibility test is completed in 2017, 9 and 14 days, the duration lasts for 258 days, the parallel construction method of the blind inclined shaft of the metal mine is adopted, the preparation work of the blind inclined shaft of the metal rock is not delayed in the process of grouting hole drilling and grouting construction, and the preparation work of the blind inclined shaft of the metal rock is not influenced because the drilling pit chamber is arranged at a position 14m away from the blind inclined shaft of the metal rock, so that the grouting hole drilling and grouting construction and the preparation work of the blind inclined shaft of the metal rock are carried out in parallel.

Description

Parallel construction method for blind inclined shaft of metal mine

Technical Field

The invention relates to the technical field of drilling construction. In particular to a parallel construction method of a blind inclined shaft of a metal mine.

Background

In the construction of the blind inclined shaft of the metal mine with abundant underground water, when the probability of karst cave, large crack, fault fracture zone, fine crack and pore is high in the stratum penetrated by the blind inclined shaft, the water inflow is high, and once sudden water inflow is met, the water inflow is higher than the drainage capacity of a water pump, the accident of well flooding can be caused. The pre-grouting is carried out on the stratum around the blind inclined shaft of the metal mine, so that the water inflow is smaller than or equal to the water pump drainage capacity, the sudden water inflow is thoroughly avoided, and the smooth construction of the blind inclined shaft of the metal mine is ensured.

In order to shorten the construction period of the metal mine blind inclined shaft and ensure that no well flooding accident occurs in the construction process of the metal mine blind inclined shaft, the construction of the metal mine blind inclined shaft is organically combined with the pre-grouting work, so that the construction period is not influenced.

Disclosure of Invention

Therefore, the technical problem to be solved by the invention is a parallel construction method for a blind inclined shaft of a metal mine.

In order to solve the technical problems, the invention provides the following technical scheme: metal mine blindThe parallel construction method of the inclined vertical shaft comprises the following steps of (A) drilling around grouting holes of metal rock blind inclined vertical shaft shafts (2-12); (B) grouting around grouting holes of the blind inclined shaft (2-12) of the metal rock; (C) in the construction process of the step (A) and the step (B), preparation work and drilling construction are carried out on the metal rock blind inclined vertical shaft (2-12) at the same time, and the water inflow amount of the metal rock blind inclined vertical shaft (2-12) is 120m away from the water inflow point after the metal rock blind inclined vertical shaft is drilled to the water inflow point³When the high pressure-bearing fracture water stratum with more than h and the orifice water pressure of more than 1.90MPa is more than or equal to 35m, waiting for the grouting hole to pass through the water inflow point, wherein the water inflow amount at the water inflow point is 120m³And after grouting is finished, drilling construction of the metal rock blind inclined shaft (2-12) is continued.

The technical scheme of the invention achieves the following beneficial technical effects:

1. because the blind shaft is constructed to the elevation of 481m, in order to prevent the stability of the 112-line blind shaft and the existing roadway from being damaged by the construction of the drilling cavity chambers, the invention newly builds three drilling cavity chambers at a position far away from the periphery of the shaft, and arranges grouting cavities in the original 110-line roadway, thereby improving the stability among cavity groups.

2. Before the large drilling grouting equipment is transported, the drilling grouting equipment is disassembled, so that collision damage in the transportation process of the drilling grouting equipment is reduced. And selecting a descending route, finally selecting 901 a transportation main roadway to be transported to a 112-line blind mixed well according to the characteristics of drilling grouting equipment and the operation capacity of the route, then placing the transportation main roadway to a 670 middle-section ingate from the 112-line blind mixed well, and finally transporting the 670 middle-section ingate to each working position of the grouting chamber and the drilling pit chamber. The disassembled drilling grouting equipment is divided into three types of equipment, the first type of equipment is a single piece with large size, the second type of equipment is a single piece with small size and large mass, the third type of equipment is a single piece with an elongated piece, and different methods of transferring, transferring and passing through a ingate are formulated according to different characteristics of the three types of equipment, so that the large drilling grouting equipment can be smoothly put into a well, and the installation is completed. Safety accidents do not happen in the process of transferring and transporting. In the process of lowering, due to the fact that the space of the underground drill hole chamber is limited, the lowering sequence of the equipment needs to be arranged according to the assembling sequence of the underground equipment and the space requirement. Aiming at the pre-grouting engineering of the 112-line blind shaft of the tarmac lead-zinc ore, the blind shaft is used as a transportation channel, and the problem of well descending of large grouting drilling equipment is solved smoothly. The TSJ-2000 type drilling machine and the 350 pump grouting pump are used for the first time of construction in the well in China. The large-scale equipment adopts the blind shaft to carry out equipment lowering transportation method, has the advantages of high lowering speed, low cost, high stability and the like, and can provide important reference significance for lowering similar large-scale equipment into the well.

3. The method is characterized in that 6S holes are directionally drilled, the diameter of a hole distribution ring is about 28m, the diameter of a drop point ring is 9.5m, the hole drilling elevation of a drilled hole is 670m, the final hole elevation is 80m, the drilling depth is 750m, the hole drilling caliber is not less than 190mm, the final hole is not less than 133mm, the inclination measurement and the directional work are timely carried out according to the drilling condition in the drilling process, the inclination of the drilled hole is well controlled, and the maximum inclination rate is 2.82 per thousand.

4. According to local conditions, clay with fine particles, low sand content and high dispersity is selected, so that the clay cement slurry has good stability, the slurry is not separated and precipitated in the pumping and diffusion processes, the water precipitation is less in the solidification process, the calculus rate is high, the impermeability is good, the flowability is good, and the clay cement slurry can easily permeate into fine cracks of a rock stratum.

5. Aiming at the problem of water gushing of pre-grouting drilling of a 112-line blind shaft of a rough terrace lead-zinc ore, a key technology combining weighting drilling tool combination, adjusting mud proportion, staggering drilling progress, advancing water exploration, drilling at a small distance, alternately injecting clay cement paste and combining is adopted, the problem of water gushing of drilling is effectively controlled through careful organization and scientific management, the comprehensive measure effect is good, smooth drilling of drilling is guaranteed, and safe and efficient production is realized.

6. A pre-grouting project of a 112-line blind vertical shaft of a rough terrace lead-zinc ore of Yi-Ching Hongyen Co Ltd is good in quality of drilled holes through self-inspection, 6S-shaped drilled holes are constructed in total, the diameter of a hole distribution ring is about 28m, the diameter of a drop point ring is 9.5m, the opening height of the drilled hole is 670m, the height of a final hole is 80m, the depth of the drilled hole is 750m, the opening diameter is not less than 190mm, the final hole is not less than 133mm, the deviation rate of the drilled hole is not more than 3 per thousand, the distribution and deviation rate of the drilled holes meet the design requirements, grouting parameters such as grouting final pressure, injection quantity and the like basically reach the design standard, a slurry water plugging curtain is complete and effective, the predicted residual water volume of the shaft is 4.83m3/h through calculation of a water pressure.

7. The pre-grouting prevention and water control engineering of the blind shaft of the whole bedrock is tested on a construction site in the early stage of entrance in 2016, 12 and 30 days, the test is finished in 2017, 9 and 14 days, the test lasts for 258 days, and the test result shows that: by adopting the parallel construction method of the blind inclined shaft of the metal mine, the preparation work and the drilling work of the blind inclined shaft of the metal rock can not be delayed in the process of the drilling and grouting construction of the grouting hole, and the preparation work and the drilling work of the blind inclined shaft of the metal rock can not be influenced because the drilling pit chamber is arranged at a position 28m away from the blind inclined shaft of the metal rock, so that the drilling and grouting construction of the grouting hole and the preparation and the drilling work of the blind inclined shaft of the metal rock can be carried out in parallel.

Drawings

FIG. 1 is a schematic plan view of a ground pulping station according to the present invention; FIG. 2 is a schematic view of the layout plan of an underground grouting chamber and a drilling pit chamber in the invention; FIG. 3 is a schematic view of a grouting chamber according to the present invention; figure 4 is a schematic top view of the drilling cavity of the present invention; figure 5 is a schematic cross-sectional view of the drilling pit chamber of the present invention taken along the width of the upper floor of the upper quadrangular frustum structure; figure 6 is a schematic cross-sectional view of the drilling pit chamber of the present invention taken along the length of the upper floor of the upper quadrangular frustum structure; FIG. 7 is a schematic cross-sectional view of a drill way of the present invention; FIG. 8 is a schematic view of the position of underground roadway in the present invention; FIG. 9 is a simulation of the third type of equipment according to the invention, i.e. the drill rod passing through 670 a ingate; FIG. 10 is a schematic diagram of a third type of equipment rig according to the present invention simulated by a 670 ingate; FIG. 11 is a schematic diagram of the design of an S-shaped directional drilling trajectory in the present invention; FIG. 12 is a schematic cross-sectional view of a drilling trajectory according to the present invention; FIG. 13 is a flow chart of clay cement slurry performance study in the present invention; FIG. 14 is a flow chart of a method of making a clay slurry according to the present invention; FIG. 15 is a graph showing the effect of clay density in clay cement paste on the plastic strength in the present invention; FIG. 16 is a graph showing the effect of cement amount in clay cement paste on plastic strength in the present invention; FIG. 17 is a graph showing the effect of water glass usage in clay cement paste on plastic strength in the present invention; FIG. 18 is a flow chart of single-fluid cement slurry grouting according to the present invention; FIG. 19 is a flow chart of clay cement slurry grouting according to the present invention; FIG. 20 is a graph comparing water absorption before and after grouting a borehole K1 in a third grouting section according to the present invention; FIG. 21 is a graph comparing the water absorption per unit of borehole K1, K2, K3, K4, K5 and K6 of the present invention before grouting in the third grouting section; FIG. 22 is a schematic illustration of a wellbore embodiment of the present invention showing a cemented body of slurry; FIG. 23 shows a schematic representation of a cemented body of a slurry in a second well bore of the present invention. The reference numbers in the figures denote: 1-1: a soil piling field; 1-2: a raw pulp tank; 1-3: a pulp storage tank; 1-4: a pulping workshop; 1-5: a pulping table; 1-6: a storehouse; 2-3: drilling a connecting channel; 2-4: a sedimentation tank; 2-5: a motor chamber; 2-6: a ditch; 2-7: a water glass pool; 2-8: a clean water tank; 2-9: a stirring tank; 2-10: grouting pump; 2-11: a grouting chamber; 2-12: a blind shaft wellbore; 2-13: a 110-line roadway; 2-14: drilling a pit No. 1; 2-15: drilling a pit 2; 2-16: drilling a pit in No. 3; 2-17: 114 lanes. AB: a straight hole section; BC: an inclination increasing section; CD: a stable slope section; DE: a descending section.

Detailed Description

The lowest underground mineral exploitation elevation of a lead-zinc mining area of a rough terrace of Yi-run macro mineral industry Limited company is a middle section of 610 meters, mineral reserves below the middle section of 610 meters are proved at present, a deep resource continuous replacement project for developing deep mineral reserves is the key point of strategic development planning of the company, and a 112-line blind shaft well bore which is constructed by matching with the deep resource replacement project is the key point of the project.

A112-line vertical shaft is built by the Yilijing Hongye Ming rough terrace lead-zinc ore, and a circular blind mixed well is adopted, wherein the diameter of the vertical shaft is 5.7m, and the excavation diameter is 6.5 m. The well head is arranged in a 910m horizontal roadway, the designed well bore depth is 960m, and the elevation is from 910m to-50 m. The shaft will serve as the main passage for the transport of mining personnel, equipment, materials, ores etc. As shown in table 1.

TABLE 1 technical characteristics of well bores

The shaft exploration and drilling results show that the lower strata of the shaft to be built in the depth range of the drill hole are all mud basin system grid-killing groups of upper-system slightly weathered dolomite strata, the tectonic fissure and the fracture zone are relatively developed, when the shaft is drilled to the altitude of-50.27 m within 2 months and 7 days in 2015, large tectonic fissure water is met, the water pressure of an orifice reaches 1.9MPa, and the drilling construction is difficult to carry out. Drilling is terminated prematurely. The original shaft is driven to 477m elevation, and the residual water inflow of the shaft is about 50m3/h after grouting of a working face and grouting of a wall. In order to ensure that the shaft of the vertical shaft can be smoothly tunneled to the deep part, Yi-nationally-oriented macro mining industry limited company determines to entrust the applicant to carry out a pre-grouting water control test on the shaft.

Background overview

1. Engineering geological conditions

1.1 formation

According to the shaft exploration result, the stratum exposed from a plane (shaft opening) with the shaft elevation 910m to the drilling depth is drawn up to be the slightly weathered dolomite of the third sub-section (D3zg3) of the upper system of the mud basin system grid group, the slightly weathered dolomite of the second sub-section (D3zg2) of the upper system of the mud basin system grid group and the slightly weathered dolomite of the first sub-section (D3zg1) in sequence. The lithological characteristics of each stratum are described from top to bottom in the order disclosed as follows:

(1) the mud basin is a third sub-section (D3zg3) of the slaughter grid group, namely, the slightly weathered dolomite (I-0) is the stratum number, and the following steps are carried out: grey, medium-thick layer, thin to medium crystalline structure, and thin layer shale, gray shale and small lead-zinc ore body with thickness of 1-20 cm. The distribution elevation of the layer is 910-803 m (see the detailed figure 5' comprehensive engineering geological profile). The attitude of the rock mass is about 86 degrees-63-72 degrees as a whole, the inclination angle of the rock stratum has the tendency of gradually changing steeply from a shallow part to a deep part, the joint crack develops, the crack surface is mostly filled with calcite veins and clay minerals, and small local erosion crystal holes are occasionally seen. The stratum rock mass is complete in whole, a local development structure fracture zone is in a fracture-extremely-fractured state, the stratum rock mass belongs to harder rock, and the basic quality grade of the rock mass is III-V grade.

(2) The mud pot is a second subsection (D3zg2) of the slaughtering grid group, and the method comprises the following steps: gray, grey white, medium-thick layer shape, thin to medium crystalline structure, and thin layer shale, gray shale and small lead-zinc ore body with the thickness of 1-20cm are partially sandwiched. The attitude of the rock mass is about 83 degrees and 72 to 81 degrees, and the inclination angle of the rock stratum has the tendency of gradually becoming steep from a shallow part to a deep part. Joint cracks develop, the linear crack rate is generally more than 5 pieces/m, the joint cracks are tectonic cracks, the crack intervals are mostly less than 0.2m, the joint cracks are mostly closed, a small amount of micro-cracks exist, the crack width is generally 1-3mm, the crack surfaces are mostly filled by calcite veins, gray black clay minerals and yellow iron are locally filled for mineralization, the obvious corrosion phenomenon is not generated, and small local corrosion crystal cavities are occasionally generated. The stratum rock mass is complete and broken, most rock cores are short columns and blocks, local development tectonic fractures and presumed tectonic broken zones, the rock mass is extremely broken, the rock cores are broken blocks and gravel-shaped mud-containing substances, and belong to harder rocks, and the basic quality grade of the rock mass is III-V grade.

(3) The mud basin is a first subsection (D3zg1) of the slaughtering grid group and slightly weathers dolostone II: grayish white and gray, medium-thick layer, medium-coarse crystalline structure, the whole rock mass production state is about 81 degrees and 81-84 degrees, and the inclination angle of the rock stratum has the tendency of gradually becoming steep from the shallow part to the deep part. Joint fractures develop, the linear porosity is generally more than 3/m, the fracture intervals are mostly less than 0.2m for tectonic fractures, the fractures are mostly closed and slightly open, the fracture width is generally 1-3mm, the fracture surfaces are mostly filled by calcite veins, gray black clay minerals and ferrite are locally filled for mineralization, dip dyeing is occasionally carried out on lead and zinc ores, the elevation is 195.68-194.88 m, the gray black carbonaceous shale thin layer is included, obvious corrosion phenomena are not seen, the rock is relatively complete-relatively broken, the rock core is mostly long columnar, columnar and a small number of blocks, the rock in a tectonic fracture zone is extremely broken, the rock core is in a broken block shape and gravel-shaped mud inclusion, the rock belongs to harder rock, the basic quality grade of the rock is III-V grade, a drill hole does not penetrate through the rock core, and the thickness is 587.45m, and the elevation is 537.18-50.27 m.

1.2 geological formations

The vertical shaft field and the surrounding geological structure thereof are complex and mainly show a back oblique wrinkle structure and a fracture structure of the stone door sill.

(1) Folding: the site for the shaft to be built is positioned at the north part of the dorsiflexon wing of the stone doorsill and is about 180m away from the dorsiflexon shaft part. The drilling is disclosed as a basin-series stratum, the stratum is influenced by a anticline structure, the inclination angle of the stratum gradually becomes steeper from a shallow part to a deep part, and the rock mass production state is generally 86-81 degrees and 63-85 degrees in the northeast.

(2) Fault breaking: according to regional geological data, a shaft field and peripheral fault structures of the shaft field are planned to develop, the structural faults are mostly shallow faults on the earth surface, and according to the attitude of the structural faults and the position of the shaft field, structural faults which possibly affect the shaft field are mainly F1 and F52. Wherein: the fault exposure position of F1 is located at the elevation of about 880m and approximately extends along the Luoze river to the north and south, the distribution of the Luoze river in the region is controlled, and the fault with the latest period, the largest scale and the strongest destructive power is formed in the region and is an important way for groundwater recharge of surface water; f52 was located on the north side of the proposed shaft site with a tendency to be in the southerly direction, presumably the fault may have an effect on the shaft site strata fracture. Secondly, in a plane with an elevation 670m of a shaft field to be built, a structural shape is mainly represented by a small-scale extrusion fault structure, structural crack development and groundwater runoff are complex, according to survey, a roadway at a position of about 180m on the northwest side of the center of a shaft reveals a northeast fault, the plane reveals the occurrence of the fault in about 51-73 degrees and 33-34 degrees in the south east, the width is about 0.4m, the extension scale is unknown, and the fault can possibly influence the rock stratum crushing of the shaft field according to the presumption of the occurrence.

(3) Constructing a crack and a broken zone: the exploration result of the exploration hole shows that the stratum structure cracks and the broken zones develop, and the drill holes penetrate through a plurality of places of the stratum to find the structure cracks and the broken zones, and the detailed characteristics are shown in the table 2.

TABLE 2 fracture zone and crack distribution characteristics table

1.3 wellbore hydrogeological conditions

(1) Surface water: the surface water body of the planned vertical shaft site is mainly a Luoze river system, and peak flood flow is 326m3/s in 7-8 months in rainy season. The normal flow rate is 16.3m3/s, the minimum flow rate occurs in 2-3 months, and the flow rate is 12.1m 3/s. The Luo ze river passes through the west side of the planned shaft field from south to north at about 650m, the planned shaft region Luo ze river is positioned on the back inclined west wing of the rockwell bank according to the region construction condition and the region hydrological condition, the planned shaft region Luo ze river is positioned on the back inclined east wing, rock strata are reversed on the back inclined shaft part and respectively inclined towards two sides, and rock strata are in pseudo-integration contact, so that the Luo ze river is low in possibility of being supplied along the fracture between the rock strata. However, due to the development of water-rich faults and structural fracture zones in the region, the luoze river water can laterally supply underground water of the shaft well site along fault structural fractures and structural fracture zone channels, and the luoze river passes through a strong water-rich hydrological geological unit where the shaft well is planned to be built, so that the luoze river water has a large influence on the underground water of the shaft well planned site.

(2) Draining the tunnel: a proposed project is located in a roadway with an elevation of 910m below the ground surface, because of mining needs, the roadway is constructed on the 910m, 760m and 670m planes respectively at present, drainage ditches are arranged along the roadway, according to statistics of recently measured data, the water inflow amount in the roadway is small because the lower part of the 910m plane is drained, the total water inflow amount of the 760m plane is about 85-240 m3/h, and the total water inflow amount of the 670m plane is about 600-1200 m 3/h. The roadway water inflow is influenced by the mine human engineering activity and has larger variation range. Each roadway is composed of branch roadways of the original trunk roadway, the trunk roadway extends from the old vertical shaft position to the east and west sides, and the branch roadways are distributed along the two sides of the trunk roadway. And the roadway drainage system is distributed consistently with the roadway. The main road is high at two sides and low at the middle, the secondary road is high at the inner part and low at the outer part, and most of drainage systems are treated by cement mortar, so that the influence on the underground water of the planned vertical shaft is small.

(3) Groundwater (i) aquifer: the proposed site is located in the deep part of the mountain, and the type of underground water is mainly expressed as tectonic fissure water which is generated in tectonic fissures and fracture zones in each layer. According to regional hydrological data and drilling results, the watering characteristics of each aquifer are as follows: the mud pot is a third subsection (D3zg3) of the killing system of the grid group and slightly weathers dolomitic rock: the fracture and the fracture zone of the fault structure in the stratum are developed, a small amount of karst is developed along the fracture surface, the connectivity is relatively good, and the spring flow is 2-11.8L/s according to regional hydrological data. Is a weak-medium water-rich water-containing layer. The mud pot is a second subsection (D3zg2) of the slaughtering group and slightly weathers dolomitic rock: the fracture and the broken zone of the fault structure in the stratum are developed, but the fracture connectivity is general, the corrosion phenomenon is not seen, the water inflow is relatively small, and the water-bearing stratum is a water-bearing stratum with weak water-richness. The mud pot is a first sub-section (D3zg1) of a slaughter grid group and slightly weathers dolomitic rock: the drilling does not have large karst phenomenon, but the fracture and broken zone of the fault structure in the stratum are developed, the connectivity is generally-good, and the stratum is a water-rich aquifer.

Secondly, the observation situation of groundwater gushing and water inrush is summarized in the following table 3, during the exploration of the holes and drilling, groundwater gushes out of the drill holes and water gushing occurs at a plurality of places.

TABLE 3 underground water hydrological observation condition table

Thirdly, preliminarily judging the characteristics of the underground water and the replenishment runoff: according to regional hydrogeological data and the survey result, the aquifer of the site mainly comprises dolomite rock which is a third subsection (D3zg3) (with an elevation of 910-803 m) of a mud basin system and is a second subsection (D3zg2) (with an elevation of 803-537.18 m) of the mud basin system, and dolomite rock which is a first subsection (D3zg1) [ with an elevation of 537.18-50.27 m) ] of the mud basin system, and the aquifer is divided into the following strata: the mud basin system is mainly divided into a third sub-section (D3zg3) (elevation 910-803 m) of the lattice group dolostone: the connectivity of the layer of cracks is general, and the layer of cracks is a weak-medium water-rich stratum, and the type of underground water is mainly tectonic crack water. And (3) receiving atmospheric precipitation, surface water or deep structure fracture water supply, and simultaneously, leading the underground water to flow to all levels of roadways along the fractures due to mining drainage and then discharging the underground water to a surface water system through a roadway drainage system. The mud pot is made of dolomite of a second subsection (D3zg2) (elevation 803-537.18 m) of a grid group by the following steps: according to the hydrological observation result in the drilling process, the connectivity of the layer of cracks is general and is a weak water-rich stratum, and the type of underground water is mainly constructed crack water. And (3) receiving atmospheric precipitation, surface water or deep structure fracture water supply, wherein the section with the elevation of 803-610 m is hydrophobic due to mining, and local underground water flows to all levels of roadways along the fractures and is discharged to a surface water system through a roadway drainage system. The mud pot system is uniformly divided into a first sublevel (D3zg1) [ elevation 537.18- (-50.27m) ] dolostone: the cracks develop, the crack surfaces are mostly filled by calcite veins, the internal structure fracture zone develops, the crack connectivity is better, the stratum is a strong water-rich stratum, and the type of underground water is mainly structural crack water. The source of its replenishment may be as follows: under atmospheric precipitation and Luoze river water, the water is supplied along the structural crack; and the lateral supply of the peripheral underground water along deep structural cracks, and the like.

Through the analysis of the stratum, the structure and the hydrological conditions of the blind vertical shaft, the construction method of the metal mine blind inclined vertical shaft parallel construction method is adopted, the construction period can be saved, and the method specifically comprises the following steps of (A) drilling around grouting holes of the metal rock blind inclined vertical shaft (2-12); (B) grouting around grouting holes of the blind inclined shaft (2-12) of the metal rock; (C) in the construction process of the step (A) and the step (B), preparation work and drilling construction are carried out on the metal rock blind inclined vertical shaft (2-12) at the same time, and the water inflow amount of the metal rock blind inclined vertical shaft (2-12) is 120m away from the water inflow point after the metal rock blind inclined vertical shaft is drilled to the water inflow point³When the high pressure-bearing fracture water stratum with more than h and the orifice water pressure of more than 1.90MPa is more than or equal to 35m, waiting for the grouting hole to pass through the water inflow point, wherein the water inflow amount at the water inflow point is 120m³And after grouting is finished, drilling construction of the metal rock blind inclined shaft (2-12) is continued.

(A-1) the stable arrangement of the ground slurrying station, the underground grouting chamber and the drilling nest chamber: because the existing 112-line blind shaft is drilled and tunneled to +481m and is sealed when meeting heavy water gushing, in order to avoid damaging the excavated and built part of the shaft, the working surface of the pre-grouting waterproof construction is positioned at 670 elevation under the shaft, two roadways are arranged at the lower part of the shaft, and the distance between the two roadways and the shaft of the blind shaft is 40 m. Therefore, when the drilling cavity chamber is arranged, the influence of the existing facilities on the ground, the existing roadway and the underground newly-built drilling cavity chamber on the stability of the shaft of the blind shaft needs to be considered

Arranging a ground pulping station on the ground with the elevation of 901m, and arranging an underground grouting chamber and a drilling pit chamber on an underground working platform with the elevation of 670 m; a ground pulping station: as shown in fig. 1, the ground pulping station is arranged on the east side of the luoze river at 400m south of the south curtain roadway; the ground pulping station is provided with the following components from north to south: 1-1 parts of soil piling field, 1-2 parts of primary pulp tank, 1-3 parts of pulp storage tank, 1-4 parts of pulping workshop, 1-5 parts of pulping table and 1-6 parts of storehouse. Grouting a chamber: as shown in fig. 2 and 3, the grouting chambers 2-11 are arranged on the original roadway; the original roadway is a 110-line roadway 2-13, the distance from the center of the grouting chamber 2-11 to the center of the blind shaft wellbore 2-12 is 63m, and the arrangement number of the grouting chambers 2-11 is 1; the length of the grouting chamber 2-11 is 17.2m, the width is 7.5m, and the height is 9 m; the grouting chamber 2-11 is sequentially provided with 1 water glass pool 2-7, 1 clean water pool 2-8 and 1 stirring pool 2-9 along the length direction at one side close to the blind shaft 2-12, and 2-10 grouting pumps are sequentially arranged at one side far away from the blind shaft 2-12 along the length direction. Drilling pit chambers as shown in figure 3, arranged on a circumference centred on the blind shaft wellbores (2-12); the number of the drilling pit chambers is 3, and the drilling pit chambers are uniformly distributed on the circumference taking the blind shaft (2-12) as the center; the 3 drilling pit chambers are respectively a No. 1 drilling pit (2-14), a No. 2 drilling pit (2-15) and a No. 3 drilling pit (2-16); each drilling nest chamber is provided with 2 drilling holes, namely 2 drilling holes are arranged in the drilling nest chamber No. 1 (2-14), namely the drilling hole K5 and the drilling hole K6, 2 drilling holes are arranged in the drilling nest chamber No. 2 (2-15), namely the drilling hole K3 and the drilling hole K4, 2 drilling holes are arranged in the drilling nest chamber No. 3 (2-16), namely the drilling hole K1 and the drilling hole K2; the drill holes K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are distributed on a circle with the blind shaft well bore (2-12) as the center, and the distances from the circle center of the blind shaft well bore (2-12) to the drill holes K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all 14m (the distribution circle diameter is 28 m). As shown in fig. 4 to 7, the lower part of the drilling cavity is of a cuboid structure, the length a and the width b are both 9m, and the height h1 is 3 m; the upper part of the pit chamber is of a quadrangular frustum pyramid structure, and the length a and the width b of the lower bottom surface of the quadrangular frustum pyramid are both 9 m; the upper bottom surface of the quadrangular frustum pyramid is rectangular, the length c is 7m, and the width d is 4 m; the height h2 of the quadrangular frustum pyramid is 13 m; along the width direction of the upper bottom surface, the section of the quadrangular frustum pyramid is trapezoidal, the included angle alpha between one waist of the trapezoid and the lower bottom surface is 84 degrees, and the included angle beta between the other waist of the trapezoid and the lower bottom surface is 74 degrees; at each pit chamber: the circle center distance f between the two drill holes is 3m, and the radius of each drill hole is 0.64 m; the horizontal distance e from the circle centers of the two drill holes to the long edge of the upper bottom surface of the quadrangular frustum pyramid is 2m, the horizontal distance g from the circle center of one drill hole to one short edge of the upper bottom surface of the quadrangular frustum pyramid is 1.966m, and the horizontal distance k from the circle center of the other drill hole to the other short edge of the upper bottom surface of the quadrangular frustum pyramid is 2.034 m; the opening of the drilling pit chamber is communicated with the drilling pit communication channel 2-3, the rectangular frustum is trapezoidal along the section along the length direction of the upper bottom surface, the included angle gamma between one waist of the trapezoid and the lower bottom surface is 83 degrees, the other waist of the trapezoid is connected with the top of the drilling pit communication channel 2-3 through an arc surface, and the radius of the arc surface is 4 m; within each said drilling pocket chamber: a sedimentation tank 2-4 is dug on one side, close to the drilling hole connecting channel 2-3 and close to the long side of the cuboid structure, and the sedimentation tank is 4m long, 1.5m wide and 1m deep; a motor chamber 2-5 is drilled on one side of the outer side of each drilling pit chamber, which is opposite to the drilling pit communication channel 2-3, the length, the width and the height of the motor chamber 2-5 are all 2m, and the center of the motor chamber 2-5 is right opposite to the circle centers of two drill holes; the lower half part of the cross section of the drilled pit communication channel 2-3 is rectangular, the length of the lower half part is 4m, the width of the lower half part is 1.8m, the height of the lower half part is 1.2m, the upper half part of the cross section of the drilled pit communication channel 2-3 is formed by three fan-shaped rings, the radius of the fan-shaped rings on the two sides is 0.894m, the radius of the fan-shaped ring in the middle is 3.044m, one side of the drilled pit communication channel 2-3 is provided with a ditch 2-6, and the width and the depth of the ditch are both 0.3 m.

(A-2) conveying large drilling grouting equipment to an underground grouting chamber and a drilling pit chamber

After the ground slurry making station, the underground grouting chamber and the drilling nest chamber are constructed, large-scale drilling equipment needs to be conveyed to the underground. As shown in Table 4, the TSJ-2000 type drilling machine and the 350 pump grouting pump are used for the first time of well descending construction in China, and suitable conveying lines and conveying methods need to be found, so that the problem of well descending of large grouting drilling equipment is solved. Disassembling and classifying the large drilling grouting equipment, selecting different transportation methods according to different classifications, and assembling the large drilling grouting equipment conveyed to a working position;

table 4 summary of major equipment to be transported downhole

Device name	Specification of	Mass/kg	Number of	Remarks for note
					BQ-350 grouting pump	4.8m*2.1m*1.5m	5100	2 table
TSJ-2000 drilling machine	3.88m*1.965m*1.29m	6867	3 tables
					850 mud pump	3.018m*1.12m*2.05m	3100	3 tables
89 drill rod	9.6m	209.2	300 root of Chinese yam
					Phi 108 active drill rod	10.5m	1000	3 root of Chinese thorowax
Phi 159 drill collar	9.45m	1000	6 root of Chinese goldthread
					Drill tower	8m*1.5m*1.5m	5600	Section 3
Drill tower	7m*1.2m*1.2m	3100	Section 3

(1) Disassembling and classifying drilling grouting equipment: in order to reduce the collision damage in the transportation process of the equipment, the large drilling grouting equipment is disassembled and classified. The drilling grouting equipment comprises a drilling machine, a grouting pump, a slurry pump, a drill rod, a drill collar and a drill tower; the drilling machine can be disassembled into 3 chassis of the drilling machine, a core machine of the drilling machine and a grinding disc of the drilling machine; the grouting pump is disassembled into a chassis of the grouting pump, a motor of the grouting pump and a pump body of the grouting pump. The equipment disassembled into single pieces is divided into three types: the first type of equipment is a single large-size piece and comprises 3 chassis of a drilling machine and a chassis of a grouting pump; for example, the length, width and height of the chassis of the grouting pump are 4.8m 2.1m 0.3 m; the second type of equipment is a single piece with small volume and large mass and comprises a mud pump, a core machine of a drilling machine, a grinding disc of the drilling machine, a grouting pump motor and a grouting pump body; if the weight of a mud pump is 3.1t, the weight of a core machine of a drilling machine reaches 5 t; the third kind of equipment is a single piece which is an elongated piece and comprises a drill rod, a drill collar and a drill tower; for example, the length of a common drill rod is 9.6 m.

2. Selecting a transfer scheme: at present, the tarmac lead-zinc ore can be considered as a transportation lowering channel in the elevation section of 910m-670m by four routes: (1)910 middle section 7# pithead, old shaft, 670 haulage drift, 670 middle section 114 line threading, grouting station and pit drilling position. The analysis shows that the scheme has the following defects:

firstly, the positions of the ingates at the middle sections of the old shafts 910 and 670 can not meet the descending of a drilling tower of 8m by 1.5 m;

670 the section of the middle section transportation gallery is 3m by 3m, the track is eccentric, the minimum distance from the track center to the side wall is 0.9m, the height of the overhead line is 1.7m-2.2m, and the track transportation requirement of the BQ-350 grouting pump of 4.8m by 2.1m by 1.5m is not met;

(2) the method comprises the following steps of 910, middle section 7# pithead, 2# inclined shaft, 670 transportation gallery, 670 middle section 114 line threading, grouting station and pit drilling position design, and has the following defects:

firstly, the section of the 2# inclined well is 2.4m by 2.6m, the track is eccentric, the minimum distance from the track center to the side wall is 0.9m, and the track transportation requirement of a BQ-350 grouting pump of 4.8m by 2.1m by 1.5m cannot be met;

670 the section of the middle section transportation gallery is 3m by 3m, the track is eccentric, the minimum distance from the track center to the side wall is 0.9m, the height of the overhead line is 1.6m-1.8m, and the track transportation requirement of the BQ-350 grouting pump of 4.8m by 2.1m by 1.5m is not met;

the 2# inclined shaft throwing track has a larger gradient and cannot meet the requirement of lowering and transporting the driving drill rod;

(3) the method comprises the following steps of (1) passing a 110-line through-connection road (trackless and without a throwing lane) from a 901 transportation main roadway to a 4# inclined shaft to a 670 middle section to (670) a 110-line through-connection road, designing a grouting station and drilling a pit, wherein the scheme has the following defects: no track or no throwing lane exists at the 110-line run-through connection lane position from the No. 4 inclined shaft to the 670 middle section, the equipment materials need to be transshipped and manually transported, the time consumption and the cost are high, and the lifting transportation time is long;

(4)901 transportation main lane-112 line blind mixed well (transformation) -670 middle section 112 line-design slip casting station, drill nest position, this scheme has following advantage, as shown in fig. 8:

firstly, all roadways and lifting equipment of the line meet the size transportation requirements of the largest piece of equipment and materials;

secondly, the channel is an independent channel, so that the lifting and transportation of the normal production of the mine are not influenced;

to sum up: the scheme '901 transportation of a large roadway, 112 line blind mixed well, 670 middle section 112 line, design of a grouting station and drilling position' is an optimal scheme by comprehensively considering the lifting capacity of the existing equipment and the roadway transportation condition.

3. Drilling grouting equipment selects different transportation methods according to different classifications: because the 112-line blind shaft well head is arranged in a drift 650m away from the well head, the width of the drift near the well head is only enough for a single vehicle to pass, two continuous 90-degree turns are arranged in the drift at the well head, a large truck cannot directly convey equipment to the well head, and the simple crane beam at the well head is used for unloading. The equipment can only be unloaded to the pithead material yard and then somehow transported to the blind shaft wellhead.

(1) Transferring to a blind shaft well head from a material yard: the transfer method of the first equipment comprises the following steps: carrying by shoveling the front end of a loader bucket; one end of the first type of equipment is arranged in a loader bucket, two corners of the other end of the first type of equipment are respectively bound by a steel wire rope, and the other end of the first type of equipment is fixed on the upper part of the bucket by a shackle after the steel wire rope is tensioned; after the loader lifts the bucket, the equipment is directly shoveled and transported to the blind shaft mouth; the second type of equipment is transported by the following method: carrying by adopting a loader bucket; the second type of equipment is directly bound and fixed by respectively winding two ends of a long steel wire rope for one circle around two ends of the equipment, then the middle part of the steel wire rope is hung on a loader bucket, and after the steel wire rope is adjusted to be horizontal, the equipment is directly hung and transported to a blind shaft well mouth; the transfer method of the third type of equipment comprises the following steps: hauling with a loader by means of a sledge; firstly, picking and transporting third equipment to the sledge by using a loader, and then firmly binding the third equipment with the sledge by using a steel wire rope, wherein the gravity centers of all the third equipment are slightly in front of the middle part of the sledge in order to ensure the balance and stability in the towing process; then, a long steel wire rope is wound around a third type of equipment from the top, two ends of the long steel wire rope are fixed on special fixing points on two sides of the front end of the sledge, and the middle part of the long steel wire rope is hung on a hook at the tail part of the loader; then the sledge is hauled to the blind shaft well mouth by a loader; the sledge is formed by welding steel pipes, and the manufacturing method comprises the following steps: the two sides of the sledge are large steel pipes, the middle of the sledge is welded and fixed with the small steel pipes, and the pipe orifices at the two ends of the large steel pipes close to the ground are made into upward-warped arcs.

(2) Lowering the blind shaft well head to 670 wharf door: a complete set of lifting and transporting system is used for transporting personnel and materials up and down during shaft digging construction in the 112-line blind shaft, and the bearing capacity of the system meets the requirement of equipment lowering. The blind shaft sealing plate meets the requirement of passing the maximum-size equipment. The blind shaft is dug and built to the elevation of 480m, and in order to ensure the safety of equipment lowering and the convenience of personnel operation, a hanging scaffold is arranged at the ground height of a ingate at the middle section of the shaft 670. The lowering method of the first type of equipment comprises the following steps: binding two corners of the short side of the first type of equipment with two ends of a steel wire rope respectively, hanging the middle part of the steel wire rope on a large hook of a lifting system, and directly lowering the steel wire rope to a 670 horsehead door; the lowering method of the second equipment comprises the following steps: binding and fixing two ends of a long steel wire rope around two ends of the second equipment respectively in a circle, hanging the middle part of the steel wire rope on a large hook of a lifting system, and directly lowering the steel wire rope to the 670 horsehead door; the lowering method of the third equipment comprises the following steps: weaving 6 steel wire ropes with the length of 11m, enabling the 6 steel wire ropes to respectively penetrate through central holes of 6 third-class devices, stringing the 6 steel wire rope ends together by using shackles, enabling a thick steel wire rope to penetrate through the rope ends at the other ends of the 6 steel wire ropes and then be hung on a large hook of a lifting system, lifting the third-class devices to enable the third-class devices to be in a vertical stable state after the large hook is lifted, and directly lowering the third-class devices to 670 horsehead doors.

(3) And (5) carrying to each operation position from a 670 horsehead door: and (4) simulating whether the passing capacity meets the descending size requirement of the equipment or not by using a pre-simulation result that the height of the underground 670 ingate is 5m as shown in figures 9 and 10. By simulation, both the drill pipe and the rig of the third type of equipment can pass through 670 ingate. The first type of equipment, the second type of equipment and the third type of equipment are conveyed by the following methods: when the device is placed in the 670 ingate, the electric scraper is used for dragging the bottom end of the placed device, signals are sent while dragging, the hook is slowly placed, and when the gravity center of the device is completely positioned in the 670 ingate, the hook steel wire rope is released; after the position of the equipment is adjusted and the steel wire ropes are arranged, the equipment is transported to each operation position by a scraper. Lowering from the blind shaft wellhead to the 670 pier door also requires: the arrangement is carried out according to the assembly sequence of the underground equipment and the space requirement. The lowering sequence of the drilling machine is as follows: firstly, putting down chassis of 3 drilling machines, then putting down a core machine and a millstone of the drilling machine, and finally putting down a drilling tower; the lowering sequence of the grouting pump is as follows: the chassis of the grouting pump is firstly put down, and then the motor and the pump body of the grouting pump are put down.

(4) Assembling the equipment transported to each operation position: slurry pump: the pump body and the motor are assembled after being directly transferred to an operation position by using the electric carry scraper; grouting pump: directly installing a connecting bolt after a chassis of the grouting pump is directly transferred to an operation position by using an electric scraper; then the pump body of the grouting pump and the motor of the grouting pump are assembled after being directly transferred to the operation position by an electric scraper; drilling machine: directly installing connecting bolts after 3 chassis of the drilling machine are directly transferred to an operation position by using an electric scraper; the grinding disc of the drilling machine and the core drilling machine of the drilling machine are assembled by using a 16# I-steel lifting beam pre-installed at the top of a drilling pit, a 10t pulley is hung on the lifting beam, an anchor rod is arranged on the edge of the bottom of the drilling pit to fix a winch, a winch steel wire rope penetrates through the pulley and then is connected with a steel wire rope tied on equipment to be lifted, and an electric scraper assists in ensuring the stability and safety of the equipment.

(A-3) adopting full S hole directional drilling construction and grouting section drilling construction for the pipe fixing section; after the drilling and grouting equipment is transported to the working position, a grouting hole can be drilled.

(1) And (3) directional drilling construction of all S holes of the fixed pipe section:

and (3) constructing a fixed pipe section by adopting directional drilling of an all-S-shaped hole: respectively introducing a drill hole K1, a drill hole K2, a drill hole K3, a drill hole K4, a drill hole K5 and a drill hole K6 into a drill hole falling point K1 ', a drill hole falling point K2', a drill hole falling point K3 ', a drill hole falling point K4', a drill hole falling point K5 'and a drill hole falling point K6'; the drilling hole falling point K1 ', the drilling hole falling point K2', the drilling hole falling point K3 ', the drilling hole falling point K4', the drilling hole falling point K5 'and the drilling hole falling point K6' are respectively arranged on a circle with the blind shaft (2-12) as the center, and the distances from the circle center of the blind shaft (12) to the drilling hole falling point K1 ', the drilling hole falling point K2', the drilling hole falling point K3 ', the drilling hole falling point K4', the drilling hole falling point K5 'and the drilling hole falling point K6' are all 4.75m (the circle diameter of the falling point is 9.5 m); the distances between the drill hole falling points K1 ', K2', K3 ', K4', K5 'and K6' are all 4.75 m; as shown in fig. 11, the trajectory of the S-shaped borehole in the formation is three-dimensional and is divided into a straight section (AB), a slope-increasing section (BC), a slope-stabilizing section (CD) and a slope-decreasing section (DE); the formula of the S-shaped drilling track is shown as the formula (I):

θ＝arctan{(R₁+R₂)/[(D₁-D₂)²-2(R₁+R₂)X+X²]^1/2}-arctan[(R₁+R₂-X)/(D₂-D₁)] (Ⅰ)

wherein:

R₁＝57.3/K_c1；R₂＝57.3/K_c2；L₁＝30.48γ/K_c1；L₂＝30.48γ/K_c2；CD＝[(D₁-D₂)²-2(R₁+R₂)X+X²]^1/2(ii) a D1 is the depth of the starting point of the slope increasing section (BC), namely the depth when directional drilling is started, D2 is the depth when the slope is reduced to form a straight hole section, R1 is the curvature radius of the slope increasing section (BC), R2 is the curvature radius of the slope reducing section (DE), theta is the vertex angle of the slope stabilizing section (CD), and X is the horizontal offset distance of a target point; kc₁、Kc₂The build rate of the slope increasing section (BC) and the slope reducing section (DE) is related to a build tool; l is₁Drilling an arc length for the increased slope section (BC); l is₂A drilling arc length for the declined section (DE); θ and CD are key parameters;

drilling a hole from the opening of a working platform to a position 50m to form a straight hole section (AB) for drilling, drilling a hole from a position 50m to a position 80m to form an inclination increasing section (BC), performing directional drilling by adopting a screw drill, enabling a target azimuth X and a target vertex angle theta to meet target entering requirements, increasing the vertex angle theta to 3.5 degrees, starting drilling construction of an inclination stabilizing section (CD) from the position 80m to a position 240m, performing inclination measurement when the inclination stabilizing section (CD) drills 20m to 30m, monitoring deflection data of a solid pipe section of a grouting hole in real time, performing directional drilling of an inclination reducing section (DE) from the position 240m to the position 254m, and performing inclination reduction by adopting the screw drill;

the manual directional drilling is usually realized by a downhole power drilling tool, and the downhole power drilling tool is usually a screw drilling tool. During orientation, an included angle between an action surface of the screw drill and a drilling inclined plane is a tool face angle, clockwise torsion of 0-180 degrees from the drilling inclined plane is positive, and anticlockwise torsion of 0-180 degrees is negative. The angle of the deviated azimuth of the front borehole plus the toolface angle is the toolface azimuth. The directional design is carried out before each directional drilling, the azimuth angle of a tool face and the length of a one-time directional drilling section are mainly obtained, and the directional design can be calculated through the following formula:

γ＝arccos(cosθ₁cosθ₂+sinθ1sinθ₂cosΔα)

ω＝arccos((cosθ1cosγ-cosθ₂)/(sinθ₁sinγ))

L＝30.48γ/Kc

in the formula: gamma-the angle between the axis of the pre-directional drilling trajectory and the axis of the post-directional drilling trajectory, called the "dogleg angle"; theta₁-orienting the top angle of the front borehole; theta₂-orienting a target top angle; ω -tool face angle; Δ α — design azimuth increment before and after orientation;

-a tool face azimuth angle; l is the directional section drilling length; k_c-build-up rate.

The tool face azimuth ω can be measured by a borehole orientation tool. At present, a mechanical gyro inclinometer, a wired while-drilling instrument and a wireless while-drilling instrument are commonly used for grouting and drilling and are combined with a screw drill tool for orientation. The gyro inclinometer can directly measure in a casing and a common drill pipe. The inclinometer (wired or wireless) while drilling mostly adopts the magnetic principle to carry out azimuth measurement, needs the environment of an earth magnetic field, cannot be carried out in a sleeve and a common drill rod during orientation, needs to be provided with a non-magnetic drill collar, and is not suitable for the environment with magnetic interference. The construction was oriented using a gyroscopic inclinometer, as shown in table 5.

TABLE 5 Orienting Instrument operating points

Drilling a hole in a pipe fixing section by using a phi 133mm drill bit, then reaming the hole by using a phi 215.9mm drill bit, and then putting a phi 168 multiplied by 7mm seamless steel sleeve pipe for pipe fixing; and drilling holes K1, K2, K3, K4, K5 and K6 in the fixed pipe section from the working platform 0m to 254m, wherein the drilling depth is 254 m.

(2) Grouting section construction: as the shaft is constructed to the elevation of about 481m, according to the design file requirement and the actual disclosure condition of the exploration drilling hole, the casing is required to be located in the stable bedrock, and the grouting termination depth exceeds the design depth of the shaft by at least 10m (20 m is taken at this time). The depth of a grouting hole is 750m (the elevation is 670 m-80 m), the starting and stopping depth of grouting is 254m-750m (the elevation is 416m to the elevation is-80 m), and the total length of a grouting section is 496 m. As shown in table 6.

Table 6 table of parameters for design of pre-grouting holes in blind shaft wellbore of 112-line plateau mine

The drill holes K1, K3 and K5 are first-order holes, the drill holes K2, K4 and K6 are second-order holes, the second-order drill holes can be correspondingly adjusted according to the construction condition of the first-order drill holes, and meanwhile, the grouting effect of the first-order drill hole construction can be preliminarily evaluated. Borehole K1, borehole K2, borehole K3, borehole K4, borehole K5 and borehole K6, the borehole depths are as follows, see in particular table 7: at the end of the rock cap, a drill hole K1, a drill hole K2, a drill hole K3, a drill hole K4, a drill hole K5 and a drill hole K6 are drilled from an elevation 254m to 274m, and the lengths of drilling sections are 20 m; in the first grouting section, a drill hole K1, a drill hole K2, a drill hole K3, a drill hole K4, a drill hole K5 and a drill hole K6 are drilled from the elevation 274m to 330m, and the length of the drilling section is 56 m; in the second grouting section, the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are drilled from the elevation 330m to 405m, and the length of the drilling section is 75 m; in the third grouting section, a drill hole K1, a drill hole K2, a drill hole K3, a drill hole K4, a drill hole K5 and a drill hole K6 are drilled from the elevation 405m to 474m, and the length of the drilling section is 69 m; in the fourth grouting section, a drill hole K1, a drill hole K2, a drill hole K3, a drill hole K4, a drill hole K5 and a drill hole K6 are drilled from the elevation 474m to 550m, and the lengths of the drilling sections are 76 m; in the fifth grouting section, a drill hole K1, a drill hole K2, a drill hole K3, a drill hole K4, a drill hole K5 and a drill hole K6 are drilled from the height mark 550m to 628m, and the length of the drilling section is 78 m; in the sixth grouting section, a drill hole K1, a drill hole K2, a drill hole K3, a drill hole K4, a drill hole K5 and a drill hole K6 are drilled from an elevation 628m to 710m, and the lengths of the drill holes are 82 m; in the seventh grouting section, the drill hole K1 is drilled from the elevation 710m to 756.7m, and the length of the drill section is 46.7; drilling a drill hole K2 from the elevation 710m to 757.28m, wherein the drilling section is 47.28; drilling a drill hole K3 from the elevation 710m to 755.13m, wherein the drilling section is 45.13; drilling a drill hole K4 from the elevation 710m to 759.01m, wherein the drilling section is 49.01; drilling a drill hole K5 from the elevation 710m to 755.49m, wherein the drilling section is 45.49; the borehole K6 drilled from elevation 710m to 756.55m and had a length of 46.55.

TABLE 7 pore-creating engineering scale

Item	K1	K2	K3	K4	K5	K6	Total up to
								Fixed pipe section/m	254	254	254	254	254	254	1524
Grouting section/m	502.7	503.28	501.13	505.01	501.49	502.55	3016.16
								Depth of full hole/m	756.7	757.28	755.13	759.01	755.49	756.55	4540.16

And (3) performing drilling construction of a straight hole section in the grouting section, and performing straight hole inclination correction work in the grouting section by adopting a 7LZ95 screw drilling tool. As shown in fig. 12, it is required that the maximum deviation rate of the drilled holes is not greater than 3 ‰, and the drilled holes of each hole section are distributed substantially uniformly. The inclination measurement and orientation work are carried out in time according to the drilling condition in the drilling process according to the technical requirements, the inclination of the drilled hole is well controlled, the maximum inclination rate is about 2.82 per mill, the inclination condition of each drilled hole meets the requirements, and the inclination rate of each grouting section of each drilled hole is shown in tables 17 to 22.

(B) Grouting construction: and after the drilling begins to be constructed, performing sectional grouting on each drilled grouting section.

(B-1) preparation of a grouting material: single-liquid cement slurry

The single-liquid cement slurry is prepared by adding salt and triethanolamine into cement slurry; the mass ratio of the volume of the cement paste added with the clear water to the cement is 0.5-1.5: 1; the addition amount of the salt is 0.05 percent of the addition amount of the cement, and the addition amount of the triethanolamine is 0.005 percent of the addition amount of the cement;

the preparation method of the single-liquid cement slurry comprises the following steps: adding clear water into the primary stirring tank, quantitatively adding cement in the bulk cement tank into the primary stirring tank by using an automatic feeding and metering system, fully stirring, and then putting into a secondary stirring tank; quantitatively adding salt and triethanolamine in a stirring tank (2-9) in the underground grouting chamber by using a metering system, and fully stirring to obtain single-liquid cement slurry;

the parameters and requirements of clay cement slurry are shown in fig. 13.1 selection of Clay Material

As the water plugging performance of the clay cement paste is obviously better than that of single-liquid cement paste, the clay cement paste has the characteristics of good injectability, low water precipitation rate and high calculus rate, and the 24-hour water precipitation rate of the clay cement paste is generally less than 2%. According to incomplete statistics, after clay cement slurry is introduced from Soviet Union in the 90 s of the 20 th century by the institute of shaft construction and research of the general institute of coal science, the clay cement slurry is successfully applied to 109 vertical shaft pre-grouting in China. According to geological and hydrological analysis of the area where the 112-line blind shaft is located, clay cement slurry is mainly adopted in the basement rock grouting section, and single-liquid cement slurry is mainly adopted in the pipe fixing and cap rock grouting section and the broken belt reinforcement. According to requirements, a clay cement paste and single-liquid cement paste comprehensive grouting method is adopted for the local broken zone and the unstable stratum. The clay cement slurry is CL-C type clay cement slurry which is a multiphase suspension prepared by taking clay slurry as a main component and adding a small amount of cement and water glass. In order to achieve the expected water plugging target, a novel grouting material needs to be selected, and based on the construction principle that the grouting material is suitable for local conditions and economical and applicable, a large amount of investigation is carried out by our company at the periphery of a mine, so that soil substances which can be used as slurry materials are searched and assigned quantities of the soil substances are surveyed. Such as red clay, Zhaotong tawny clay, coal slime, etc. As shown in table 8.

TABLE 8

Through a summary of past experience, the requirements of clay are: the clay with the particle size of less than 0.005mm in the clay slurry is more than or equal to 25 wt% of the total mass of the clay; the content of the sand with the granularity of more than 0.075mm and less than 20.0mm in the clay sand is less than or equal to 5% of the total mass of the clay; the plasticity index of the clay is more than 10; the content of organic matters in the clay is less than 3 wt% of the total mass of the clay. And finally determining the clay materials of the clay No. 1 and the clay No. 2 for implementing pre-grouting water control in the 112-line blind shaft through analyzing the clay granularity, the sand content, the plasticity index and the content of organic matters in the clay of the samples from the clay No. 1 to the clay No. 8. The granularity gradation of the clay No. 1 is as follows: clay with granularity less than 0.002mm accounts for 25.8% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 4.9% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 17.2% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 52.1% of the total mass of the clay No. 1; the plasticity index of the clay No. 1 is 26.8; the content of organic matters in the clay No. 1 is less than 3 wt% of the total mass of the clay. The particle size composition of the clay No. 2 is as follows: clay with granularity less than 0.002mm accounts for 17.7% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 11.2% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 48.4% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 22.7% of the total mass of the clay No. 1; the plasticity index of the clay No. 2 is 42.5; the content of organic matters in the clay No. 2 is less than 3 wt% of the total mass of the clay.

2. Preparation of clay slurry: as shown in fig. 14. Utilize high pressure water to spray clay, form preliminary clay thick liquid, remove sand with preliminary clay thick liquid again, levigate through the pulping machine, obtain clay thick liquid, put into and store in the thick liquid pond. The obtained clay slurry had a density of 1.12X 10³～1.24×10³kg/m³. The viscosity of the obtained clay slurry is 17.76 to 18.34 s.

3. Preparing clay cement slurry: the granular grouting water plugging material is CL-C type clay cement paste and consists of clay paste, cement and an additive. The additive is water glass, the modulus of the water glass is 2.8-3.4, and the concentration of the water glass is 38-42 Baume degrees. The strength of the cement is more than or equal to 42.5, and the content of the cement with the granularity of more than 80 mu m is less than or equal to 5 percent. Granular grouting water plugging material: the proportion of CL-C type clay cement slurry is 1m³The content of each component in the slurry is expressed, and the component parameter ranges are as follows: clay slurry density: 1.12X 10³～1.24×10³kg/m³(ii) a Adding amount of cement: 50 to 300kg/m³(ii) a Adding amount of water glass: 2 to 40L/m³. The preparation method of the granular grouting water plugging material comprises the following steps: pumping the prepared clay slurry to a primary stirring pool by using a slurry pump, fully stirring, and adjusting to the required density; quantitatively adding cement in a bulk cement tank into the primary stirring tank by using an automatic feeding and metering system, fully stirring, and then putting into the secondary stirring tank; and (3) quantitatively adding the additive into the second-stage stirring tank by using a metering system, and fully stirring to obtain the granular grouting water plugging material.

Discussion of clay cement slurry properties: (a) density: the density is related to the content of solids in the slurry, the volume and the mass of the materials in the suspension are additive, namely the sum of the volumes of cement, clay slurry and water glass is the volume of clay cement slurry.

The density of the clay cement paste is as follows:

in the formula: rho-type clay cement paste density, t/m³；ρ_nClay slurry density, t/m³；W_c-cement quality, t; rho_cDensity of cement, t/m³；V_sVolume of water glass, m³Factor V in the field calculation_sThe value is small and can be ignored; rho_sWater glass density, t/m³(ii) a V-clay cement paste volume, m³。

The density of the clay cement paste is 1.15 multiplied by 10 through calculation and actual measurement³～1.33×10³kg/m³。

(b) Stability: the CL-C type clay cement paste is a suspension, clay particles are small and have high dispersity, and fine particles in the suspension account for a large proportion due to the hydration effect of the water glass and the cement, so that the stability of the clay cement paste is obviously superior to that of single-liquid cement paste, the clay cement paste is low in water precipitation rate and small in water precipitation rate, the 24-hour water precipitation rate of the clay cement paste is less than 3%, and the requirements are met as shown in Table 9.

TABLE 9 Water extraction Rate of Clay Cement slurries

(c) Plastic strength: the plastic strength is used for representing the shearing resistance of a plastic condensate in the solidification process of the slurry and is generally used for evaluating water plugging grouting materials. Under the action of water pressure, if the shearing resistance of the slurry is not enough, the slurry is easily washed away or extruded by water, so that the slurry is lost, the grouting effect and the cost are not well influenced, and the index of the plastic strength is very important for water plugging engineering. The rheological property of the slurry can be indirectly known by researching the change rule of the plastic strength. In grouting construction, due to different curing speeds of CL-C type clay cement grout, the rheological property of the CL-C grout is known through the measurement of plastic strength, and the grout with different proportions is selected according to factors such as grouting pressure, flow, rock stratum conditions and the like. Table 10 is a list of factors affecting the plastic strength of clay cement slurry, and it can be known from table 10 that the factors affecting the plastic strength mainly include the amount of water glass, the amount of cement, the clay slurry density, the environmental temperature, and the like, and generally, the influence of water glass is the largest.

TABLE 10 influence factors of clay cement paste plasticity strength

Factors of the fact	Influencing conditions
		Density of slurry	The higher the clay slurry density, the higher the plastic strength
Amount of cement used	The larger the cement amount, the higher the plastic strength
		Amount of water glass	The larger the water glass mixing amount is, the higher the early-stage (1-3 d) plastic strength is
Variety and grade of cement	The higher the cement strength grade, the greater the plastic strength. Portland cement and ordinary Portland cement are superior to other cements.
		Temperature of	The higher the temperature, the faster the plastic strength increases
Time of stirring	The stirring time for preparing clay cement paste is controlled to be 30min, and the plastic strength is reduced when the stirring time exceeds the range

We respectively study the influence of the density, the cement consumption and the water glass consumption of clay cement paste on the plastic strength of the clay cement paste. Influence of clay density: when the plasticity index of clay is 36.5 and the consumption of cement is 1m³100kg of pulp, the adding amount of water glass is 1m³At 20L, as shown in FIG. 15 and Table 11, the plastic strength of the clay cement slurry gradually increased with increasing clay density

TABLE 11 influence of Clay slurry Density on Clay Cement slurry Plastic Strength

Influence of cement dosage: the plasticity index of the clay is 36.5, and the density of the clay is 1.15 multiplied by 10³kg/m³The adding amount of the water glass is 1m³At 20L, as shown in Table 12 and FIG. 16, the plastic strength of the clay cement slurry gradually increased with the increase of the cement amount, especially when the cement amount is 1m³When the clay cement paste is 200kg, the plastic strength of the clay cement paste is obviously enhanced.

TABLE 12 influence of Cement dosage on Clay Cement mortar plasticity Strength

Influence of the amount of water glass: the plasticity index of the clay is 36.5, and the density of the clay is 1.15 multiplied by 10³kg/m³The addition amount of cement is 1m³When the cement slurry is 100kg, as shown in table 13 and fig. 17, the plastic strength of the clay cement slurry gradually increases as the amount of water glass added increases.

TABLE 13 influence of water glass content on Clay Cement mortar plasticity

(d) Viscosity: the chemical reaction begins to occur after the clay, the cement and the structural additive water glass in the clay cement paste are stirred and mixed, the viscosity of the clay cement paste slurry is generally measured along with the time increase, and the slurry diffusion distance is influenced by the viscosity. The viscosity of the clay cement slurry is measured by a funnel viscometer. The density and viscosity of the clay cement slurry prepared from clay are shown in Table 14.

TABLE 14 Clay cement paste density and viscosity measurement results table

(e) Setting percentage: under atmospheric pressure, the water precipitation rate of the clay cement slurry in the consolidation process is low, but the slurry can generate certain dehydration effect under high grouting pressure in the grouting process, which is proved in indoor tests and field sample detection. The dehydration of the slurry is beneficial to the filling of the fractures and the strength of the stone body.

Table 15 shows the results of density test analysis of the 112-line blind shaft ground pre-grouted cemented rock core samples.

The density of the clay cement paste is 1.343g/cm³The calculus rate is 95% under normal pressure, and the calculus body density is 1.414g/cm³(calculation method is 1.343/95% ═ 1.414 g/cm)³). However, it can be seen from the table that the density of the actual concretion body in the ground is up to 1.765g/cm³Minimum 1.646g/cm³Obviously higher than the density under normal pressure (1.414 g/cm)³) The setting rate is the obvious dehydration and compaction phenomenon of clay cement slurry in the underground consolidation process.

Table 15 density test analysis table for ground pregrouting concretion body

Chemical pulp: the chemical pulp consists of water glass and a gelling agent, and the volume ratio of the water glass to the gelling agent is 3.89-4: 1.

(B-2) performing a water pressing test before grouting, then adjusting grouting materials, performing segmented grouting to reach the grouting pressure of each segment, and finishing grouting waterproof work; in each grouting section, when one grouting cannot meet the design requirement, re-grouting is required, and the re-grouting interval time is greater than or equal to 12 h. As shown in table 16, the design grouting pressures for sections of bore K1, bore K2, bore K3, bore K4, bore K5, and bore K6 are: the final grouting pressure at the rock cap section is 7.6-10.1MPa, the final grouting pressure at the first grouting section is 11.2-16.8MPa, the final grouting pressure at the second grouting section is 12.7-19.1MPa, the final grouting pressure at the third grouting section is 14.1-21.1MPa, the final grouting pressure at the fourth grouting section is 15.6-23.4MPa, the final grouting pressure at the fifth grouting section is 17.2-25.7MPa, the final grouting pressure at the sixth grouting section is 18.8-28.2MPa, and the final grouting pressure at the seventh grouting section is 19.7-29.55 MPa.

TABLE 16 summary of height division of drilling section and final grouting pressure

Fig. 18 and 19 are flow charts of grouting with single-fluid cement paste and clay cement paste. The concrete grouting amounts and grouting pressures of the respective sections of the bore K1, the bore K2, the bore K3, the bore K4, the bore K5 and the bore K6 are shown in tables 17 to 22.

Grouting a pipe fixing section: during casing segment construction, after drilling to 254m, a phi 133mm drill bit is usedContinuously drilling downwards for 1.0-2.0 m to deposit rock and soil powder in the hole; then, a seamless steel pipe with the diameter of 168 multiplied by 7mm is placed, after the casing pipe is placed to 254m, a grout stop plug is placed in the casing pipe, the grout stop plug is placed to the bottom of the casing pipe and is 3-4 m away from the bottom, clear water is firstly pressurized by a grouting pump, the grout stop effect is checked, and if a water return phenomenon exists in a hole, the plug is placed again until the water return does not occur; in the process of pressing water, the hole wall of the outer edge of the casing pipe generates a water return phenomenon, single-liquid cement slurry is injected after the water return is clarified, grouting is stopped after the single-liquid cement slurry is returned from the outer edge of the casing pipe, and then clean water is quantitatively pressed in; plugging is carried out for 6-8 hours, cement paste which is 1.0-1.5 m away from the bottom in the casing is swept out after 12 hours, curing is continued for 24-36 hours, the internal pressure water test of the casing is more than 2MPa, water does not return outside the casing, and pipe fixing is finished; the volumes of single-fluid cement slurry filled into the solid pipe sections of the drill holes K1, K2, K3, K4, K5 and K6 are 10m³Wherein the adding amount of the cement is 10.91t, the adding amount of the salt is 54.6kg, and the adding amount of the triethanolamine is 5.4 kg;

in the cap section: single-fluid cement slurry is injected into the drill holes K1, K2, K3, K4, K5 and K6; the volume of the single-fluid cement slurry injected into the drill hole K1 in the rock cap section is 9.12m³Wherein the addition amount of cement is 4.94t, the addition amount of salt is 24.38kg, the addition amount of triethanolamine is 2.442kg, and after 2 times of grouting, the grouting pressure reaches 7.3MPa, and the grouting of the drill hole K1 in the rock cap section is completed; the volume of the single-fluid cement slurry injected into the drill hole K2 in the rock cap section is 3.465m³Wherein the adding amount of cement is 2.63t, the adding amount of salt is 13.167kg, the adding amount of triethanolamine is 1.386kg, and grouting pressure reaches 15.2MPa after 1-time grouting, so that grouting of a drill hole K2 in a rock cap section is completed; the volume of the single-fluid cement slurry injected into the drill hole K3 in the rock cap section is 4.06m³Wherein the adding amount of the cement is 3.157t, the adding amount of the salt is 15.98kg, the adding amount of the triethanolamine is 1.689kg, and grouting pressure reaches 10.3MPa after 1-time grouting to finish grouting of a drill hole K3 in a rock cap section;

the volume of the single-fluid cement slurry injected into the drill hole K4 in the rock cap section is 3.96m³Wherein the addition amount of cement is 3.006t, the addition amount of salt is 15.048kg, and the addition amount of triethanolamineThe adding amount of the amine is 1.584kg, and grouting pressure reaches 13.8MPa after 1-time grouting, so that grouting of a drill hole K4 in a rock cap section is completed; the volume of the single-fluid cement slurry injected into the drill hole K5 in the rock cap section is 9.13m³Wherein the addition amount of the cement is 5.6t, the addition amount of the salt is 27.796kg, the addition amount of the triethanolamine is 2.842kg, and the grouting pressure reaches 10.0MPa after 2 times of grouting, so that the grouting of the drill hole K5 in the rock cap section is completed; the volume of the single-fluid cement slurry injected into the drill hole K6 in the rock cap section is 3.069m³Wherein the adding amount of the cement is 2.329t, the adding amount of the salt is 11.662kg, the adding amount of the triethanolamine is 1.228kg, and grouting is carried out for 1 time, so that the grouting pressure reaches 12.7MPa, and the grouting of the drill hole K6 in the rock cap section is completed; in the first grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the drill hole K1 in the first grouting section is 143.46m³Wherein the adding amount of the cement is 14.346t, the adding amount of the water glass is 1434.6L, and after 2 times of grouting, the grouting pressure reaches 20.0MPa, and the grouting work of the drill hole K1 in the first grouting section is completed;

the volume of the clay cement slurry injected into the borehole K2 in the first grouting section is 14.59m³Wherein the adding amount of the cement is 2.189t, the adding amount of the water glass is 87.54L, and the grouting pressure reaches 17.2MPa after 1-time grouting, so that the grouting work of the drill hole K2 in the first grouting section is completed;

the volume of the clay cement slurry injected into the drill hole K3 in the first grouting section is 59.77m³Wherein the adding amount of the cement is 5.977t, the adding amount of the water glass is 597.7L, and after 2 times of grouting, the grouting pressure reaches 20.0MPa, and the grouting work of the drill hole K3 in the first grouting section is completed;

the volume of the clay cement slurry injected into the borehole K4 in the first grouting section is 17.36m³Wherein the adding amount of the cement is 2.604t, the adding amount of the water glass is 104.16L, and the grouting pressure reaches 17.6MPa after 1-time grouting, so that the grouting work of the drill hole K4 in the first grouting section is completed;

the volume of the clay cement slurry injected into the drill hole K5 in the first grouting section is 140.11m³Wherein the cementThe adding amount of the drilling hole K4 is 16.52t, the adding amount of the water glass is 1401.1L, and after 2 times of grouting, the grouting pressure reaches 20.0MPa, and the grouting work of the drilling hole K4 in the first grouting section is completed;

the volume of the clay cement slurry injected into the first grouting section of the drill hole K6 is 10.86m³Wherein the adding amount of the cement is 1.629t, the adding amount of the water glass is 65.16L, and the grouting pressure reaches 17.5MPa after 1-time grouting, so that the grouting work of the drill hole K6 in the first grouting section is completed;

in the second grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the hole K1 in the second grouting section is 9.05m³Wherein the adding amount of the cement is 0.91t, the adding amount of the water glass is 27.15L, and grouting pressure reaches 17.5MPa after 1-time grouting, so that grouting work of a drill hole K1 in a second grouting section is completed;

the volume of the clay cement slurry injected into the hole K2 in the second grouting section is 22.26m³Wherein the adding amount of the cement is 3.34t, the adding amount of the water glass is 133.56L, and the grouting pressure reaches 18.6MPa after 1-time grouting, so that the grouting work of the drill hole K2 in the second grouting section is completed;

the volume of the clay cement slurry injected into the hole K3 in the second grouting section is 30.13m³Wherein the adding amount of the cement is 3.014t, the adding amount of the water glass is 90.39L, and the grouting pressure reaches 18.5MPa after 1-time grouting, so that the grouting work of the drill hole K3 in the second grouting section is completed;

the volume of the clay cement slurry injected into the drill hole K4 in the second grouting section is 18.59m³Wherein the adding amount of the cement is 2.789t, the adding amount of the water glass is 111.54L, and grouting pressure reaches 21.7MPa after 1-time grouting, so that grouting work of a drill hole K4 in a second grouting section is completed;

the volume of the clay cement slurry injected into the drill hole K5 in the second grouting section is 25.07m³Wherein the adding amount of the cement is 2.507t, the adding amount of the water glass is 180.35L, and after 2 times of grouting, the grouting pressure reaches 20.0MPa, and the grouting work of the drill hole K5 in the second grouting section is completed;

the volume of the clay cement slurry injected into the hole K6 in the second grouting section is 14.33m³Wherein the adding amount of the cement is 2.15t, the adding amount of the water glass is 85.98L, and the grouting pressure reaches 18.8MPa after 1-time grouting, so that the grouting work of the drill hole K6 in the second grouting section is completed;

in the third grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the hole K1 in the third grouting section is 484.38m³Wherein the adding amount of the cement is 66.137t, the adding amount of the water glass is 3025.79L, and after 2 times of grouting, the grouting pressure reaches 17.6MPa, and the grouting work of the drill hole K1 in the third grouting section is completed;

the volume of the clay cement slurry injected into the hole K2 in the third grouting section is 36.32m³Wherein the adding amount of the cement is 5.448t, the adding amount of the water glass is 217.92L, and after 1 grouting, the grouting pressure reaches 21.7MPa, and the grouting work of the drill hole K2 in the third grouting section is completed;

the volume of the clay cement slurry injected into the hole K3 in the third grouting section is 311.48m³Wherein the adding amount of the cement is 37.499t, the adding amount of the water glass is 1496.24L, and after 2 times of grouting, the grouting pressure reaches 17.8MPa, and the grouting work of the drill hole K3 in the third grouting section is completed;

the volume of the clay cement slurry injected into the hole K4 in the third grouting section is 40.32m³Wherein the adding amount of the cement is 6.048t, the adding amount of the water glass is 241.92L, and after 1 grouting, the grouting pressure reaches 23.2MPa, and the grouting work of the drill hole K4 in the third grouting section is completed;

the volume of the clay cement slurry injected into the hole K5 in the third grouting section is 695.48m³The cement addition amount is 89.993t, the water glass addition amount is 4471.12L, and after 4 times of grouting, the grouting pressure reaches 17.3MPa, and the grouting work of the drill hole K5 in the third grouting section is completed;

the volume of the clay cement slurry injected into the hole K6 in the third grouting section is 21.94m³Wherein the addition amount of the cement is 3.291t, and the addition amount of the water glass131.46L, grouting for 1 time to ensure that the grouting pressure reaches 21.1MPa, and completing the grouting work of the drill hole K6 in the third grouting section;

in the fourth grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the borehole K1 in the fourth grouting section is 115.05m³Wherein the adding amount of the cement is 7.02t, the adding amount of the water glass is 230.1L, and after 2 times of grouting, the grouting pressure reaches 21.2MPa, and the grouting work of the drill hole K1 in the fourth grouting section is completed;

the volume of the clay cement slurry injected into the borehole K2 in the fourth grouting section is 39.94m³Wherein the adding amount of the cement is 5.991t, the adding amount of the water glass is 239.64L, and grouting pressure reaches 23.3MPa after 1-time grouting, so that grouting work of a drill hole K2 in a fourth grouting section is completed;

the volume of the clay cement slurry injected into the borehole K3 in the fourth grouting section is 100.78m³The cement addition amount is 7.796t, the water glass addition amount is 264.03L, after 2 times of grouting, the grouting pressure reaches 20.0MPa, and grouting work of a drill hole K3 in a fourth grouting section is completed;

the volume of the clay cement slurry injected into the borehole K4 in the fourth grouting section is 42.39m³Wherein the adding amount of the cement is 6.36t, the adding amount of the water glass is 254.34L, and grouting pressure reaches 23.3MPa after 1-time grouting, so that grouting work of a drill hole K4 in a fourth grouting section is completed;

the volume of the clay cement slurry injected into the borehole K5 in the fourth grouting section is 126.48m³Wherein the adding amount of the cement is 10.096t, the adding amount of the water glass is 308.24L, and after 3 times of grouting, the grouting pressure reaches 21.5MPa, and the grouting work of the drill hole K5 in the fourth grouting section is completed;

the volume of the clay cement slurry injected into the borehole K6 in the fourth grouting section is 86.12m³The cement addition amount is 14.966t, the water glass addition amount is 680.56L, after 2 times of grouting, the grouting pressure reaches 23.2MPa, and grouting work of a drill hole K6 in a fourth grouting section is completed;

in the fifth grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the hole K1 in the fifth grouting section is 38.92m³Wherein the adding amount of the cement is 1.946t, the adding amount of the water glass is 77.84L, and after 2 times of grouting, the grouting pressure reaches 24.0MPa, and the grouting work of the drill hole K1 in the fifth grouting section is completed;

the volume of the clay cement slurry injected into the hole K2 in the fifth grouting section is 29.57m³The cement addition amount is 5.751t, the water glass addition amount is 282.66L, after 2 times of grouting, the grouting pressure reaches 23.0MPa, and grouting work of a drill hole K2 in a fifth grouting section is completed;

the volume of the clay cement slurry injected into the hole K3 in the fifth grouting section is 19.91m³Wherein the adding amount of the cement is 0.996t, the adding amount of the water glass is 39.82L, and after 2 times of grouting, the grouting pressure reaches 22.8MPa, and the grouting work of the drill hole K3 in the fifth grouting section is completed;

the volume of the clay cement slurry injected into the hole K4 in the fifth grouting section is 25.67m³Wherein the adding amount of the cement is 3.85t, the adding amount of the water glass is 154.02L, and the grouting pressure reaches 21.2MPa after 1-time grouting, so that the grouting work of the drill hole K4 in the fifth grouting section is completed;

the volume of the clay cement slurry injected into the hole K5 in the fifth grouting section is 40.73m³The adding amount of cement is 4.616t, the adding amount of water glass is 81.46L, and after 3 times of grouting, the grouting pressure reaches 24.0MPa, and the grouting work of the drill hole K5 in the fifth grouting section is completed;

the volume of the clay cement slurry injected into the hole K6 in the fifth grouting section is 125.53m³The cement addition amount is 20.943t, the water glass addition amount is 922.54L, grouting pressure reaches 25.2MPa after 4 times of grouting, and grouting work of a drill hole K6 in a fifth grouting section is completed;

in the sixth grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

injecting clay into the hole K1 at the sixth grouting sectionThe volume of the cement slurry is 3555.86m³Wherein the adding amount of the cement is 695.891t, the adding amount of the water glass is 33669.69L, and after 9 times of grouting, the grouting pressure reaches 22.6MPa, and the grouting work of the drill hole K1 in the sixth grouting section is completed;

the volume of the clay cement slurry injected into the hole K2 in the sixth grouting section is 121.91m³The cement addition amount is 18.282t, the water glass addition amount is 731.46L, after 2 times of grouting, the grouting pressure reaches 25.2MPa, and grouting work of a drill hole K2 in a sixth grouting section is completed;

the volume of the clay cement slurry injected into the hole K3 in the sixth grouting section is 4281.26m³Wherein the adding amount of the cement is 709.958t, the adding amount of the water glass is 26533.015L, and after 9 times of grouting, the grouting pressure reaches 22.4MPa, and the grouting work of the drill hole K3 in the sixth grouting section is completed;

the volume of the clay cement slurry injected into the hole K4 in the sixth grouting section is 109.45m³The cement addition amount is 16.414t, the water glass addition amount is 656.7L, after 2 times of grouting, the grouting pressure reaches 24.0MPa, and grouting work of a drill hole K4 in a sixth grouting section is completed;

the volume of the clay cement slurry injected into the hole K5 in the sixth grouting section is 1589.61m³Wherein the adding amount of the cement is 335.489t, the adding amount of the water glass is 27803.9L, and after 3 times of grouting, the grouting pressure reaches 21.8MPa, and the grouting work of the drill hole K5 in the sixth grouting section is completed;

the volume of the clay cement slurry injected into the hole K6 in the sixth grouting section is 42.07m³Wherein the adding amount of the cement is 6.31t, the adding amount of the water glass is 252.42L, and grouting pressure reaches 25.4MPa after 1-time grouting, so that grouting work of a drill hole K6 in a sixth grouting section is completed;

in the seventh grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the hole K1 in the seventh grouting section is 66.579m³Wherein the addition amount of cement is 9.988t, the addition amount of water glass is 399.45L, and the grouting pressure is ensured after 2 times of groutingWhen the pressure reaches 23.4MPa, the grouting work of the drill hole K1 in the seventh grouting section is completed;

the volume of the clay cement slurry injected into the hole K2 in the seventh grouting section is 122.87m³Wherein the adding amount of the cement is 18.432t, the adding amount of the water glass is 737.22L, and after 2 times of grouting, the grouting pressure reaches 27.1MPa, and the grouting work of the drill hole K2 in a seventh grouting section is completed;

the volume of the clay cement slurry injected into the hole K3 in the seventh grouting section is 102.259m³The cement addition amount is 15.339t, the water glass addition amount is 613.6L, after 2 times of grouting, the grouting pressure reaches 23.2MPa, and grouting work of a drill hole K3 in a seventh grouting section is completed;

the volume of the clay cement slurry injected into the hole K4 in the seventh grouting section is 76.79m³The cement addition amount is 8.946t, the water glass addition amount is 372.54L, after 2 times of grouting, the grouting pressure reaches 26.3MPa, and grouting work of a drill hole K4 in a seventh grouting section is completed;

the volume of the clay cement slurry injected into the hole K5 in the seventh grouting section is 1912.215m³Wherein the adding amount of the cement is 485.955t, the adding amount of the water glass is 29561.5L, and after 3 times of grouting, the grouting pressure reaches 24.0MPa, and the grouting work of the drill hole K5 in the seventh grouting section is completed;

the volume of the clay cement slurry injected into the hole K6 in the seventh grouting section is 39.36m³Wherein the adding amount of the cement is 5.904t, the adding amount of the water glass is 236.16L, and after 1 grouting, the grouting pressure reaches 26.7MPa, and the grouting work of the drill hole K6 in a seventh grouting section is completed;

and then re-injecting the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6, wherein the re-injecting is clay cement slurry:

the volume of the clay cement slurry injected into the drill hole K1 again is 24.5m³Wherein the adding amount of the cement is 3.675t, the adding amount of the water glass is 147L, and the grouting pressure reaches 21.0MPa after 1-time grouting, so that the grouting work of the drill hole K1 is completed;

the volume of the clay cement slurry injected into the drill hole K2 again is 54.013m³Wherein the cementThe adding amount of the water glass is 10.808t, the adding amount of the water glass is 540.2L, and after 2 times of grouting, the grouting pressure reaches 17.1MPa, and the grouting work of a drill hole K2 is completed;

the volume of the clay cement slurry injected into the drill hole K3 again is 39.419m³Wherein the adding amount of the cement is 5.913t, the adding amount of the water glass is 236.5L, and the grouting pressure reaches 19.1MPa after 1-time grouting, so that the grouting work of a drill hole K3 is completed;

the volume of the clay cement slurry injected into the borehole K4 in the secondary injection is 72.055m³Wherein the adding amount of the cement is 14.411t, the adding amount of the water glass is 720.6L, and after 2 times of grouting, the grouting pressure reaches 18.2MPa, and the grouting work of drilling K4 is completed;

the volume of the clay cement slurry injected into the drill hole K5 is 34.574m³Wherein the adding amount of the cement is 5.186t, the adding amount of the water glass is 207.4L, and the grouting pressure reaches 19.8MPa after 1-time grouting, so that the grouting work of a drill hole K5 is completed;

the volume of the clay cement slurry injected into the drill hole K6 again is 58.008m³Wherein the adding amount of the cement is 11.601t, the adding amount of the water glass is 580.1L, and after 2 times of grouting, the grouting pressure reaches 18.4MPa, and the grouting work of drilling K6 is completed;

and finally, sealing holes of the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6, wherein the sealing hole injection is single-liquid cement slurry:

the volume of the single-fluid cement slurry injected into the K1 hole sealing of the drill hole is 14.7m³Wherein the addition amount of the cement is 11.157t, the addition amount of the salt is 55.86kg, and the addition amount of the triethanolamine is 5.88kg, so that the hole sealing work of a drill hole K1 is completed;

the volume of the single-fluid cement slurry injected into the K2 hole sealing of the drill hole is 14.5m³Wherein the addition amount of the cement is 11.01t, the addition amount of the salt is 55.1kg, and the addition amount of the triethanolamine is 5.8kg, so that the hole sealing work of the drill hole K2 is completed;

the volume of the single-fluid cement slurry injected into the K3 hole sealing of the drill hole is 14.21m³Wherein the addition amount of the cement is 10.785t, the addition amount of the salt is 53.998kg, and the addition amount of the triethanolamine is 5.684kg, so that the hole sealing work of a drill hole K3 is completed;

the volume of the single-fluid cement slurry injected into the K4 hole sealing of the drill hole is 14.1m³Wherein the addition amount of the cement is 10.71t, the addition amount of the salt is 53.62kg, and the addition amount of the triethanolamine is 5.64kg, so that the hole sealing work of a drill hole K4 is completed;

the volume of the single-fluid cement slurry injected into the K5 hole sealing of the drill hole is 14.4m³Wherein the addition amount of the cement is 10.93t, the addition amount of the salt is 54.72kg, and the addition amount of the triethanolamine is 5.76kg, so that the hole sealing work of a drill hole K5 is completed;

the volume of the single-fluid cement slurry injected into the K6 hole sealing of the drill hole is 14.6m³Wherein the addition amount of the cement is 11.08t, the addition amount of the salt is 55.48kg, and the addition amount of the triethanolamine is 5.48kg, thereby completing the hole sealing work of the drill K6.

TABLE 17K1 summary of grouting conditions

TABLE 18K2 summary of grouting conditions

TABLE 19K3 summary of grouting conditions

TABLE 20K4 summary of grouting conditions

TABLE 21K5 summary of grouting conditions

TABLE 22K6 summary of grouting conditions

Because the underground water of the 112 blind shaft is extremely abundant and the hydrogeological conditions are very complicated, a plurality of drill holes expose confined water in the drilling exploration process, and the drilling gushing accident occurs. When drilling to the sixth grouting section, the water inflow is suddenly increased or gradually increased to 10m³And/h, so that the drilling speed among a drilling tool, drilling mud and each hole is adjusted in the drilling of the grouting section, and the crossing is realized by alternately grouting different drill holes.

When drilling to a sixth grouting section, when encountering a high confined water stratum, the water inflow is suddenly increased or gradually increased to more than 10m3/h, the crossing is realized by adjusting a drilling tool, drilling mud, staggering drilling progress and alternatively grouting different drill holes, and the following method is required:

adjusting a drilling tool, namely adopting a weighted drilling tool combination, wherein the total mass of the weighted drilling tool combination exceeds 10t, and the weighted drilling tool combination comprises a drill rod and a drill collar; the drill pipe consists of 2 73 weighted drill pipes, 35 lower 73 drill pipes and 1 upper 89 drill pipe, and the drill collars are 2 73 drill collars;

adjusting drilling mud, namely adopting clay raw stock with higher concentration as drilling mud, and simultaneously adding barite components to achieve the effects of increasing mud proportion and balancing underground water pressure and controlling the water inflow of a drill hole; the relative density of the drilling mud is obtained according to formula (ii):

in the formula: h is the height from the water gushing point in the hole to the orifice, m; p is the water burst pressure of the orifice, MPa; p₀The pressure loss is MPa from the water burst point to the orifice flushing liquid returning upwards along the annular gap; rho_{Water (W)}Taking 1000kg/m as the density of water³；

Taking the elevation of-50 m as a calculation reference, and perforating a borehole exploration holeThe position is at +670m elevation, so H is 720m, the original borehole hole pressure P is 1.93MPa, and the pressure loss P is obtained₀Rho is 1.338 × 10 calculated from formula (ii) at 0.5MPa³kg/m³In order to balance water gushing pressure, prevent large water gushing accidents and observe water gushing conditions in holes, the drilling mud has the density of 1.30 multiplied by 10³kg/m³Preparing; the preparation method of the drilling mud comprises the following steps: adding barite powder into clay slurry for drilling to obtain the drilling mud; the amount of barite powder required to be added is obtained according to formula (III):

W₁＝ρ₁V₀(ρ₂-ρ₀)/(ρ₁-ρ₂) (Ⅲ)

in the formula: w₁Adding weight kg of barite; rho₁Is the density of barite, kg/m³Taking 4000kg/m³；V₀To increase the mud volume, m, before the spar³；ρ₂Density of mud after barite addition, kg/m³(ii) a The density of the clay slurry for drilling is 1.10 multiplied by 10³kg/m³The adding amount of the barite powder is 296.3 kg; the clay slurry for drilling is composed of water, clay No. 1 and clay No. 2, wherein the mass ratio of the clay No. 1 to the clay No. 2 is 1: 1.2; the granularity gradation of the clay No. 1 is as follows: clay with granularity less than 0.002mm accounts for 25.8% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 4.9% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 17.2% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 52.1% of the total mass of the clay No. 1; the plasticity index of the clay No. 1 is 26.8; the content of organic matters in the clay No. 1 is less than 3 wt% of the total mass of the clay; the particle size composition of the clay No. 2 is as follows: clay with granularity less than 0.002mm accounts for 17.7% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 11.2% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 48.4% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 22.7% of the total mass of the clay No. 1; clay No. 2 plasticThe sexual index is 42.5; the content of organic matters in the clay No. 2 is less than 3 wt% of the total mass of the clay;

when drilling to the sixth grouting section, staggering the drilling progress: the drilling depths of the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are staggered, and the vertical distance of the staggered drilling depths of the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 is 8-10 m;

adopting different drilling holes to alternatively slip casting, then drilling in a small distance, and passing through a stratum with large water inrush quantity, the method comprises the following steps:

(B-4-1) observing and measuring the water gushing condition of the drill hole in real time during the process of drilling into the sixth grouting section according to the extracted water gushing condition of exploration;

(B-4-2) when the water inflow in the drill K1, the drill K3 and the drill K5 is suddenly increased or gradually increased to 10m³Over/h, immediately lifting the drill and placing a grout stop plug; injecting comprehensive clay cement slurry into the drilled hole, and stopping grouting when grouting pressure meets the requirement; through multiple times of grouting, the crack is more densely filled, and peripheral water flow channels are blocked and reduced, so that the deep water inflow is reduced, and the large water inflow is changed into medium and small water inflow; after the water inflow is obviously reduced, drilling downwards until the water penetrates through a large water-gushing stratum; the comprehensive clay cement paste consists of clay paste for grouting, cement and an additive; the additive is water glass, the modulus of the water glass is 2.8-3.4, and the concentration of the water glass is 38-42 Baume degrees; the density of the clay slurry for grouting is 1.12 multiplied by 10³～1.24×10³kg/m³The addition amount of the cement is 50-300 kg/m³The adding amount of the water glass is 2-40L/m³(ii) a The clay slurry for grouting comprises water, clay No. 1 and clay No. 2, wherein the mass ratio of the clay No. 1 to the clay No. 2 is 1: 0.8; the granularity gradation of the clay No. 1 is as follows: clay with granularity less than 0.002mm accounts for 25.8% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 4.9% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 17.2% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 52.1% of the total mass of the clay No. 1; the clay No. 1Has a plasticity index of 26.8; the content of organic matters in the clay No. 1 is less than 3 wt% of the total mass of the clay; the particle size composition of the clay No. 2 is as follows: clay with granularity less than 0.002mm accounts for 17.7% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 11.2% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 48.4% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 22.7% of the total mass of the clay No. 1; the plasticity index of the clay No. 2 is 42.5; the content of organic matters in the clay No. 2 is less than 3 wt% of the total mass of the clay;

(B-4-3) then injecting comprehensive clay cement slurry into other drill holes needing grouting according to the grouting method and the grouting requirement in the step (B-4-2);

(B-4-4) alternately drilling in each drill hole, and alternately injecting the comprehensive clay cement slurry into different drill holes until the grouting pressure meets the requirement, wherein each drill hole respectively penetrates through the stratum with large water burst.

In order to prevent the occurrence of the phenomenon of flooding the drilling pit, the K1 drilling hole and the K3 drilling hole are selected to be subjected to advanced water detection grouting. In order to enable clay cement slurry to be uniformly diffused and more fully and effectively fill large-gushing-water stratum cracks, on the basis of determining whether grouting is carried out or not according to the gushing water condition of each drill hole, drilling in each drill hole at a small distance is carried out for alternative grouting, so that the slurry is uniformly diffused to form a curtain, and the whole effective filling of cracks in a shaft area is realized. The grouting conditions for the site operation (sorted by date of grouting) are shown in table 23.

Surface 23 deep large water gushing stratum grouting condition table

As can be seen from Table 23, the borehole K3 first revealed a large gushing water formation, and the borehole K3 drilled to a borehole depth of 688m in 4 and 26 months in 2017 suddenly increased to 8m when encountering water gushing in the borehole³H, in order to prevent the drilling pit from being flooded due to the rapid increase of water burst during the continuous drilling, the drilling is immediately started, the plug is placed, the grouting is carried out, and the clay cement slurry is 1794.96m³Then, the pressure is increased to 18.4MPa, and the water inflow in the holes is reduced to 1.8m³And h, stopping grouting the K3 drill hole when the grouting pressure reaches the requirement of 18.8-28.2 MPa.

And then, drilling a hole in the K1, injecting clay cement slurry to the hole until the grouting pressure reaches 18.0MPa, and stopping grouting the hole in the K1.

As shown in table 23, the small-distance drilling and the alternate clay cement slurry injection for different drill holes are repeated until the grouting pressure reaches the requirement, the cracks are continuously plugged by alternately injecting the clay cement slurry continuously, the water inflow amount is continuously reduced, the grouting pressure is continuously increased, the large cracks of the large water-gushing stratum are smoothly plugged by the long-term grouting for more than one month, the grouting effect is obvious, the grouting pressures of the drill holes K3 and K1 exceed 22MPa, the water inflow amount of the drill holes after the grouting is zero, and the drill holes successfully pass through the large water-gushing stratum.

Grouting quality analysis: stratum hydrogeology and engineering geological conditions near a 112-line blind shaft of a workplace lead-zinc ore of Yi-Jing-Hongye Limited company are complex, and in order to ensure the grouting effect, quality control is carried out on each link in the whole grouting construction process, and the grouting quality of an auxiliary shaft is analyzed from the following aspects.

1. And (3) analyzing the deflection condition of the grouting hole: the distribution and the falling points of the grouting holes are the precondition for ensuring the grouting quality, the deviation rate of the drilled holes is not more than 3 per mill according to the design requirement, and the falling points of each layer are generally and uniformly distributed. The actual deflection rate meets the design requirement, the drilled holes are distributed on the diameter of the grouting ring generally and uniformly, and the falling points at different depths are also distributed generally and uniformly, so that the quality of the grouting engineering is ensured. Specific borehole deflection tables 17-22.

2. Grouting pressure analysis: the grouting pressure is the power for overcoming the flowing resistance of the grout and driving the grout to flow, diffuse, fill and compact in the cracks (layer interfaces and fracture zones) of the rock stratum, and is one of the most important grouting parameters. The final pressure of the grouting of the rock cap section in the grouting process is 1.5-2.0 times of hydrostatic pressure; the final pressure of grouting in other grouting sections is 2.0-2.5 times of hydrostatic pressure. The grouting engineering can be properly adjusted according to actual conditions.

The ratio of the final grouting pressure of each grouting section to the design final pressure is shown in table 24, and the final grouting pressure of each section of each hole reaches or exceeds the design requirement.

TABLE 24 comparison table of final pressure of grouting in each hole section and designed final pressure value

3. Analysis of slurry injection amount: the sufficient grout injection amount is the material guarantee for forming an effective waterproof curtain by the pre-grouting on the ground of the shaft and is the basis for determining the water plugging quality of the grouting, and the grouting amount (without broken zone reinforcing and hole sealing single grout) conditions of each hole section are summarized in a table 25. From Table 25, it can be seen that the grouting amount distribution of each section of the wellbore is not uniform, which is caused by the non-uniform distribution of the cracks formed in the stratum, and the minimum 32.804m of the rock cap section³Maximum in paragraph 6, 9700.16m³. The 6 th section is a deep and large-gushing stratum, cracks are extremely developed, the communication performance is good, and according to relevant data of a work exploration hole, the stratum in the section has large water gushing amount and high water gushing water pressure and is the key point and the difficult point of the grouting treatment project. And through 24 times of grouting, the water gushing of the large water gushing stratum is successfully controlled, the deep large water gushing stratum can smoothly pass through, and finally the construction is carried out to the designed depth. The whole shaft is grouted for 112 times in total, and the total grouting amount is 15314.246m³The total grouting amount is 18633m³82.19% of the total amount of fluid injected is about 30.88m per meter of wellbore injection³。

TABLE 25 summary of grouting conditions of each stage

4. Water pressure analysis before grouting: the unit water absorption of the pressurized water section reflects the fracture development condition and the water-rich property of the injected stratum, and the smaller the unit water absorption, the lower the water-rich property is reflected. The change of the unit water absorption of the front and rear water pressing sections of the grouting is commonly used in the grouting process to evaluate the grouting water plugging effect and the degree of hydrogeological improvement of the injected rock stratum.

The unit water absorption capacity of the water pressing section is calculated by the following formula:

w- - - -unit water absorption capacity of the water pressing section, L/(min. m); q- - -pressurized water flow, L/min; p- - -pressure of pressurized water (converted to water column height), m; l is the length of the pressurized-water section, m.

The hydrological condition improvement condition of the water-bearing stratum can be qualitatively analyzed through comparison of unit water absorption change of the water pressing section before and after single-hole single-section multiple grouting. As shown in fig. 20: the unit water absorption capacity before first injection in 3 and 19 days in 2017 and 3 months in the third section of the K1 hole is 0.0083L/(min m.m), the unit water absorption capacity after injection is 0.0021L/(min m.m), the unit water absorption capacity before second injection in 29 days in 3 and 29 months in 2017 is 0.0032L/(min m.m.m), and the unit water absorption capacity after injection is 0.0015L/(min m.m.m). And the two times of grouting are performed, so that the improvement on the formation hydrological conditions is obvious.

And the hydrological condition improvement condition of the water-bearing stratum can also be qualitatively analyzed through comparison of the unit water absorption change of the water pressing section before single-section multiple grouting of each hole between the first-order hole and the second-order hole.

As shown in fig. 21: the unit water absorption capacity of the pressurized water before the first grouting of the third grouting section of the first-order hole K1 is 0.0083L/(min m.m.m), the unit water absorption capacity of the pressurized water before the first grouting of the third grouting section of the first-order hole K3 is reduced to 0.0072L/(min m.m.m), and the unit water absorption capacity of the pressurized water before the first grouting of the third grouting section of the first-order hole K5 is reduced to 0.0044L/(min m.m.m). The unit water absorption capacity of pressurized water before the first grouting of the third section of K6 is 0.0022L/(min m.m), the unit water absorption capacity of pressurized water before the first grouting of the third section of K2 is 0.0027L/(min m.m), and the unit water absorption capacity of pressurized water before the first grouting of the third section of K4 is 0.0025L/(min m.m.m). The method reflects the trend that the unit water absorption before hole injection of the two-sequence hole grouting at the same layer is reduced compared with the unit water absorption before hole injection of the one-sequence hole grouting. The grouting of the first-order hole also shows that the water-bearing stratum fracture is effectively filled, the unit water absorption of the pre-grouting pressurized water of the second-order hole is obviously reduced compared with that of the first-order hole, and the good grouting effect is reflected.

5. Final inspection hole water-pressing test inspection

And performing a pressurized-water test on the vertical shaft grouting drill hole according to the construction organization design, and calculating the residual water inflow of the vertical shaft to be used as a reference standard for checking the grouting construction quality of the bedrock grouting section of the whole vertical shaft. The formula is calculated according to the steady flow theory as follows:

1) calculating a permeability coefficient formula:

①W＝Q/(P·L)

②K＝0.52704Wlg(0.66L/r)

in the formula: p is the water pressure, and is converted into the height (m) of a water column; q-pressurized water flow (L/min) W-unit water absorption capacity of a pressurized water section [ L/(m.m.min) ]; l-high (m) of the pressurized-water section; r-borehole radius (m); k-permeability coefficient (m/d).

2) The prediction calculation formula of the water inflow amount of the shaft in the pressurized water test is as follows:

③R＝10S_w k^1/2

④Q_well＝1.366K M(2H₀－M)/(lgR－lgr_Well)

In the formula: q_WellPredicted wellbore water inflow (m)³/d)；S_w-maximum aquifer depreciation (m); k-permeability coefficient (m/d); h₀-the height (m) of the aquifer hydrostatic head to the aquifer floor; m-thickness (M) of the aqueous layer; r is the radius of influence (m) when the water level falls to the bottom plate of the aquifer; r is_Well-wellbore barren radius (m).

And carrying out water pressing tests on 516-757.28 m sections and 254-516 m sections of K2 holes in 2017, 9, 13 and substituting related data into the calculation formula, so that the residual water inflow of the shaft can be calculated as follows: 4.83m³/h。

In a word, through comprehensive analysis of all aspects, the engineering quality is guaranteed, and the design requirements can be met.

6. Grouting circle-crossing diagram

15314.246m according to the grouting amount of the whole shaft³The slurry diffusion radius can be inversely calculated through a grouting amount calculation formula. By the formula: q ═ A pi R²Hn β/m, wherein (R ═ R + L) can give:

wherein: q is the grouting amount (m)³) (ii) a A is a slurry diffusion consumption systemCounting; r is the slurry diffusion radius (m); h is the grouting section height; n is the average fracture rate of the rock; beta is the slurry filling coefficient; m is the stone rate of the rock; r is the borehole radius and L is the slurry diffusion distance.

The slurry diffusion distance L was calculated to be 9.062 m.

7. Slurry concretion body

According to the actual disclosure condition of a shaft sinking unit, the rock cap section and the rock stratum fracture of the first grouting section are filled with slurry to bond a stone body, and the slurry and the rock stratum are relatively completely bonded together. As shown in fig. 22 and 23.

The pre-grouting engineering of the shaft of the blind shaft of the 112-line blind shaft of the workplace lead-zinc ore of Yi-run macrocrystal mining company Limited has good quality through self-checking, the distribution and the skewness of the drilled holes meet the design requirements, the grouting parameters such as the final pressure and the injection amount of grouting basically reach the design standards, the slurry water-plugging curtain is complete and effective, and the estimated residual water inflow of the shaft is 4.83m3/h through calculation of a water-pressing test.

Claims (1)

1. A parallel construction method for a blind inclined shaft well bore of a metal mine is characterized by comprising the following steps:

(A) drilling a grouting hole around a blind inclined shaft well bore (2-12) of the metal rock;

(B) grouting around grouting holes of the blind inclined shaft (2-12) of the metal rock;

(C) in the construction process of the step (A) and the step (B), preparation work and drilling construction are carried out on the metal rock blind inclined vertical shaft (2-12) at the same time, and the water inflow amount of the metal rock blind inclined vertical shaft (2-12) is 120m away from the water inflow point after the metal rock blind inclined vertical shaft is drilled to the water inflow point³When the high pressure-bearing fracture water stratum with more than h and the orifice water pressure of more than 1.90MPa is more than or equal to 35m, waiting for the grouting hole to pass through the water inflow point, wherein the water inflow amount at the water inflow point is 120m³A high-pressure-bearing fracture water stratum with the orifice water pressure of more than 1.90MPa is subjected to grouting, and then drilling construction of the metal rock blind inclined shaft well (2-12) is continued;

in the step (a), the steps of:

(A-1) stable arrangement of a ground slurry making station, an underground grouting chamber and a drilling nest chamber;

(A-2) conveying the large drilling grouting equipment to an underground grouting chamber and a drilling cavity chamber;

(A-3) adopting full S hole directional drilling construction and grouting section drilling construction for the pipe fixing section;

in the step (B), the steps of:

(B-1) preparing a grouting material;

(B-2) performing a water pressing test before grouting, then adjusting grouting materials, performing segmented grouting to reach the grouting pressure of each segment, and finishing grouting waterproof work; when meeting the stratum with high confined water: the crossing is realized by adjusting a drilling tool, drilling mud, staggering the drilling progress and alternatively grouting different drill holes; the water inflow amount of the high confined water stratum at the water inflow point is 120m³A high pressure-bearing fracture water formation with a water pressure of more than 1.90MPa at an orifice;

in the step (A-1), a ground slurrying station is arranged on the ground with the elevation of 901m, and an underground grouting chamber and a drilling pit chamber are arranged on an underground working platform with the elevation of 670 m;

the ground pulping station is arranged on the east side of the Luo river at the 400m south of the south curtain roadway; the ground pulping station is provided with the following components from north to south: the system comprises a soil piling field (1-1), a raw slurry tank (1-2), a slurry storage tank (1-3), a pulping workshop (1-4), a pulping table (1-5) and a storehouse (1-6);

the grouting chambers (2-11) are arranged on the original roadway; the original roadway is a 110-line roadway (2-13), the distance from the center of the grouting chamber (2-11) to the center of the blind inclined shaft (2-12) is 63m, and the arrangement number of the grouting chambers (2-11) is 1; the length of the grouting chamber (2-11) is 17.2m, the width is 7.5m, and the height is 9 m; within said grouting chamber (2-11): 1 water glass pool (2-7), 1 clean water pool (2-8) and 1 stirring pool (2-9) are sequentially arranged on one side close to the blind inclined shaft (2-12) along the length direction, and 2 grouting pumps (2-10) are sequentially arranged on one side far away from the blind inclined shaft (2-12) along the length direction;

the drilling pit chambers are arranged on the circumference with the blind inclined shaft (2-12) as the center; the number of the drilling pit chambers is 3, and the drilling pit chambers are uniformly distributed on the circumference taking the blind inclined shaft (2-12) as the center; the 3 drilling pit chambers are respectively a No. 1 drilling pit (2-14), a No. 2 drilling pit (2-15) and a No. 3 drilling pit (2-16); each drilling nest chamber is provided with 2 drilling holes, namely 2 drilling holes are arranged in the drilling nest chamber No. 1 (2-14), namely the drilling hole K5 and the drilling hole K6, 2 drilling holes are arranged in the drilling nest chamber No. 2 (2-15), namely the drilling hole K3 and the drilling hole K4, 2 drilling holes are arranged in the drilling nest chamber No. 3 (2-16), namely the drilling hole K1 and the drilling hole K2; the drill holes K1, K2, K3, K4, K5 and K6 are distributed on a circle with the blind inclined shaft well (2-12) as the center, and the distances from the circle center of the blind inclined shaft well (2-12) to the drill holes K1, K2, K3, K4, K5 and K6 are all 14 m;

the lower part of the drilling pit chamber is of a cuboid structure, the length a and the width b are both 9m, and the height h1 is 3 m; the upper part of the pit chamber is of a quadrangular frustum pyramid structure, and the length a and the width b of the lower bottom surface of the quadrangular frustum pyramid are both 9 m; the upper bottom surface of the quadrangular frustum pyramid is rectangular, the length c is 7m, and the width d is 4 m; the height h2 of the quadrangular frustum pyramid is 13 m; along the width direction of the upper bottom surface, the section of the quadrangular frustum pyramid is trapezoidal, the included angle alpha between one waist of the trapezoid and the lower bottom surface is 84 degrees, and the included angle beta between the other waist of the trapezoid and the lower bottom surface is 74 degrees;

within each pit chamber: the circle center distance f between the two drill holes is 3m, and the radius of each drill hole is 0.64 m; the horizontal distance e from the circle centers of the two drill holes to the long edge of the upper bottom surface of the quadrangular frustum pyramid is 2m, the horizontal distance g from the circle center of one drill hole to one short edge of the upper bottom surface of the quadrangular frustum pyramid is 1.966m, and the horizontal distance k from the circle center of the other drill hole to the other short edge of the upper bottom surface of the quadrangular frustum pyramid is 2.034 m;

the opening of the drilling pit chamber is communicated with a drilling pit connecting channel (2-3), the rectangular frustum is trapezoidal along the section along the length direction of the upper bottom surface, the included angle gamma between one waist of the trapezoid and the lower bottom surface is 83 degrees, the other waist of the trapezoid is connected with the top of the drilling pit connecting channel (2-3) through an arc surface, and the radius of the arc surface is 4 m;

within each said drilling pocket chamber: a sedimentation tank (2-4) is dug at one side close to the long side of the cuboid structure and close to the drilling hole connecting channel (2-3), and the sedimentation tank is 4m long, 1.5m wide and 1m deep; a motor chamber (2-5) is drilled on one side of the outer side of each drilling pit chamber, which is opposite to the drilling pit communication channel (2-3), the length, the width and the height of the motor chamber (2-5) are all 2m, and the center of the motor chamber (2-5) is just opposite to the circle centers of the two drill holes;

the lower half part of the cross section of the drilled pit communication channel (2-3) is rectangular, the length is 4m, the width is 1.8m, and the height is 1.2m, the upper half part of the cross section of the drilled pit communication channel (2-3) is formed by three fan-shaped rings, the radius of the fan-shaped rings at two sides is 0.894m, the radius of the fan-shaped ring at the middle is 3.044m, one side of the drilled pit communication channel (2-3) is provided with a ditch (2-6), and the width and the depth of the ditch are both 0.3 m;

in the step (A-2), the large drilling grouting equipment is disassembled and classified firstly, then different transportation methods are selected according to different classifications, and finally the large drilling grouting equipment conveyed to a working position is assembled;

the drilling grouting equipment comprises a drilling machine, a grouting pump, a slurry pump, a drill rod, a drill collar and a drill tower; the drill is disassembled into 3 chassis of the drill, a core machine of the drill and a millstone of the drill; the grouting pump is disassembled into a chassis of the grouting pump, a motor of the grouting pump and a pump body of the grouting pump;

the equipment disassembled into single pieces is divided into three types:

the first type of equipment is a single large-size piece and comprises 3 chassis of a drilling machine and a chassis of a grouting pump;

the second type of equipment is a single piece with small volume and large mass and comprises a mud pump, a core machine of a drilling machine, a grinding disc of the drilling machine, a grouting pump motor and a grouting pump body;

the third kind of equipment is a single piece which is an elongated piece and comprises a drill rod, a drill collar and a drill tower;

selecting different transportation methods in different transportation sections according to different classification methods:

(A-2-1) transferring from a material yard to a blind inclined shaft well head:

the transfer method of the first equipment comprises the following steps: carrying by shoveling the front end of a loader bucket; one end of the first type of equipment is arranged in a loader bucket, two corners of the other end of the first type of equipment are respectively bound by a steel wire rope, and the other end of the first type of equipment is fixed on the upper part of the bucket by a shackle after the steel wire rope is tensioned; after lifting the bucket by the loader, directly shoveling and transporting the equipment to the wellhead of the blind inclined shaft;

the second type of equipment is transported by the following method: carrying by adopting a loader bucket; the second type of equipment is directly bound and fixed by respectively winding two ends of a long steel wire rope for one circle around two ends of the equipment, then the middle part of the steel wire rope is hung on a loader bucket, and after the steel wire rope is adjusted to be horizontal, the equipment is directly hung and transported to a blind inclined shaft well mouth;

the transfer method of the third type of equipment comprises the following steps: hauling with a loader by means of a sledge; firstly, picking and transporting third equipment to the sledge by using a loader, and then firmly binding the third equipment with the sledge by using a steel wire rope, wherein the gravity centers of all the third equipment are slightly in front of the middle part of the sledge in order to ensure the balance and stability in the towing process; then, a long steel wire rope is wound around a third type of equipment from the top, two ends of the long steel wire rope are fixed on special fixing points on two sides of the front end of the sledge, and the middle part of the long steel wire rope is hung on a hook at the tail part of the loader; then the sledge is hauled to the blind inclined shaft well mouth by a loader; the sledge is formed by welding steel pipes, and the manufacturing method comprises the following steps: two sides of the sledge are provided with large steel pipes, the middle of the sledge is welded and fixed with the large steel pipes by the small steel pipes, and pipe orifices at two ends of the large steel pipes close to the ground are made into upward-warped arcs;

(A-2-2) lowering the blind inclined shaft well head to 670 horse head door:

the lowering method of the first type of equipment comprises the following steps: binding two corners of the short side of the first type of equipment with two ends of a steel wire rope respectively, hanging the middle part of the steel wire rope on a large hook of a lifting system, and directly lowering the steel wire rope to a 670 horsehead door;

the lowering method of the second equipment comprises the following steps: binding and fixing two ends of a long steel wire rope around two ends of the second equipment respectively in a circle, hanging the middle part of the steel wire rope on a large hook of a lifting system, and directly lowering the steel wire rope to the 670 horsehead door;

the lowering method of the third equipment comprises the following steps: weaving 6 steel wire ropes with the length of 11m, wherein the 6 steel wire ropes respectively penetrate through central holes of 6 third-class devices, stringing the 6 steel wire rope ends together by using shackles, then penetrating the other end rope ends of the 6 steel wire ropes by using a thick steel wire rope, hanging the thick steel wire rope on a large hook of a lifting system, lifting the third-class devices to enable the third-class devices to be in an upright stable state after the large hook is lifted, and then directly lowering the third-class devices to 670 horsehead doors;

(A-2-3) transporting to each operation position through a 670 horsehead door:

the first type of equipment, the second type of equipment and the third type of equipment are conveyed by the following methods: when the device is placed in the 670 ingate, the electric scraper is used for dragging the bottom end of the placed device, signals are sent while dragging, the hook is slowly placed, and when the gravity center of the device is completely positioned in the 670 ingate, the hook steel wire rope is released; after adjusting the position of the equipment and arranging the steel wire ropes, transporting the equipment to each operation position by using a scraper;

the principle of the lowering sequence from the blind inclined shaft well head to the 670 ingate is arranged according to the sequence of underground equipment assembly and space requirements; the lowering sequence of the drilling machine is as follows: firstly, putting down chassis of 3 drilling machines, then putting down a core machine and a millstone of the drilling machine, and finally putting down a drilling tower; the lowering sequence of the grouting pump is as follows: firstly, lowering a chassis of the grouting pump, and then lowering a motor and a pump body of the grouting pump;

finally, equipment transferred to each operation position is assembled:

slurry pump: the pump body and the motor are assembled after being directly transferred to an operation position by using the electric carry scraper;

grouting pump: directly installing a connecting bolt after a chassis of the grouting pump is directly transferred to an operation position by using an electric scraper; then the pump body of the grouting pump and the motor of the grouting pump are assembled after being directly transferred to the operation position by an electric scraper;

drilling machine: directly installing connecting bolts after 3 chassis of the drilling machine are directly transferred to an operation position by using an electric scraper; assembling a grinding disc of the drilling machine and a core machine of the drilling machine, namely, hanging a 10t pulley on a lifting beam by using a 16# I-steel lifting beam pre-installed at the top of a drilling pit, drilling an anchor rod at the bottom edge of the drilling pit to fix a winch, connecting a winch steel wire rope with a steel wire rope tied on equipment after penetrating through the pulley to lift, and assisting by an electric scraper to ensure the stability and safety of the equipment;

in the step (A-3),

and (3) constructing a fixed pipe section by adopting directional drilling of an all-S-shaped hole: respectively introducing a drill hole K1, a drill hole K2, a drill hole K3, a drill hole K4, a drill hole K5 and a drill hole K6 into a drill hole falling point K1 ', a drill hole falling point K2', a drill hole falling point K3 ', a drill hole falling point K4', a drill hole falling point K5 'and a drill hole falling point K6'; the drilling falling point K1 ', the drilling falling point K2', the drilling falling point K3 ', the drilling falling point K4', the drilling falling point K5 'and the drilling falling point K6' are respectively on a circle which takes the blind inclined shaft (2-12) as the center, and the distances from the circle center of the blind inclined shaft (2-12) to the drilling falling point K1 ', the drilling falling point K2', the drilling falling point K3 ', the drilling falling point K4', the drilling falling point K5 'and the drilling falling point K6' are all 4.75 m; the distances between the drill hole falling points K1 ', K2', K3 ', K4', K5 'and K6' are all 4.75 m;

the track of the S-shaped drill hole in the stratum is three-dimensional and is divided into a straight hole section (AB), an inclination increasing section (BC), a stable inclination section (CD) and an inclination reducing section (DE);

the formula of the S-shaped drilling track is shown as formula I:

θ＝arctan{(R₁+R₂)/[(D₁-D₂)²-2(R₁+R₂)X+X²]^1/2}-arctan[(R₁+R₂-X)/(D₂-D₁)] Ⅰ

wherein:

R₁＝57.3/K_c1；R₂＝57.3/K_c2；L₁＝30.48γ/K_c1；L₂＝30.48γ/K_c2；CD＝[(D₁-D₂)²-2(R₁+R₂)X+X²]^1/2；

d1 is the depth of the starting point of the slope increasing section (BC), namely the depth when directional drilling is started, D2 is the depth when the slope is reduced to form a straight hole section, R1 is the curvature radius of the slope increasing section (BC), R2 is the curvature radius of the slope reducing section (DE), theta is the vertex angle of the slope stabilizing section (CD), and X is the horizontal offset distance of a target point; kc₁、Kc₂The build rate of the slope increasing section (BC) and the slope reducing section (DE) is related to a build tool; l is₁Drilling an arc length for the increased slope section (BC); l is₂A drilling arc length for the declined section (DE); θ and CD are key parameters;

drilling a hole from the opening of a working platform to a position 50m to form a straight hole section (AB) for drilling, drilling a hole from a position 50m to a position 80m to form an inclination increasing section (BC), performing directional drilling by adopting a screw drill, enabling a target azimuth X and a target vertex angle theta to meet target entering requirements, increasing the vertex angle theta to 3.5 degrees, starting drilling construction of an inclination stabilizing section (CD) from the position 80m to a position 240m, performing inclination measurement when the inclination stabilizing section (CD) drills 20m to 30m, monitoring deflection data of a solid pipe section of a grouting hole in real time, performing directional drilling of an inclination reducing section (DE) from the position 240m to the position 254m, and performing inclination reduction by adopting the screw drill;

drilling a hole in a pipe fixing section by using a phi 133mm drill bit, then reaming the hole by using a phi 215.9mm drill bit, and then putting a phi 168 multiplied by 7mm seamless steel sleeve pipe for pipe fixing; drilling holes K1, K2, K3, K4, K5 and K6 from 0m to 254m in the fixed pipe section, wherein the drilling depth is 254 m;

in the step (A-3),

drilling construction of a grouting section, wherein the grouting section carries out drilling construction of a straight hole section, and a 7LZ95 screw drilling tool is adopted to carry out straight hole deviation correction work of the grouting section;

staggering drilling progress: the drilling depths of the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are staggered, and the staggered distance of the drilling depths of the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 is larger than 8-10 m;

at the end of the rock cap, a drill hole K1, a drill hole K2, a drill hole K3, a drill hole K4, a drill hole K5 and a drill hole K6 are drilled from an elevation 254m to 274m, the lengths of the drill sections are all 20m,

in the first grouting section, the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all drilled from the elevation 274m to 330m, the drill sections are all 56m long,

in the second grouting section, drill hole K1, drill hole K2, drill hole K3, drill hole K4, drill hole K5 and drill hole K6 all drilled from elevation 330m to 405m, the drilling sections are all 75m long,

in the third grouting section, the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all drilled from the elevation 405m to 474m, the drilling section length is 69m,

in the fourth grouting section, drill hole K1, drill hole K2, drill hole K3, drill hole K4, drill hole K5 and drill hole K6 are all drilled from elevation 474m to 550m, the drill sections are all 76m long,

in the fifth grouting section, the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are drilled from the height of 550m to 628m, the drill sections are 78m in length,

in the sixth grouting section, the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are drilled from the elevation 628m to 710m, the drill sections are 82m in length,

in the seventh grouting section, the drill hole K1 is drilled from the elevation 710m to 756.7m, and the length of the drill section is 46.7; drilling a drill hole K2 from the elevation 710m to 757.28m, wherein the drilling section is 47.28; drilling a drill hole K3 from the elevation 710m to 755.13m, wherein the drilling section is 45.13; drilling a drill hole K4 from the elevation 710m to 759.01m, wherein the drilling section is 49.01; drilling a drill hole K5 from the elevation 710m to 755.49m, wherein the drilling section is 45.49; drilling a drill hole K6 from the elevation 710m to 756.55m, wherein the length of the drilling section is 46.55;

the drill K1, the drill K3 and the drill K5 are first-order holes, and the drill K2, the drill K4 and the drill K6 are second-order holes;

in the step (B-1), the grouting material includes single-fluid cement paste, clay cement paste, and chemical paste;

the single-liquid cement slurry is prepared by adding salt and triethanolamine into cement slurry; the mass ratio of the volume of the cement paste added with the clear water to the cement is 0.5-1.5: 1; the addition amount of the salt is 0.05 percent of the addition amount of the cement, and the addition amount of the triethanolamine is 0.005 percent of the addition amount of the cement;

the preparation method of the single-liquid cement slurry comprises the following steps: adding clear water into the primary stirring tank, quantitatively adding cement in the bulk cement tank into the primary stirring tank by using an automatic feeding and metering system, fully stirring, and then putting into a secondary stirring tank; quantitatively adding salt and triethanolamine in a stirring tank (2-9) in the underground grouting chamber by using a metering system, and fully stirring to obtain single-liquid cement slurry;

the clay cement paste consists of clay paste, cement and an additive; the density of the clay cement paste is 1.15 multiplied by 10³～1.33×10³kg/m³(ii) a The clay slurry has a density of 1.12 × 10³～1.24×10³kg/m³The addition amount of the cement is 50-300 kg/m³The additive is water glass, and the adding amount of the water glass is 2-40L/m³(ii) a The modulus of the water glass is 2.8-3.4, and the concentration of the water glass is 38-42 Baume degrees; the specification of the cement is as follows: intensity of 42 or more5, the content of cement with the cement granularity of more than 80 mu m is less than or equal to 5 percent;

the preparation method of the clay cement paste comprises the following steps: adding 50-300 kg of cement into each cubic meter of clay slurry into the cement in the bulk cement tank quantitatively by using an automatic feeding and metering system, fully stirring, and then putting into a secondary stirring tank; quantitatively adding 2-40L of water glass into each cubic meter of clay slurry by using a metering system, and fully stirring to obtain clay slurry;

the clay with the particle size of less than 0.005mm in the clay slurry for grouting is more than or equal to 25 wt% of the total mass of the clay; the content of the sand with the granularity of more than 0.075mm and less than 20.0mm in the clay sand is less than or equal to 5% of the total mass of the clay; the plasticity index of the clay is more than 10; the content of organic matters in the clay is less than 3 wt% of the total mass of the clay;

the preparation method of the clay slurry comprises the following steps: spraying clay by using high-pressure water to form primary clay slurry, then desanding the primary clay slurry, levigating the primary clay slurry by a pulping machine to obtain clay slurry, and placing the clay slurry into a slurry storage pool for storage;

the clay in the clay primary pulp is composed of one or more of clay No. 1 and clay No. 2; the granularity gradation of the clay No. 1 is as follows: clay with granularity less than 0.002mm accounts for 25.8% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 4.9% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 17.2% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 52.1% of the total mass of the clay No. 1; the plasticity index of the clay No. 1 is 26.8; the content of organic matters in the clay No. 1 is less than 3 wt% of the total mass of the clay;

the particle size composition of the clay No. 2 is as follows: clay with granularity less than 0.002mm accounts for 17.7% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 11.2% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 48.4% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 22.7% of the total mass of the clay No. 1; the plasticity index of the clay No. 2 is 42.5; the content of organic matters in the clay No. 2 is less than 3 wt% of the total mass of the clay;

the chemical pulp consists of water glass and a gelling agent, wherein the volume ratio of the water glass to the gelling agent is 3.89-4: 1;

in step (B-2), the design grouting pressures of the sections of bore K1, bore K2, bore K3, bore K4, bore K5 and bore K6 are: the final grouting pressure at the rock cap section is 7.6-10.1MPa, the final grouting pressure at the first grouting section is 11.2-16.8MPa, the final grouting pressure at the second grouting section is 12.7-19.1MPa, the final grouting pressure at the third grouting section is 14.1-21.1MPa, the final grouting pressure at the fourth grouting section is 15.6-23.4MPa, the final grouting pressure at the fifth grouting section is 17.2-25.7MPa, the final grouting pressure at the sixth grouting section is 18.8-28.2MPa, and the final grouting pressure at the seventh grouting section is 19.7-29.55 MPa;

firstly, performing a water pressing test before grouting, then adjusting grouting materials, performing sectional grouting to reach the grouting pressure of each section, and finishing grouting waterproof work; in each grouting section, when one grouting cannot meet the design requirement, re-grouting is required, and the re-grouting interval time is more than or equal to 12 h;

grouting in a solid pipe section: during casing segment construction, after drilling to 254m, a drill bit with the diameter of 133mm is used for continuously drilling downwards for 1.0-2.0 m to deposit rock and soil cuttings in the hole; then, a seamless steel pipe with the diameter of 168 multiplied by 7mm is placed, after the casing pipe is placed to 254m, a grout stop plug is placed in the casing pipe, the grout stop plug is placed to the bottom of the casing pipe and is 3-4 m away from the bottom, clear water is firstly pressurized by a grouting pump, the grout stop effect is checked, and if a water return phenomenon exists in a hole, the plug is placed again until the water return does not occur; in the process of pressing water, the hole wall of the outer edge of the casing pipe generates a water return phenomenon, single-liquid cement slurry is injected after the water return is clarified, grouting is stopped after the single-liquid cement slurry is returned from the outer edge of the casing pipe, and then clean water is quantitatively pressed in; plugging is carried out for 6-8 hours, cement paste which is 1.0-1.5 m away from the bottom in the casing is swept out after 12 hours, curing is continued for 24-36 hours, the internal pressure water test of the casing is more than 2MPa, water does not return outside the casing, and pipe fixing is finished; the volumes of single-fluid cement slurry filled into the solid pipe sections of the drill holes K1, K2, K3, K4, K5 and K6 are 10m³Wherein the addition amount of cement is 10.91t, the addition amount of common salt is 54.6kg, and the addition amount of triethanolamine isThe adding amount is 5.4 kg;

in the cap section: single-fluid cement slurry is injected into the drill holes K1, K2, K3, K4, K5 and K6,

the volume of the single-fluid cement slurry injected into the drill hole K1 in the rock cap section is 9.12m³Wherein the addition amount of cement is 4.94t, the addition amount of salt is 24.38kg, the addition amount of triethanolamine is 2.442kg, and after 2 times of grouting, the grouting pressure reaches 7.3MPa, and the grouting of the drill hole K1 in the rock cap section is completed;

the volume of the single-fluid cement slurry injected into the drill hole K2 in the rock cap section is 3.465m³Wherein the adding amount of cement is 2.63t, the adding amount of salt is 13.167kg, the adding amount of triethanolamine is 1.386kg, and grouting pressure reaches 15.2MPa after 1-time grouting, so that grouting of a drill hole K2 in a rock cap section is completed;

the volume of the single-fluid cement slurry injected into the drill hole K3 in the rock cap section is 4.06m³Wherein the adding amount of the cement is 3.157t, the adding amount of the salt is 15.98kg, the adding amount of the triethanolamine is 1.689kg, and grouting pressure reaches 10.3MPa after 1-time grouting to finish grouting of a drill hole K3 in a rock cap section;

the volume of the single-fluid cement slurry injected into the drill hole K4 in the rock cap section is 3.96m³Wherein the addition amount of cement is 3.006t, the addition amount of salt is 15.048kg, the addition amount of triethanolamine is 1.584kg, and grouting pressure reaches 13.8MPa after 1-time grouting to complete grouting of the drill hole K4 in the rock cap section;

the volume of the single-fluid cement slurry injected into the drill hole K5 in the rock cap section is 9.13m³Wherein the addition amount of the cement is 5.6t, the addition amount of the salt is 27.796kg, the addition amount of the triethanolamine is 2.842kg, and the grouting pressure reaches 10.0MPa after 2 times of grouting, so that the grouting of the drill hole K5 in the rock cap section is completed;

the volume of the single-fluid cement slurry injected into the drill hole K6 in the rock cap section is 3.069m³Wherein the adding amount of the cement is 2.329t, the adding amount of the salt is 11.662kg, the adding amount of the triethanolamine is 1.228kg, and grouting is carried out for 1 time, so that the grouting pressure reaches 12.7MPa, and the grouting of the drill hole K6 in the rock cap section is completed;

in the first grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the drill hole K1 in the first grouting section is 143.46m³Wherein the adding amount of the cement is 14.346t, the adding amount of the water glass is 1434.6L, and after 2 times of grouting, the grouting pressure reaches 20.0MPa, and the grouting work of the drill hole K1 in the first grouting section is completed;

the volume of the clay cement slurry injected into the borehole K2 in the first grouting section is 14.59m³Wherein the adding amount of the cement is 2.189t, the adding amount of the water glass is 87.54L, and the grouting pressure reaches 17.2MPa after 1-time grouting, so that the grouting work of the drill hole K2 in the first grouting section is completed;

the volume of the clay cement slurry injected into the drill hole K3 in the first grouting section is 59.77m³Wherein the adding amount of the cement is 5.977t, the adding amount of the water glass is 597.7L, and after 2 times of grouting, the grouting pressure reaches 20.0MPa, and the grouting work of the drill hole K3 in the first grouting section is completed;

the volume of the clay cement slurry injected into the borehole K4 in the first grouting section is 17.36m³Wherein the adding amount of the cement is 2.604t, the adding amount of the water glass is 104.16L, and the grouting pressure reaches 17.6MPa after 1-time grouting, so that the grouting work of the drill hole K4 in the first grouting section is completed;

the volume of the clay cement slurry injected into the drill hole K5 in the first grouting section is 140.11m³Wherein the adding amount of the cement is 16.52t, the adding amount of the water glass is 1401.1L, and after 2 times of grouting, the grouting pressure reaches 20.0MPa, and the grouting work of the drill hole K4 in the first grouting section is completed;

the volume of the clay cement slurry injected into the first grouting section of the drill hole K6 is 10.86m³Wherein the adding amount of the cement is 1.629t, the adding amount of the water glass is 65.16L, and the grouting pressure reaches 17.5MPa after 1-time grouting, so that the grouting work of the drill hole K6 in the first grouting section is completed;

in the second grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the hole K1 in the second grouting section is 9.05m³Wherein the adding amount of the cement is 0.91t, the adding amount of the water glass is 27.15L, and grouting pressure reaches 17.5MPa after 1-time grouting, so that grouting work of a drill hole K1 in a second grouting section is completed;

the volume of the clay cement slurry injected into the hole K2 in the second grouting section is 22.26m³Wherein the adding amount of the cement is 3.34t, the adding amount of the water glass is 133.56L, and the grouting pressure reaches 18.6MPa after 1-time grouting, so that the grouting work of the drill hole K2 in the second grouting section is completed;

the volume of the clay cement slurry injected into the hole K3 in the second grouting section is 30.13m³Wherein the adding amount of the cement is 3.014t, the adding amount of the water glass is 90.39L, and the grouting pressure reaches 18.5MPa after 1-time grouting, so that the grouting work of the drill hole K3 in the second grouting section is completed;

the volume of the clay cement slurry injected into the drill hole K4 in the second grouting section is 18.59m³Wherein the adding amount of the cement is 2.789t, the adding amount of the water glass is 111.54L, and grouting pressure reaches 21.7MPa after 1-time grouting, so that grouting work of a drill hole K4 in a second grouting section is completed;

the volume of the clay cement slurry injected into the drill hole K5 in the second grouting section is 25.07m³Wherein the adding amount of the cement is 2.507t, the adding amount of the water glass is 180.35L, and after 2 times of grouting, the grouting pressure reaches 20.0MPa, and the grouting work of the drill hole K5 in the second grouting section is completed;

the volume of the clay cement slurry injected into the hole K6 in the second grouting section is 14.33m³Wherein the adding amount of the cement is 2.15t, the adding amount of the water glass is 85.98L, and the grouting pressure reaches 18.8MPa after 1-time grouting, so that the grouting work of the drill hole K6 in the second grouting section is completed;

in the third grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the hole K1 in the third grouting section is 484.38m³Wherein the adding amount of the cement is 66.137t, the adding amount of the water glass is 3025.79L, and after 2 times of grouting, the grouting pressure reaches 17.6MPa, and the grouting work of the drill hole K1 in the third grouting section is completed;

the volume of the clay cement slurry injected into the hole K2 in the third grouting section is 36.32m³Wherein the adding amount of the cement is 5.448t, the adding amount of the water glass is 217.92L, and after 1 grouting, the grouting pressure reaches 21.7MPa, and the grouting work of the drill hole K2 in the third grouting section is completed;

the volume of the clay cement slurry injected into the hole K3 in the third grouting section is 311.48m³Wherein the adding amount of the cement is 37.499t, the adding amount of the water glass is 1496.24L, and after 2 times of grouting, the grouting pressure reaches 17.8MPa, and the grouting work of the drill hole K3 in the third grouting section is completed;

the volume of the clay cement slurry injected into the hole K4 in the third grouting section is 40.32m³Wherein the adding amount of the cement is 6.048t, the adding amount of the water glass is 241.92L, and after 1 grouting, the grouting pressure reaches 23.2MPa, and the grouting work of the drill hole K4 in the third grouting section is completed;

the volume of the clay cement slurry injected into the hole K5 in the third grouting section is 695.48m³The cement addition amount is 89.993t, the water glass addition amount is 4471.12L, and after 4 times of grouting, the grouting pressure reaches 17.3MPa, and the grouting work of the drill hole K5 in the third grouting section is completed;

the volume of the clay cement slurry injected into the hole K6 in the third grouting section is 21.94m³Wherein the adding amount of the cement is 3.291t, the adding amount of the water glass is 131.46L, and after 1 grouting, the grouting pressure reaches 21.1MPa, and the grouting work of the drill hole K6 in the third grouting section is completed;

in the fourth grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the borehole K1 in the fourth grouting section is 115.05m³Wherein the adding amount of the cement is 7.02t, the adding amount of the water glass is 230.1L, and after 2 times of grouting, the grouting pressure reaches 21.2MPa, and the grouting work of the drill hole K1 in the fourth grouting section is completed;

the volume of the clay cement slurry injected into the borehole K2 in the fourth grouting section is 39.94m³Wherein the addition amount of cement is 5.991t, the addition amount of water glass is 239.64LGrouting for 1 time to ensure that the grouting pressure reaches 23.3MPa, and completing grouting work of the drill hole K2 in the fourth grouting section;

the volume of the clay cement slurry injected into the borehole K3 in the fourth grouting section is 100.78m³The cement addition amount is 7.796t, the water glass addition amount is 264.03L, after 2 times of grouting, the grouting pressure reaches 20.0MPa, and grouting work of a drill hole K3 in a fourth grouting section is completed;

the volume of the clay cement slurry injected into the borehole K4 in the fourth grouting section is 42.39m³Wherein the adding amount of the cement is 6.36t, the adding amount of the water glass is 254.34L, and grouting pressure reaches 23.3MPa after 1-time grouting, so that grouting work of a drill hole K4 in a fourth grouting section is completed;

the volume of the clay cement slurry injected into the borehole K5 in the fourth grouting section is 126.48m³Wherein the adding amount of the cement is 10.096t, the adding amount of the water glass is 308.24L, and after 3 times of grouting, the grouting pressure reaches 21.5MPa, and the grouting work of the drill hole K5 in the fourth grouting section is completed;

the volume of the clay cement slurry injected into the borehole K6 in the fourth grouting section is 86.12m³The cement addition amount is 14.966t, the water glass addition amount is 680.56L, after 2 times of grouting, the grouting pressure reaches 23.2MPa, and grouting work of a drill hole K6 in a fourth grouting section is completed;

in the fifth grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the hole K1 in the fifth grouting section is 38.92m³Wherein the adding amount of the cement is 1.946t, the adding amount of the water glass is 77.84L, and after 2 times of grouting, the grouting pressure reaches 24.0MPa, and the grouting work of the drill hole K1 in the fifth grouting section is completed;

the volume of the clay cement slurry injected into the hole K2 in the fifth grouting section is 29.57m³The cement addition amount is 5.751t, the water glass addition amount is 282.66L, after 2 times of grouting, the grouting pressure reaches 23.0MPa, and grouting work of a drill hole K2 in a fifth grouting section is completed;

injecting clay cement slurry into the hole K3 at the fifth grouting sectionHas a volume of 19.91m³Wherein the adding amount of the cement is 0.996t, the adding amount of the water glass is 39.82L, and after 2 times of grouting, the grouting pressure reaches 22.8MPa, and the grouting work of the drill hole K3 in the fifth grouting section is completed;

the volume of the clay cement slurry injected into the hole K4 in the fifth grouting section is 25.67m³Wherein the adding amount of the cement is 3.85t, the adding amount of the water glass is 154.02L, and the grouting pressure reaches 21.2MPa after 1-time grouting, so that the grouting work of the drill hole K4 in the fifth grouting section is completed;

the volume of the clay cement slurry injected into the hole K5 in the fifth grouting section is 40.73m³The adding amount of cement is 4.616t, the adding amount of water glass is 81.46L, and after 3 times of grouting, the grouting pressure reaches 24.0MPa, and the grouting work of the drill hole K5 in the fifth grouting section is completed;

the volume of the clay cement slurry injected into the hole K6 in the fifth grouting section is 125.53m³The cement addition amount is 20.943t, the water glass addition amount is 922.54L, grouting pressure reaches 25.2MPa after 4 times of grouting, and grouting work of a drill hole K6 in a fifth grouting section is completed;

in the sixth grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the hole K1 in the sixth grouting section is 3555.86m³Wherein the adding amount of the cement is 695.891t, the adding amount of the water glass is 33669.69L, and after 9 times of grouting, the grouting pressure reaches 22.6MPa, and the grouting work of the drill hole K1 in the sixth grouting section is completed;

the volume of the clay cement slurry injected into the hole K2 in the sixth grouting section is 121.91m³The cement addition amount is 18.282t, the water glass addition amount is 731.46L, after 2 times of grouting, the grouting pressure reaches 25.2MPa, and grouting work of a drill hole K2 in a sixth grouting section is completed;

the volume of the clay cement slurry injected into the hole K3 in the sixth grouting section is 4281.26m³Wherein the adding amount of the cement is 709.958t, the adding amount of the water glass is 26533.015L, the grouting pressure reaches 22.4MPa after 9 times of grouting, and the drilling K3 is completedGrouting in the sixth grouting section;

the volume of the clay cement slurry injected into the hole K4 in the sixth grouting section is 109.45m³The cement addition amount is 16.414t, the water glass addition amount is 656.7L, after 2 times of grouting, the grouting pressure reaches 24.0MPa, and grouting work of a drill hole K4 in a sixth grouting section is completed;

the volume of the clay cement slurry injected into the hole K5 in the sixth grouting section is 1589.61m³Wherein the adding amount of the cement is 335.489t, the adding amount of the water glass is 27803.9L, and after 3 times of grouting, the grouting pressure reaches 21.8MPa, and the grouting work of the drill hole K5 in the sixth grouting section is completed;

the volume of the clay cement slurry injected into the hole K6 in the sixth grouting section is 42.07m³Wherein the adding amount of the cement is 6.31t, the adding amount of the water glass is 252.42L, and grouting pressure reaches 25.4MPa after 1-time grouting, so that grouting work of a drill hole K6 in a sixth grouting section is completed;

in the seventh grouting section: the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are all injected with clay cement slurry:

the volume of the clay cement slurry injected into the hole K1 in the seventh grouting section is 66.579m³The cement addition amount is 9.988t, the water glass addition amount is 399.45L, after 2 times of grouting, the grouting pressure reaches 23.4MPa, and grouting work of a drill hole K1 in a seventh grouting section is completed;

the volume of the clay cement slurry injected into the hole K2 in the seventh grouting section is 122.87m³Wherein the adding amount of the cement is 18.432t, the adding amount of the water glass is 737.22L, and after 2 times of grouting, the grouting pressure reaches 27.1MPa, and the grouting work of the drill hole K2 in a seventh grouting section is completed;

the volume of the clay cement slurry injected into the hole K3 in the seventh grouting section is 102.259m³The cement addition amount is 15.339t, the water glass addition amount is 613.6L, after 2 times of grouting, the grouting pressure reaches 23.2MPa, and grouting work of a drill hole K3 in a seventh grouting section is completed;

the volume of the clay cement slurry injected into the hole K4 in the seventh grouting section is 76.79m³Wherein the addition of cementThe injection amount is 8.946t, the addition amount of the water glass is 372.54L, and after 2 times of grouting, the grouting pressure reaches 26.3MPa, and the grouting work of the drill hole K4 in the seventh grouting section is completed;

the volume of the clay cement slurry injected into the hole K5 in the seventh grouting section is 1912.215m³Wherein the adding amount of the cement is 485.955t, the adding amount of the water glass is 29561.5L, and after 3 times of grouting, the grouting pressure reaches 24.0MPa, and the grouting work of the drill hole K5 in the seventh grouting section is completed;

the volume of the clay cement slurry injected into the hole K6 in the seventh grouting section is 39.36m³Wherein the adding amount of the cement is 5.904t, the adding amount of the water glass is 236.16L, and after 1 grouting, the grouting pressure reaches 26.7MPa, and the grouting work of the drill hole K6 in a seventh grouting section is completed;

and then re-injecting the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6, wherein the re-injecting is clay cement slurry:

the volume of the clay cement slurry injected into the drill hole K1 again is 24.5m³Wherein the adding amount of the cement is 3.675t, the adding amount of the water glass is 147L, and the grouting pressure reaches 21.0MPa after 1-time grouting, so that the grouting work of the drill hole K1 is completed;

the volume of the clay cement slurry injected into the drill hole K2 again is 54.013m³Wherein the addition amount of the cement is 10.808t, the addition amount of the water glass is 540.2L, and after 2 times of grouting, the grouting pressure reaches 17.1MPa, and the grouting work of a drill hole K2 is completed;

the volume of the clay cement slurry injected into the drill hole K3 again is 39.419m³Wherein the adding amount of the cement is 5.913t, the adding amount of the water glass is 236.5L, and the grouting pressure reaches 19.1MPa after 1-time grouting, so that the grouting work of a drill hole K3 is completed;

the volume of the clay cement slurry injected into the borehole K4 in the secondary injection is 72.055m³Wherein the adding amount of the cement is 14.411t, the adding amount of the water glass is 720.6L, and after 2 times of grouting, the grouting pressure reaches 18.2MPa, and the grouting work of drilling K4 is completed;

the volume of the clay cement slurry injected into the drill hole K5 is 34.574m³Wherein the addition amount of the cement is 5.186t,the adding amount of the water glass is 207.4L, and the grouting pressure reaches 19.8MPa after 1 time of grouting, so that the grouting work of a drill hole K5 is completed;

the volume of the clay cement slurry injected into the drill hole K6 again is 58.008m³Wherein the adding amount of the cement is 11.601t, the adding amount of the water glass is 580.1L, and after 2 times of grouting, the grouting pressure reaches 18.4MPa, and the grouting work of drilling K6 is completed;

and finally, sealing holes of the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6, wherein the sealing hole injection is single-liquid cement slurry:

the volume of the single-fluid cement slurry injected into the K1 hole sealing of the drill hole is 14.7m³Wherein the addition amount of the cement is 11.157t, the addition amount of the salt is 55.86kg, and the addition amount of the triethanolamine is 5.88kg, so that the hole sealing work of a drill hole K1 is completed;

the volume of the single-fluid cement slurry injected into the K2 hole sealing of the drill hole is 14.5m³Wherein the addition amount of the cement is 11.01t, the addition amount of the salt is 55.1kg, and the addition amount of the triethanolamine is 5.8kg, so that the hole sealing work of the drill hole K2 is completed;

the volume of the single-fluid cement slurry injected into the K3 hole sealing of the drill hole is 14.21m³Wherein the addition amount of the cement is 10.785t, the addition amount of the salt is 53.998kg, and the addition amount of the triethanolamine is 5.684kg, so that the hole sealing work of a drill hole K3 is completed;

the volume of the single-fluid cement slurry injected into the K4 hole sealing of the drill hole is 14.1m³Wherein the addition amount of the cement is 10.71t, the addition amount of the salt is 53.62kg, and the addition amount of the triethanolamine is 5.64kg, so that the hole sealing work of a drill hole K4 is completed;

the volume of the single-fluid cement slurry injected into the K5 hole sealing of the drill hole is 14.4m³Wherein the addition amount of the cement is 10.93t, the addition amount of the salt is 54.72kg, and the addition amount of the triethanolamine is 5.76kg, so that the hole sealing work of a drill hole K5 is completed;

the volume of the single-fluid cement slurry injected into the K6 hole sealing of the drill hole is 14.6m³Wherein the addition amount of the cement is 11.08t, the addition amount of the salt is 55.48kg, and the addition amount of the triethanolamine is 5.48kg, so that the hole sealing work of the drill hole K6 is completed;

when the drill reaches the sixth grouting section, the water inflow quantity meets the stratum with high confined waterSuddenly or gradually increased to 10m³The crossing is realized by adjusting a drilling tool, drilling mud, staggering the drilling progress and alternatively grouting different drill holes by adopting the following method:

adjusting a drilling tool, namely adopting a weighted drilling tool combination, wherein the total mass of the weighted drilling tool combination exceeds 10t, and the weighted drilling tool combination comprises a drill rod and a drill collar; the drill pipe consists of 2 73 weighted drill pipes, 35 lower 73 drill pipes and 1 upper 89 drill pipe, and the drill collars are 2 73 drill collars;

adjusting drilling mud, namely adopting clay raw stock with higher concentration as drilling mud, and simultaneously adding barite components to achieve the effects of increasing mud proportion and balancing underground water pressure and controlling the water inflow of a drill hole; the relative density of the drilling mud is obtained according to formula ii:

in the formula: h is the height from the water gushing point in the hole to the orifice, m; p is the water burst pressure of the orifice, MPa; p₀The pressure loss is MPa from the water burst point to the orifice flushing liquid returning upwards along the annular gap; rho_{Water (W)}Taking 1000kg/m as the density of water³；

Taking-50 m elevation as a calculation standard, and the open hole position of the shaft exploration hole is positioned at +670m elevation, so that H is 720m, the pressure P of the original shaft exploration hole orifice is 1.93MPa, and the pressure loss P is taken₀0.5MPa, and rho is 1.338 × 10 calculated by formula II³kg/m³In order to balance water gushing pressure, prevent large water gushing accidents and observe water gushing conditions in holes, the drilling mud has the density of 1.30 multiplied by 10³kg/m³Preparing; the preparation method of the drilling mud comprises the following steps: adding barite powder into clay slurry for drilling to obtain the drilling mud; the amount of barite powder required to be added is obtained according to formula III:

W₁＝ρ₁V₀(ρ₂-ρ₀)/(ρ₁-ρ₂) Ⅲ

in the formula: w₁Adding into bariteMass, kg; rho₁Is the density of barite, kg/m³Taking 4000kg/m³；V₀To increase the mud volume, m, before the spar³；ρ₂Density of mud after barite addition, kg/m³；ρ₀The density of the clay slurry for drilling is 1.10 × 10³kg/m³(ii) a The addition amount of the barite powder is 296.3 kg; the clay slurry for drilling comprises water, clay No. 1 and clay No. 2, wherein the mass ratio of the clay No. 1 to the clay No. 2 is 1: 1.2-1.5; the granularity gradation of the clay No. 1 is as follows: clay with granularity less than 0.002mm accounts for 25.8% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 4.9% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 17.2% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 52.1% of the total mass of the clay No. 1; the plasticity index of the clay No. 1 is 26.8; the content of organic matters in the clay No. 1 is less than 3 wt% of the total mass of the clay; the particle size composition of the clay No. 2 is as follows: clay with granularity less than 0.002mm accounts for 17.7% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 11.2% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 48.4% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 22.7% of the total mass of the clay No. 1; the plasticity index of the clay No. 2 is 42.5; the content of organic matters in the clay No. 2 is less than 3 wt% of the total mass of the clay;

when drilling to the sixth grouting section, staggering the drilling progress: the drilling depths of the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 are staggered, and the vertical distance of the staggered drilling depths of the drill hole K1, the drill hole K2, the drill hole K3, the drill hole K4, the drill hole K5 and the drill hole K6 is 8-10 m;

adopting different drilling holes to alternatively slip casting, then drilling in a small distance, and passing through a stratum with large water inrush quantity, the method comprises the following steps:

(B-2-1) observing and measuring the water gushing condition of the drill hole in real time during the process of drilling into the sixth grouting section according to the extracted water gushing condition of exploration;

(B-2-2) when drilling K1, drillingThe water inflow in the hole K3 or the drill hole K5 is suddenly increased or gradually increased to more than 10m3/h, the drill is immediately lifted, and a slurry stop plug is arranged; injecting comprehensive clay cement slurry into the drilled hole, and stopping grouting when grouting pressure meets the requirement; through multiple times of grouting, the crack is more densely filled, and peripheral water flow channels are blocked and reduced, so that the deep water inflow is reduced, and the large water inflow is changed into medium and small water inflow; after the water inflow is obviously reduced, drilling downwards until the water penetrates through a large water-gushing stratum; the comprehensive clay cement paste consists of clay paste for grouting, cement and an additive; the additive is water glass, the modulus of the water glass is 2.8-3.4, and the concentration of the water glass is 38-42 Baume degrees; the density of the clay slurry for grouting is 1.12 multiplied by 10³～1.24×10³kg/m³The addition amount of the cement is 50-300 kg/m³The adding amount of the water glass is 2-40L/m³(ii) a The clay slurry for grouting comprises water, clay No. 1 and clay No. 2, wherein the mass ratio of the clay No. 1 to the clay No. 2 is 1: 0.8-1.2; the granularity gradation of the clay No. 1 is as follows: clay with granularity less than 0.002mm accounts for 25.8% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 4.9% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 17.2% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 52.1% of the total mass of the clay No. 1; the plasticity index of the clay No. 1 is 26.8; the content of organic matters in the clay No. 1 is less than 3 wt% of the total mass of the clay; the particle size composition of the clay No. 2 is as follows: clay with granularity less than 0.002mm accounts for 17.7% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.002mm and less than 0.005mm accounts for 11.2% of the total mass of the clay No. 1, clay with granularity more than or equal to 0.005mm and less than 0.050mm accounts for 48.4% of the total mass of the clay No. 1, and clay with granularity more than or equal to 0.050mm and less than 0.075mm accounts for 22.7% of the total mass of the clay No. 1; the plasticity index of the clay No. 2 is 42.5; the content of organic matters in the clay No. 2 is less than 3 wt% of the total mass of the clay;

(B-2-3) then injecting comprehensive clay cement slurry into other drill holes needing grouting according to the grouting method and grouting requirements in the step (B-2-2);

(B-2-4) alternately drilling in each drill hole, and alternately injecting the comprehensive clay cement slurry into different drill holes until the grouting pressure meets the requirement, wherein each drill hole respectively penetrates through the stratum with large water burst.

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