CN118423080B - A vertical shaft ultra-deep drilling water exploration high-pressure water drive grouting construction method - Google Patents
A vertical shaft ultra-deep drilling water exploration high-pressure water drive grouting construction method Download PDFInfo
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- CN118423080B CN118423080B CN202410875041.9A CN202410875041A CN118423080B CN 118423080 B CN118423080 B CN 118423080B CN 202410875041 A CN202410875041 A CN 202410875041A CN 118423080 B CN118423080 B CN 118423080B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/03—Sinking shafts mechanically, e.g. by loading shovels or loading buckets, scraping devices, conveying screws
- E21D1/06—Sinking shafts mechanically, e.g. by loading shovels or loading buckets, scraping devices, conveying screws with shaft-boring cutters
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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Abstract
本发明涉及金属矿深竖井施工技术领域，具体涉及一种竖井超深钻孔探水高压驱水注浆施工方法。本发明利用基岩作为止浆岩帽代替混凝土止浆垫，采用以竖井地质调查与物探方法为辅，超长段（段高≥100m）钻孔探测为主的方式对含水裂隙岩层进行超前探水高压驱水注浆。针对高倾斜角度微裂隙与深部高承压水，一方面采用径向外倾斜角度布设钻孔，另一方面选择超细水泥与改性脲醛树脂双浆液高压注浆，共同驱替、封堵裂隙涌水。本发明既可利用探水孔作为注浆孔以减少钻孔施工数量，同时上一注浆阶段岩体可作为下一注浆阶段基岩岩帽，既可节省施工工期和费用，又可提高浆液在岩体裂隙中的扩散性，改善注浆效果，防止突涌水和岩爆事故的发生，创造安全施工环境。
The present invention relates to the technical field of deep shaft construction in metal mines, and in particular to a construction method for ultra-deep drilling water exploration and high-pressure water drive grouting in a shaft. The present invention uses bedrock as a grouting cap instead of a concrete grouting pad, and adopts a method of using vertical shaft geological survey and geophysical exploration methods as a supplement, and ultra-long section (section height ≥ 100m) drilling detection as a main method to perform advanced water exploration and high-pressure water drive grouting on water-bearing fractured rock formations. For micro-cracks with high inclination angles and deep high-pressure water, on the one hand, radial outer inclination angles are used to arrange drilling holes, and on the other hand, ultra-fine cement and modified urea-formaldehyde resin double slurry high-pressure grouting are selected to jointly displace and block the fracture water. The present invention can use water exploration holes as grouting holes to reduce the number of drilling construction, and at the same time, the rock mass in the previous grouting stage can be used as the bedrock cap in the next grouting stage, which can save construction time and cost, and improve the diffusibility of slurry in rock mass cracks, improve grouting effect, prevent the occurrence of sudden water gushing and rock burst accidents, and create a safe construction environment.
Description
Technical Field
The invention relates to the technical field of water control in construction of deep shafts of metal mines, in particular to a construction method for ultra-deep drilling water detection high-pressure driving grouting of a shaft.
Background
In the process of shaft tunneling, the engineering geological environment below the working face is hidden, complex and changeable, so that the shaft faces unknown risks in the process of construction, and underground gushing water is a serious geological disaster in mine construction. As the tunneling depth of the vertical shaft increases, the ground stress increases to cause the pressure-bearing water level to rise and the water head pressure to increase, compared with shallow water damage, the occurrence of deep underground water mainly has the characteristics of high pressure bearing, strong water enrichment, large hysteresis water bursting and the like, the water bursting disaster threat caused by high pressure bearing and strong water enrichment environment is increasingly serious, the complex hydrogeological conditions cause complex factors, variable mechanisms, various types and more influencing factors of the water bursting disaster of the vertical shaft, and the water bursting disaster risk is a great challenge for the safety construction of the vertical shaft engineering.
The existence of the water-containing fracture rock stratum provides challenges for the smooth tunneling construction of the vertical shaft, and the complexity of fracture distribution, particularly the high-inclination angle micro-fracture, becomes a key problem for treating the tunneling working face of the vertical shaft to deeply contain the water-containing fracture rock stratum, and the advanced detection of the tunneling working face needs to be carried out by adopting corresponding means to clear the distribution characteristics of the water-containing fracture. The existing detection modes are mainly divided into geophysical prospecting and drilling, and due to the heterogeneity of rock stratum and the interference of underground mechanical equipment, the geophysical prospecting method cannot be effectively utilized, while drilling is used as the most visual and accurate detection means in advanced geological prediction of a vertical shaft, and complex geological structures can be known or determined in advance, so that the prediction of deep joint fracture change and water-containing state of a driving working face of the vertical shaft is mastered.
The water detection grouting for the construction of the metal mine deep shaft is implemented according to the total requirement of 'the solid stop disclosing water to control water', and the water control policy of 'the combination of the tunneling and the exploration and the probing' is implemented. The existing vertical shaft' discloses water control, grouting of a grouting stop pad and short-section alternate grouting water shutoff method has complex process, is difficult to accurately judge that a working surface is distributed in a deep geological abnormal body, and is easy to cause sudden water gushing in the underground excavation process of the vertical shaft, so that the safety of constructors and the construction period of the well are influenced.
Disclosure of Invention
Aiming at the defects existing in the prior construction technology, the invention aims at: the technical scheme of the invention can reduce the number of the water detection grouting drilling construction and the construction period, improve the accuracy of advanced detection of the tunneling working face and the construction safety of the shaft, and improve the construction operation environment.
In order to achieve the above object, the present invention provides the following technical solutions: a construction method for ultra-deep drilling water detection high-pressure water driving grouting of a vertical shaft comprises the following steps:
step 1: carrying out geological investigation on a shaft construction working face;
Step 2: performing geophysical prospecting on the advanced water detection grouting working surface;
step 2.1: cleaning an advanced water detection grouting working face, carrying out field evaluation on the condition of surrounding rock of a shaft, carrying out anchor net support if the surrounding rock of the shaft is broken, and carrying out geophysical prospecting work if the surrounding rock is complete and has no cracks;
Step 2.2: adopting a transient electromagnetic method and a geological radar method to detect geological abnormal bodies on the advanced water detection grouting working face by using a deep stratum;
Step 3: performing preparation work before water exploration grouting on the advanced water exploration grouting working surface;
Step 3.1: a water collecting pit is arranged on the advanced water detection grouting working surface;
Step 3.2: a bedrock rock cap is reserved, and a cushion layer is paved on the bedrock rock cap;
step 3.3: constructing a pressure relief hole in the surrounding rock of the advanced water exploration grouting working face, and burying an orifice pipe at the pressure relief hole;
Driving step 4: performing ultra-long section drilling on the advanced water exploration grouting working surface, and performing grouting water displacement after drilling, wherein the ultra-long section Duan Gao is more than or equal to 100m;
Step 4.1: dropping a well wall lining template and fixing a drilling machine;
Step 4.2: designing layout positions of advanced water detection grouting drilling holes and constructing positioning holes according to the results of the step 1 and the step 2;
step 4.3: burying an orifice pipe, grouting to strengthen a bedrock rock cap, and performing a pressurized water test;
Step 4.4: constructing an ultra-long section water detection grouting drilling hole, wherein the ultra-long section Duan Gao is more than or equal to 100m, observing the water outlet condition in the water detection grouting drilling hole at any time in the construction process, and recording construction information in time;
step 4.5: stopping drilling when the water inflow of the water exploration grouting drilling hole is more than or equal to 2m 3/h, adopting segmented downward pressing type grouting, and directly drilling to the designed depth and grouting if the water inflow of the water exploration grouting drilling hole is less than 2m 3/h;
Step 4.6: after the grouting end standard is reached, sweeping holes of each water detection grouting drill hole to the designed depth, injecting slurry if the water inflow is more than or equal to 2m 3/h, stopping grouting until the grouting end standard of single-hole grouting is met, and maintaining;
Step 4.7: after maintenance is completed, carrying out the same pressurized water test as in the step 4.3, and when the water quantity is less than 20L/min, carrying out no grouting any more, and carrying out drilling of a next water exploration grouting drilling hole, or else, carrying out re-grouting;
step 5: and (5) checking and filling pre-grouting of the shaft working face.
Compared with the prior art, the invention has the following beneficial effects:
The invention can be directly applied to the water detection grouting construction of the working face of the metal ore deep shaft, and the ultra-long section (the section height is more than or equal to 100 m) is used as a water detection hole and simultaneously used as a grouting hole, so that the construction efficiency is improved. The vertical shaft geological survey and the geophysical prospecting method are combined, the vertical shaft tunneling working face is jointly researched and judged to distribute the azimuth with the deep crack aquifer, the water detection holes are guided to be distributed, the ultra-long section drilling water detection is assisted, and the basis is provided for targeted grouting water shutoff. Meanwhile, the grouting rock mass at the previous construction stage is used as a bedrock rock cap at the next construction stage, so that construction materials can be effectively saved. Aiming at the conditions of high-inclination angle microcrack rock mass and high-bearing water, different water inflow amounts of drilling are taken as dividing basis, the use time of different grouting materials is determined, high-pressure water driving grouting is carried out, and the slurry injection rate is improved. The ultra-long section drilling water detection high-pressure water drive grouting can modify broken rock mass, improve the integrity and strength of the broken rock mass, facilitate the water shutoff and stability control of a deep broken water-containing section shaft, effectively block the pressure-bearing water of the deep shaft, effectively prevent and control the water spraying phenomenon of the well wall in the later stage of grouting, reduce the engineering quantity of grouting and lining concrete stubble-connecting grouting after the wall, realize 'dry well drilling', shorten the well construction period and save the well construction investment.
Drawings
FIG. 1 is a construction flow chart of the present invention;
FIG. 2 is a schematic vertical cross-section of an embodiment of the present invention;
FIG. 3 is a schematic view of a work surface layout according to an embodiment of the present invention;
Wherein: 1. a well wall; 2. a pressure relief vent; 3. a water collecting pit; 4. a cushion layer; 5. blasting a disturbance area; 6. a bedrock cap; 7. and (5) water detection grouting drilling.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the present invention more apparent, the technical solutions adopted by the present invention will be described in further detail with reference to the following examples and the accompanying drawings, and the exemplary embodiments of the present invention and the descriptions thereof are only for explaining the present invention and are not limiting the present invention.
According to the invention, the ultra-long section (section height is more than or equal to 100 m) is drilled and matched with the bedrock rock cap to perform water detection grouting, and the advanced detection mode taking shaft geological investigation and geophysical prospecting as assistance is adopted, wherein drilling is adopted as main means to acquire engineering geological information such as geological abnormal body distribution, rock integrity and the like below the working surface of the shaft, so that the detection precision is improved, the targeted grouting is realized, and the construction cost of well construction is saved.
In the embodiment, a certain gold mine is pre-grouting on a working surface of a granite aquifer of a shaft building, the net diameter of a shaft is 10.5m, the lining thickness is 500mm, and through the results of shaft engineering investigation and drilling exploration, the broken aquifer exists at the positions of shaft elevations-960 m to-1140 m. The vertical shaft is arranged on the lower disc of the fracture zone, the fracture surface of the structure in the region penetrates through the whole rock mass, the density is uneven, the rock mass fracture is mostly a high-inclination angle (60-89 DEG) micro fracture, and the fracture zone aquifer belongs to an aquifer water-containing section of the fracture aquifer pressure release of the original bedrock structure caused by mining.
As shown in fig. 1-3, the construction method for the ultra-deep drilling water detection high-pressure water driving grouting of the vertical shaft comprises the following steps:
step 1: carrying out geological investigation on a shaft construction working face;
When the shaft is tunneled to the first five construction circulation sections of the advanced water exploration grouting working face, carrying out shaft geological investigation work, measuring the joint crack shape of the surrounding rock of the shaft by using a compass, finding out the joint crack development rule, and recording the information such as the shaft surrounding rock crack shape, the water outlet point position and the like;
In this embodiment, the situation that the joint fracture shape of each cycle of tunneling working face is continuously changed is found according to the investigation, but the azimuth of the local water outlet point of the shaft is mostly seen in the northeast and southeast positions of the shaft, no water outlet point is seen in other azimuth, the joint fracture trend at the water outlet point of the shaft is in the northeast direction or the southeast direction, and the inclination angle is mostly above 60 degrees.
Step 2: the advanced water detection grouting working face is subjected to geophysical prospecting, and the concrete expression is as follows:
step 2.1: cleaning an advanced water detection grouting working face, carrying out field evaluation on the condition of surrounding rock of a shaft, carrying out anchor net support if the surrounding rock of the shaft is broken, and carrying out geophysical prospecting work if the surrounding rock is complete and has no cracks;
in the embodiment, when the anchor net support is carried out, a phi 22 multiplied by 2250mm resin anchor rod or a pipe seam anchor rod can be adopted, the row distance between the anchor rods is 1000 multiplied by 1000mm, the metal net is manufactured by welding phi 6 round steel, and the mesh specification is 100 multiplied by 100mm;
Step 2.2: adopting a transient electromagnetic method and a geological radar method to detect geological abnormal bodies on the advanced water detection grouting working face by using a deep stratum;
in this embodiment, the detection depths of the transient electromagnetic method and the geological radar method are 60m and 30m, respectively.
Step 3: the preparation work before the advanced water detection grouting working face is performed with water detection grouting is specifically expressed as follows:
step 3.1: a water collecting pit 3 is arranged in the center of the advanced water detection grouting working surface;
In this embodiment, to leading the water grouting working face geophysical prospecting and finishing the back, use the dig machine to clear up the working face of working smoothly to leave sump pit 3 in pit shaft central line position, sump pit 3's size is 1m, can all draw well group, bottom of the hole internal water into the pump nest through setting up sump pit 3, so that drainage in the construction period.
Step 3.2: a bedrock cap 6 is reserved, and a cushion layer 4 is paved on the bedrock cap 6;
The calculation basis of the thickness of the reserved bedrock cap 6 is as follows: the maximum thickness of the bedrock cap 6 when shear or tensile failure occurs under the action of grouting pressure and the sum of the ranges of the last blasting disturbance zone 5 are as shown in the formula (1):
（1）；
In formula (1): the thickness (m) of the bedrock cap 6 is set aside;
a thickness value (m) of the bedrock cap 6 calculated from the shear strength of the rock mass;
a thickness value (m) of the bedrock cap 6 calculated as the tensile strength of the rock mass;
for the range (m) of the last blasted disturbance zone 5, in this embodiment ；
Further, according to the shear stress failure theory, the thickness value of the bedrock cap 6 calculated according to the shear strength of the rock mass can be obtainedAs shown in formula (2):
（2）；
in formula (2): Is grouting final pressure (MPa);
for the net diameter (m) of the wellbore, in this embodiment ；
Allowable shear strength (MPa) for rock, according to the rock solidity coefficientIn the time-course of which the first and second contact surfaces,In the present embodiment, take；
Further, the grouting final pressureAnd determining according to the sum of the hydrostatic pressure in the actually measured grouting hole and the residual grouting pressure, wherein the sum is shown in a formula (3):
（3）；
In formula (3): Is the hydrostatic pressure (MPa) at the grouting port;
Residual pressure (MPa) for grouting;
In the present embodiment of the present invention, ；
Further, the thickness value of the bedrock cap 6 calculated according to the tensile strength of the rock mass can be obtained according to the tensile stress failure theoryAs shown in formula (4):
（4）；
in formula (4): For the Poisson's ratio, in this embodiment ；
In this example, the tensile strength (MPa) of the rock；
The thickness of the reserved bedrock cap 6 can be obtained according to the formulas (1) - (4)In the present embodiment；
After the bedrock rock cap 6 is reserved, concrete with a certain thickness is poured above the bedrock rock cap 6 to form a cushion layer 4, the concrete for forming the cushion layer 4 is prepared on the ground, and the concrete is poured through bottom discharge type bucket blanking, and continuous construction is needed during pouring, so that vibration is enhanced. In this example, the concrete strength grade C40 of the cushion layer 4 is that the thickness of the cushion layer 4 is 1.5m.
Step 3.3: constructing a pressure relief hole 2 at the exposed well wall 1 of the advanced water detection grouting working surface, preventing the upper well wall 1 from being damaged due to high-pressure grouting, and burying an orifice pipe at the pressure relief hole 2;
In the embodiment, a plurality of pressure relief holes 2 are constructed on the bare side of the well wall 1 of the working face before water exploration grouting, the distance between the pressure relief holes 2 is 4m, the hole depth is 5m, and YT-28 type air drills are used for drilling holes in a straight drill with phi 42 mm. When embedding the drill way pipe, the specification size of drill way pipe is: the length is 2m, the diameter is 42mm, and the pressure relief hole 2 is not subjected to grouting.
Step 4: performing ultra-long section drilling on an advanced water exploration grouting working surface and grouting water driving after drilling, wherein the ultra-long section Duan Gao is more than or equal to 100m, and specifically comprises the following steps:
Step 4.1: dropping a well wall lining template and fixing a drilling machine;
The well wall lining template falls to the advanced water detection grouting working face and is fully unfolded, 6 phi 108 seamless steel pipes are used for supporting the template at the lower opening of the well wall lining template, and 4 ZDY1900S type hydraulic drilling machines are uniformly fixed on the template.
Step 4.2: according to the results of the step 1 and the step 2, designing layout positions of advanced water detection grouting drilling holes 7, and constructing positioning holes;
in the embodiment, according to the result of the geological investigation of the vertical shaft in step 1, the azimuth of the local water outlet point of the shaft is found to be mostly found in the northeast or southeast azimuth of the shaft, and the water outlet points are not found in other azimuth;
According to the geophysical prospecting result in the step 2, the advanced water exploring grouting working surface is 40m deep, a low-resistance area exists in the range from the south to the east to the north along the shaft, the connectivity of the low-resistance area in the range is deduced, and the water-bearing area at the periphery of the shaft can be fed to the vicinity of the shaft;
taking the conclusion obtained by the two methods as the design basis of the water detection grouting drilling holes 7, arranging advanced water detection grouting drilling holes 7, and forming holes by a drilling machine;
According to the joint fracture occurrence obtained by shaft geological investigation, the water detection grouting drilling holes 7 can penetrate and cut bedrock fractures with high angles (more than 60 degrees) as much as possible, the radial inclination angle of the drilling holes is 3 degrees 26 '1', the advanced water detection grouting drilling holes 7 are 0.5m away from the edge of a shaft, the hole spacing is 1.24m, the hole bottom spacing is 2.81m, and 28 water detection grouting drilling holes 7 (comprising 4 inspection holes) are arranged.
Step 4.3: burying an orifice pipe, grouting and reinforcing a bedrock rock cap 6, and performing a pressurized water test;
In this embodiment, the buried orifice tube has the following specifications: the seamless steel pipe with the diameter of phi 108mm multiplied by 6mm is made of A3 steel, the length of a shaft working surface embedded orifice pipe is 16m, the middle lower part is processed into an inverted fish scale structure, and the top of the pipe is connected with a high-pressure valve with the model of Q47N-250 by using a flange plate so as to prevent water sealing from being closed in time when water burst occurs in a hole. The orifice pipe has the function of guiding the drilling, the high-pressure ball valve is arranged on the orifice pipe, the ball valve can be closed in time when water is discharged, and the high-pressure ball valve is used as a connecting orifice device when grouting;
Drilling by a drilling machine with a percussion bit with phi of 150mm, blowing rock powder in a hole by using compressed air after drilling to a sufficient depth, and burying a hole orifice pipe with phi of 108mm multiplied by 6mm into a water detection grouting drilling hole 7 by using a secondary first, a secondary second and a primary lifting hook heads or template ropes, wherein the hole orifice pipe is exposed out of the rock stratum for about 500mm, and twining hemp threads at the middle lower part of a steel pipe before burying;
Grouting to strengthen the bedrock rock cap 6, grouting a quick-curing high-strength micro-expansion grouting material with the model of HNT-T1 into a hole by using a grouting pump with the model of 2TGZ-60/210, stopping grouting, sweeping the slurry in the hole by using a drilling machine after the slurry in the hole is solidified, and installing a high-pressure ball valve to be combined with pressure test;
And (3) carrying out a pressurized water experiment, namely a pressure-resistant and impervious experiment, by adopting 18MPa (namely 1.2 times of grouting final pressure), flushing the filler in the rock fracture, improving the bonding strength and the penetration resistance of the slurry stone body and the rock fracture surface, and measuring the drilling grouting amount according to the pumping pressure and the injection amount. The pressure in the water pressing process is increased from small to large, when the pressure is increased to be constant, and meanwhile, the water pressing flow of the grouting section is increased from large to small, the pressure in the grouting section reaches the final pressure, the pressure is stabilized for 10-20 min, the grouting is qualified, the height, the flow and the pressure of the water pressing section are accurately measured and recorded, the initial concentration of the slurry in grouting is determined according to the unit drilling water absorption amount measured by the water pressing time, and the initial concentration is used as one of the basis for identifying the grouting effect. And (3) carrying out water detection operation after the pressure test is qualified, and if the pressure test is not qualified, adopting double-liquid slurry (cement-water glass slurry) to carry out grouting reinforcement on the orifice pipe and the grouting stopping rock cap by the connection grouting machine until the pressure test is qualified.
Step 4.4: constructing an ultra-long section water exploration grouting drilling hole 7, wherein the ultra-long section Duan Gao is more than or equal to 100m, observing the water outlet condition in the water exploration grouting drilling hole 7 at any time in the construction process, and timely recording construction information such as water pressure, water inflow, water temperature and the like;
According to the actual field engineering conditions, the conditions such as rock stratum thickness and hardness are considered, the vertical height of the water detection grouting drilling hole 7 in the first stage is 100m, and as the water detection grouting work in the next stage is carried out when the tunneling construction is remained to the thickness of 20m after the rock mass grouting in the first stage is finished, the vertical height of the water detection grouting drilling hole 7 is prolonged to 120m, and the subsequent stage is carried out according to the conditions, the vertical height of the water detection grouting drilling hole 7 is changed to 120m;
And (3) constructing a water detection grouting drilling hole 7 after the pressurized water test is qualified, constructing by adopting 4 ZDY1900S type full hydraulic drills, and numbering clockwise and sequentially with the forward and the backward directions of 1# holes. The drilling machine is fixed on the template, and drilling is performed after the angle is adjusted. Before drilling, the parts should be fully checked to determine whether the parts are installed accurately, whether the screw joints, the nut joints and the like of the parts are all screwed, and whether the clamping device is clamped firmly and reliably. The water leakage phenomenon cannot be caused at the joint of the pipeline. Drilling in a phi 108mm seamless steel pipe by using a phi 90mm drill bit, firstly pushing the drill bit with small force so as to facilitate the positioning of the drill bit, and giving proper water quantity to reduce dust; when the drill bit drills about 100mm, the drill bit drills in full quantity, and the propelling force is properly increased to perform normal drilling work. After drilling one drill rod, stopping the operation of the drilling machine and stopping water supply, disconnecting the joint from the drill rod, and connecting a second drill rod, and continuously working according to the cycle;
In the process of constructing the water exploration grouting drilling 7, the water outlet condition in the drilling is observed at any time, the water inflow of the drilling is measured after the aquifer is uncovered, the water inflow is measured in time when the water inflow is found to be increased or decreased in drilling, and the information of the water inflow, the water pressure, the water temperature, the drilling times, the sweeping footage and the drilling depth is recorded in time. The specific statistics are shown in Table 1:
Step 4.5: stopping drilling when the water inflow of the water detection grouting drilling hole 7 is more than or equal to 2m 3/h, adopting segmented downward pressing type grouting, and directly drilling to the designed depth and grouting if the water inflow of the water detection grouting drilling hole 7 is less than 2m 3/h;
The grouting slurry comprises 1250-mesh superfine cement slurry and modified urea resin slurry, and different slurries are used according to the water inflow amount of the water detection grouting drilling 7 in the grouting process. When the water inflow of the water detection grouting drilling 7 is more than or equal to 3m 3/h, 1250-mesh superfine cement is used, and the water cement ratio is 1.0-2.0; when the water inflow of the water detection grouting drilling 7 is less than 3m 3/h, the prepared slurry is pressed into a grouting hole through a slurry suction pipeline, a slurry pump, a slurry outlet pipeline and a grouting device by using modified urea resin, and maintenance is carried out after grouting is finished;
When grouting is carried out in each drilling hole, the concentration of the slurry is gradually reduced in the primary grouting and the secondary grouting, but in each grouting, the slurry is generally diluted and then concentrated, when the slurry is in a crack settlement and filling stage, if the pressure is not increased, the slurry inlet amount is not reduced, the concentration is gradually increased, otherwise, if the pressure is increased quickly, the decrement is also quick, the concentration of the slurry is sequentially reduced to ensure enough injection amount, the concentration of the slurry is adjusted according to the specific slurry suction and grouting pressure change condition, and the slurry concentration is generally continuously not less than 50min every time the slurry is replaced. When the injection amount and the grouting pressure reach the design requirements, the orifice valve is closed, the pressure relief valve is opened, and the grouting machine and the grouting pipe are flushed by clear water for not less than 30min.
Step 4.6: after the grouting end standard is reached, each water detection grouting drilling hole 7 is scanned to the designed depth, if the water inflow is more than or equal to 2m 3/h, grouting is injected until the grouting end standard of single-hole grouting is met, and curing is carried out;
In the embodiment, when the grouting pressure of each water detection grouting drilling hole 7 reaches a design final pressure value, the injection amount is smaller than 40L/min, the grouting is stabilized for more than 20min, the single-hole water inflow is smaller than 2m 3/h, the single-hole grouting ending standard is met, and the grouting is stopped. After grouting, the drilled holes can be basically supported at the grouting section to sweep holes, and the holes can be generally swept within 8 hours until the single-hole grouting end standard is met, and then maintenance is carried out.
Step 4.7: and (3) carrying out the same pressurized water test as the step (4.3) after curing, and carrying out the drilling of the next water detection grouting drilling hole (7) when the water quantity is less than 20L/min, or else re-injecting.
Step 5: checking and filling pre-grouting of a shaft working face;
Checking and filling the grouting effect of the working face by adopting the checking holes, so that the grouting effect of the working face is met by grouting;
In this embodiment, the grouting effect of the whole working surface is detected by using different inspection holes, if the water inflow of the first inspection hole is not less than 2m 3/h, grouting is performed until the Shan Kongzhu grouting end standard is met, grouting is stopped and hole sealing is performed, if the water inflow of the first inspection hole is not more than 2m 3/h, hole sealing is performed directly, and the other three inspection holes are performed sequentially according to the step. And (3) the hole sealing treatment is carried out after the inspection, and cement-water glass dual-liquid slurry is used as the hole sealing material.
Claims (8)
1. The construction method for the ultra-deep drilling water detection high-pressure water driving grouting of the vertical shaft is characterized by comprising the following steps of:
step 1: carrying out geological investigation on a shaft construction working face;
Step 2: performing geophysical prospecting on the advanced water detection grouting working surface;
step 3: performing preparation work before water exploration grouting on the advanced water exploration grouting working surface; comprising the following steps:
Step 3.1: a water collecting pit is arranged on the advanced water detection grouting working surface;
Step 3.2: a bedrock rock cap is reserved, and a cushion layer is paved on the bedrock rock cap;
The calculation basis of the thickness of the reserved bedrock cap is as follows: under the action of grouting pressure, the maximum thickness of the bedrock rock cap when shearing or stretching damage is generated due to the grouting pressure and the range of the last blasting disturbance zone are summed;
step 3.3: constructing a pressure relief hole at the exposed well wall of the advanced water exploration grouting working surface, and burying an orifice pipe at the pressure relief hole;
Step 4: performing ultra-long section drilling on the advanced water exploration grouting working surface, and performing grouting water displacement after drilling, wherein the ultra-long section Duan Gao is more than or equal to 100m; comprising the following steps:
Step 4.1: dropping a well wall lining template and fixing a drilling machine;
Step 4.2: designing layout positions of advanced water detection grouting drilling holes and constructing positioning holes according to the results of the step 1 and the step 2;
Step 4.3: embedding an orifice pipe, grouting to strengthen a bedrock rock cap, performing a pressurized water test to determine the drilling grouting amount, determining the initial concentration of grouting slurry, and checking the grouting effect;
Step 4.4: constructing an ultra-long section water detection grouting drilling hole, wherein the ultra-long section Duan Gao is more than or equal to 100m, observing the water outlet condition in the water detection grouting drilling hole at any time in the construction process, and recording construction information in time;
step 4.5: stopping drilling when the water inflow of the water exploration grouting drilling hole is more than or equal to 2m 3/h, adopting segmented downward pressing type grouting, and directly drilling to the designed depth and grouting if the water inflow of the water exploration grouting drilling hole is less than 2m 3/h;
Step 4.6: after the grouting end standard is reached, sweeping holes of each water detection grouting drill hole to the designed depth, injecting slurry if the water inflow is more than or equal to 2m 3/h, stopping grouting until the grouting end standard of single-hole grouting is met, and maintaining;
Step 4.7: after maintenance is completed, carrying out the same pressurized water test as in the step 4.3, and when the water quantity is less than 20L/min, carrying out no grouting any more, and carrying out drilling of a next water exploration grouting drilling hole, or else, carrying out re-grouting;
step 5: and (5) checking and filling pre-grouting of the shaft working face.
2. The construction method of high-pressure water driving grouting for ultra-deep drilling of vertical shaft according to claim 1, wherein the step 2 comprises:
step 2.1: cleaning an advanced water detection grouting working face, carrying out field evaluation on the condition of surrounding rock of a shaft, carrying out anchor net support if the surrounding rock of the shaft is broken, and carrying out geophysical prospecting work if the surrounding rock is complete and has no cracks;
Step 2.2: and detecting geological abnormal bodies on the advanced water detection grouting working surface by adopting a transient electromagnetic method and a geological radar method.
3. The construction method of the shaft ultra-deep drilling water detection high-pressure driving grouting according to claim 2, wherein the thickness of the bedrock cap reserved in the step 3.2 is shown in the following formula (1):
（1）；
In formula (1): the thickness of the bedrock cap is m for reserving the bedrock cap;
The thickness value m of the bedrock cap is calculated according to the shear strength of the rock mass;
The thickness value m of the bedrock cap is calculated according to the tensile strength of the rock mass;
m is the range of the last blasting disturbance zone;
the thickness value of the bedrock cap calculated according to the shear strength of the rock mass can be obtained according to the shear stress failure theory As shown in formula (2):
（2）；
in formula (2): The final grouting pressure is MPa;
is the net diameter of the well bore, m;
shear strength is allowed for the rock, MPa;
The grouting final pressure And determining according to the sum of the hydrostatic pressure in the actually measured grouting hole and the residual grouting pressure, namely, as shown in the following formula (3):
（3）；
In formula (3): Is the hydrostatic pressure in the grouting hole, and is MPa;
Grouting residual pressure, MPa;
The thickness value of the bedrock cap calculated according to the tensile strength of the rock mass can be obtained according to the tensile stress failure theory As shown in the following formula (4):
（4）；
in formula (4): Is the poisson's ratio of rock;
the tensile strength of the rock is MPa;
The thickness of the reserved bedrock cap can be obtained according to the formulas (1) - (4) 。
4. The construction method of the shaft ultra-deep drilling water detection high-pressure driving water grouting according to claim 3, wherein the construction information recorded in the step 4.4 comprises the following steps: water inflow, water pressure, water temperature, drilling times, sweeping and drilling depth.
5. The construction method for the ultra-deep drilling water detection high-pressure driving grouting of the vertical shaft according to claim 4, wherein grouting slurry in the step 4.5 comprises 1250-mesh ultra-fine cement slurry and modified urea resin slurry, different slurries are respectively used according to the water inflow amount of the water detection grouting drilling holes in the grouting process, when the water inflow amount of the water detection grouting drilling holes is more than or equal to 3m 3/h, 1250-mesh ultra-fine cement is used, the water-cement ratio is 1.0-2.0, and when the water inflow amount of the water detection grouting drilling holes is less than 3m 3/h, modified urea resin is used.
6. The construction method for the ultra-deep drilling water exploration high-pressure driving grouting of the vertical shaft, which is characterized in that the method for checking and filling the pre-grouting of the working surface of the vertical shaft in the step 5 is as follows: and detecting grouting effects of the whole working surface by utilizing different inspection holes, injecting slurry if the water inflow of the first inspection hole is more than or equal to 2m 3/h, stopping grouting and sealing holes after the Shan Kongzhu slurry end standard is met, directly sealing holes if the water inflow of the first inspection hole is less than 2m 3/h, and sequentially carrying out the rest inspection holes according to the step.
7. The construction method for the ultra-deep drilling water exploration high-pressure driving grouting of the vertical shaft according to claim 6, wherein the depths detected by a transient electromagnetic method and a geological radar method in the step 2.2 are 60m and 30m respectively.
8. The construction method for the ultra-deep drilling water exploration high-pressure driving grouting of the vertical shaft according to claim 7, wherein the geological investigation of the vertical shaft in the step 1 is carried out before tunneling to an advanced water exploration grouting working face, and a compass is adopted to measure the joint fracture occurrence of the surrounding rock of the shaft, so as to find out the joint fracture development rule.
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