CN114922628A - Deep well wall fracturing energy release and high-pressure grouting combined construction method - Google Patents
Deep well wall fracturing energy release and high-pressure grouting combined construction method Download PDFInfo
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- CN114922628A CN114922628A CN202210598441.0A CN202210598441A CN114922628A CN 114922628 A CN114922628 A CN 114922628A CN 202210598441 A CN202210598441 A CN 202210598441A CN 114922628 A CN114922628 A CN 114922628A
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- 238000010276 construction Methods 0.000 title claims abstract description 42
- 239000011435 rock Substances 0.000 claims abstract description 74
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 28
- 239000004567 concrete Substances 0.000 claims abstract description 24
- 238000005259 measurement Methods 0.000 claims abstract description 16
- 238000004140 cleaning Methods 0.000 claims abstract description 11
- 238000013461 design Methods 0.000 claims abstract description 10
- 230000009467 reduction Effects 0.000 claims abstract description 8
- 238000002347 injection Methods 0.000 claims abstract description 7
- 239000007924 injection Substances 0.000 claims abstract description 7
- 238000009415 formwork Methods 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 13
- 239000011440 grout Substances 0.000 claims description 12
- 238000007789 sealing Methods 0.000 claims description 11
- 239000000523 sample Substances 0.000 claims description 9
- 230000035485 pulse pressure Effects 0.000 claims description 8
- 238000004873 anchoring Methods 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 239000002184 metal Substances 0.000 claims description 3
- 239000011268 mixed slurry Substances 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- 239000003566 sealing material Substances 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 238000012856 packing Methods 0.000 abstract 2
- 238000005336 cracking Methods 0.000 abstract 1
- 230000008569 process Effects 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 239000011372 high-strength concrete Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/10—Preparation of the ground
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
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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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Abstract
A deep well wall fracturing energy release and high-pressure grouting combined construction method comprises the following steps: temporarily supporting the wall surrounding rock of the well by using an anchor net; constructing a pressure relief hole and a grouting hole; cleaning the drilled hole; determining a stress reduction area, a stress increase area and an original ground stress area by ultrasonic measurement; packing the fracturing section in the pressure relief hole; performing pulsating hydraulic fracturing after constant-pressure water injection; removing the packing of a fracturing section after the surrounding rock is fractured; hydraulic fracturing in other pressure relief holes is completed; ultrasonic measurement determines that the stress is balanced again; cleaning the grouting holes and then performing grouting construction; grouting construction is carried out after the pressure relief holes are cleaned; grouting construction of all the other pressure relief holes and grouting holes; ultrasonic measurement is carried out to determine whether the wall surrounding rock of the well wall meets the design requirements; if the design requirements are not met, the borehole is supplemented, and fracturing energy release and high-pressure grouting are carried out on the supplemented borehole until the wall rock of the borehole meets the design requirements; and constructing a concrete lining on the inner side of the wall surrounding rock. The invention can effectively release the high elastic strain energy of the wall surrounding rock of the well wall to control the cracking depth of the surrounding rock and reduce the construction cost.
Description
Technical Field
The invention belongs to the technical field of deep shaft engineering tunneling and supporting, and particularly relates to a deep well wall fracturing energy release and high-pressure grouting combined construction method.
Background
The deep vertical shaft is a throat channel produced in a mine, in the process of tunneling the deep vertical shaft, due to the increase of ground stress, stress concentration exists in surrounding rock of a well wall, stress-type geological disasters such as rock burst, large-size wall caving and the like are frequently caused in the process of energy release, the well digging construction progress of the deep vertical shaft is seriously influenced, and meanwhile, the life safety of a constructor in the well is seriously threatened.
Because the wall surrounding rock in the deep vertical shaft construction process is easy to have high stress rock burst geological disasters, the deep shaft wall must be reinforced and supported from the design and construction angles. However, the traditional reinforced support technology can bring about remarkable improvement of construction cost, for example, a combined support method of anchor rods and ultra-thick high-strength concrete linings is adopted, and meanwhile, the risk of damage of a shaft of a vertical shaft in the operation period also exists, so that not only is the potential threat brought to later mining production, but also the maintenance and repair technology is extremely complex.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a deep well wall fracturing energy release and high-pressure grouting combined construction method, which can effectively release high elastic strain energy of wall rock of a well wall and control the fracture depth of the wall rock; stress geological disasters such as rock burst and the like in the construction process can be effectively avoided by reasonably arranging the operation cycle beats; by reasonably designing supporting parameters, the construction cost is effectively reduced, and the probability of damage to the shaft in the operation process of the vertical shaft is reduced.
In order to achieve the purpose, the invention adopts the following technical scheme: a deep well wall fracturing energy release and high-pressure grouting combined construction method comprises the following steps:
the method comprises the following steps: carrying out anchor net temporary support on the wall surrounding rock of the well;
step two: constructing pressure relief holes and grouting holes around the wall surrounding rock by adopting a guide rail type rock drill;
step three: cleaning the constructed pressure relief holes and grouting holes by using an air compressor;
step four: measuring the pressure relief hole by using an ultrasonic measuring instrument, and respectively determining a stress reduction area, a stress increase area and an original ground stress area of the wall surrounding rock of the well in the radial direction of the well;
step five: conveying two rubber packers to a stress increasing area in a pressure relief hole by using a drill rod, wherein the two rubber packers are respectively positioned at the starting end and the tail end of a shaft in the stress increasing area in the radial direction, then pressurizing the two rubber packers by using a hydraulic pump to expand the two rubber packers, and sealing the inner area of the hole between the two rubber packers into a fracturing section by using the expanded two rubber packers;
step six: constant-pressure water is injected into the fracturing section by using a hydraulic pump, after the constant-pressure water injection is finished, the hydraulic pump is replaced by a pulse water injector, pulse pressure is applied into the fracturing section by using the pulse water injector, and surrounding rocks in a stress increasing area are subjected to pulse hydraulic fracturing by the pulse pressure;
step seven: comparing the time of applying pulsating pressure every time, and when the time difference of applying the pulsating pressure twice is more than 1 time or the pulsating pressure is not applied, indicating that the surrounding rock in the stress increase area in the pressure relief hole is fractured and the strain energy of the surrounding rock is released;
step eight: unloading the pressure in the fracturing section to atmospheric pressure, then relieving the pressure of the two rubber packers, and then removing the rubber packers subjected to pressure relief from the pressure relief holes;
step nine: repeating the third step to the ninth step, and completing the pulsating hydraulic fracturing of the surrounding rock in the pressure increasing area in the rest pressure relief holes;
step ten: measuring the pressure relief holes subjected to the pulsating hydraulic fracturing of the surrounding rock in the pressure increase area by using an ultrasonic measuring instrument until the stress of the surrounding rock on the well wall is determined to be balanced again;
step eleven: cleaning the grouting holes by using a high-pressure air pipe, then installing grouting pipes in the grouting holes, then sealing the grouting holes, and finally installing grout stop valves on the grouting pipes;
step twelve: injecting high-water materials into the grouting holes through the grouting pipes in a high-pressure interval grouting mode, and plugging the grouting pipes through the grout stop valves after grouting is finished;
step thirteen: cleaning the pressure relief holes by using a high-pressure air pipe, then installing grouting pipes in the pressure relief holes, then sealing the pressure relief holes, and finally installing grout stop valves on the grouting pipes;
fourteen steps: injecting the mixed slurry of cement and water glass into the pressure relief hole in a high-pressure grouting mode through the grouting pipe, and plugging the grouting pipe through the grout stop valve after grouting is finished;
a fifteenth step: repeating the eleventh step to the fourteenth step, and completely performing grouting construction on the rest pressure relief holes and grouting holes;
sixthly, the steps are as follows: measuring the wall surrounding rock of the well after the grouting step is finished by using an ultrasonic measuring instrument, if the wall surrounding rock does not meet the design requirement, performing supplementary drilling, then repeating the third step to the fifteenth step, performing fracturing energy release and high-pressure grouting on the pressure relief holes and the grouting holes in supplementary construction until the wall surrounding rock of the well reaches the design requirement after ultrasonic measurement;
seventeen steps: the method comprises the steps of supporting a formwork on the inner side of the wall surrounding rock of a well, then pouring concrete in the formwork, configuring the concrete by a ground mixing station, descending the concrete from a bottom-dump bucket, then entering the formwork through an ash distributor and an ash sliding pipe, vibrating the concrete in the formwork in a layering mode by a vibrating rod, waiting for the concrete to be solidified after the vibration is finished, and finally forming the concrete lining after the concrete reaches the designed strength and is disassembled.
In the first step, the length of anchor rods in the temporary support of the anchor net is 3m, the diameter of the anchor rods is 20mm, the row spacing of the anchor rods is 1.5m, the model of the anchor rods is HRB400, and the diameter of meshes of the metal net is 6 mm.
In the second step, the number of the pressure relief holes is 8, the 8 pressure relief holes are uniformly distributed along the circumferential direction of the shaft, the hole depth of each pressure relief hole is 5-10 m, the hole diameter of each pressure relief hole is 40mm, the pressure relief holes incline downwards and have an inclination angle of 30 degrees, the number of the grouting holes is 8, the 8 grouting holes are uniformly distributed along the circumferential direction of the shaft, the hole depth of each grouting hole is 3-5 m, and the hole diameter of each grouting hole is 60 mm; the grouting holes are distributed on two sides of the pressure relief holes in the axial direction of the shaft, the vertical distance between the grouting holes and the pressure relief holes in the axial direction of the shaft is 400mm, and the grouting holes and the pressure relief holes are alternately distributed in the circumferential direction of the shaft.
In the third step, the air quantity of the air compressor is 3m 3 /min～6m 3 And/min, the air pressure of the air compressor is 0.7MPa, the diameter of a water outlet pipe of the air compressor is 25mm, and the diameter of an air supply pipe of the air compressor is 10 mm.
In the fourth step, the probe of the ultrasonic measuring instrument is firstly sent to the bottom of the pressure relief hole, then the probe is moved towards the hole opening side of the pressure relief hole, the movement rule of the probe is that the movement distance of 150mm and the movement distance of 300mm are alternately carried out, the wave velocity is recorded after the movement distance of 150mm is completed once, the amplitude is recorded after the movement distance of 300mm is completed once, the repeated measurement times of the alternation of the movement distance of 150mm and the movement distance of 300mm are 3-5 times until the hole opening of the pressure relief hole is measured, and finally the stress reduction area, the stress increase area and the original ground stress area of the wall surrounding rock of the well wall are determined according to the measurement results of the wave velocity and the hole depth.
In the sixth step, the constant-pressure water injection flow is 5L/min-10L/min, the loading waveform of the pulse water injector is sine wave, the pulse frequency of the pulse water injector is 0.1 Hz-1 Hz, the upper limit pressure of the pulse is the surrounding rock crushing pressure, and the lower limit pressure of the pulse is 50% -75% of the surrounding rock crushing pressure.
In step ten, ultrasonic measurement is performed every 12 hours for a period of 3 to 5 days.
In the eleventh step, the grouting holes adopt an anchoring agent as a hole sealing material, and the hole sealing length is 0.3 m-0.5 m.
In the twelfth step, the grouting pressure is 3.5MPa, the grouting maintaining time is 10 minutes, and the plugging time of the grouting pipe after grouting is 1 hour.
In the fourteenth step, the grouting pressure is 3.5MPa, the grouting maintaining time is 10 minutes, and the plugging time of the grouting pipe after grouting is 1 hour.
The invention has the beneficial effects that:
the deep well wall fracturing energy release and high-pressure grouting combined construction method can effectively release high elastic strain energy of wall rock of the well wall and control the fracture depth of the wall rock; stress geological disasters such as rock burst and the like in the construction process can be effectively avoided by reasonably arranging the operation cycle beats; by reasonably designing the supporting parameters, the construction cost is effectively reduced, and the probability of damage to the shaft in the operation process of the vertical shaft is reduced.
Drawings
FIG. 1 is a cross-sectional view of an axial structure of a deep shaft after the deep shaft wall fracturing energy release and high-pressure grouting combined construction method is adopted;
FIG. 2 is a cross section of a radial structure of a deep shaft (a pressure relief hole cross section) after the deep shaft wall fracturing energy release and high-pressure grouting combined construction method is adopted;
FIG. 3 is a cross section of a deep shaft radial structure (section of a grouting hole) after the deep shaft wall fracturing energy release and high-pressure grouting combined construction method is adopted;
in the figure, 1-pressure relief hole, 2-grouting hole, 3-stress reduction area, 4-stress increase area, 5-original ground stress area, and 6-concrete lining.
Detailed Description
The invention is described in further detail below with reference to the figures and the specific embodiments.
In the embodiment, the bottom elevation of a certain deep vertical shaft is-1990 m, the top elevation of the deep vertical shaft is +15m, the diameter of the vertical shaft of the deep vertical shaft is 10.5m, the exploration depth is-1050.66 m-1056.44 m, rock in the area is granite, the rock quality grade is V grade, the bedrock at the depth has higher initial stress and has strong impact tendency, the deformation of surrounding rock of a well wall is greatly influenced by ground pressure, and after the vertical shaft is constructed to the depth, corresponding unloading or reinforcing measures are required to be taken, and the deep well wall fracturing energy release and high-pressure grouting combined construction method specifically adopted comprises the following steps:
the method comprises the following steps: carrying out anchor net temporary support on the wall surrounding rock of the well; specifically, the length of an anchor rod in the temporary support of the anchor net is 3m, the diameter of the anchor rod is 20mm, the row spacing of the anchor rods is 1.5m, the model of the anchor rod is HRB400, and the diameter of a mesh hole of the metal net is 6 mm;
step two: constructing a pressure relief hole 1 and a grouting hole 2 around the wall surrounding rock of the well by adopting a guide rail type rock drill; specifically, the number of the pressure relief holes 1 is 8, the 8 pressure relief holes 1 are uniformly distributed along the circumferential direction of the shaft, the hole depth of each pressure relief hole 1 is 5-10 m, the hole diameter of each pressure relief hole 1 is 40mm, the pressure relief holes 1 are inclined downwards and have an inclination angle of 30 degrees, the number of the grouting holes 2 is 8, the 8 grouting holes 2 are uniformly distributed along the circumferential direction of the shaft, the hole depth of each grouting hole 2 is 3-5 m, and the hole diameter of each grouting hole 2 is 60 mm; the grouting holes 2 are distributed on two sides of the pressure relief hole 1 in the axial direction of the shaft, the vertical distance between the grouting holes 2 and the pressure relief hole is 400mm in the axial direction of the shaft, and the grouting holes 2 and the pressure relief hole 1 are alternately distributed in the circumferential direction of the shaft; the first energy release of the wall surrounding rock of the well wall can be realized through the construction of the pressure relief holes 1 and the grouting holes 2;
step three: cleaning the constructed pressure relief hole 1 and the grouting hole 2 by using an air compressor; specifically, the air volume of the air compressor is 3m 3 /min～6m 3 The air pressure of the air compressor is 0.7MPa, the diameter of a water outlet pipe of the air compressor is 25mm, and the diameter of an air supply pipe of the air compressor is 10 mm;
step four: measuring the pressure relief hole 1 by using an ultrasonic measuring instrument, and respectively determining a stress reduction area 3, a stress increase area 4 and an original ground stress area 5 of the wall surrounding rock of the well in the radial direction of the well; specifically, a probe of an ultrasonic measuring instrument is firstly sent to the bottom of a pressure relief hole 1, then the probe is moved to the orifice side of the pressure relief hole 1, the movement rule of the probe is that the movement distance of 150mm and the movement distance of 300mm are alternately carried out, the wave velocity is recorded after the movement distance of 150mm is completed once, the amplitude is recorded after the movement distance of 300mm is completed once, the repeated measurement times of the alternation of the movement distance of 150mm and the movement distance of 300mm are 3-5 times until the orifice of the pressure relief hole 1 is measured, and finally, a stress reduction area 3, a stress increase area 4 and an original ground stress area 5 of the wall surrounding rock of the well are determined according to the measurement results of the wave velocity and the hole depth;
step five: two rubber packers are conveyed to a stress increasing area 4 in the pressure relief hole 1 by a drill rod, the two rubber packers are respectively positioned at the starting end and the terminal end of a shaft in the radial direction of the stress increasing area 4, then a hydraulic pump is used for pressurizing the two rubber packers to expand the two rubber packers, and the inner area of the hole between the two rubber packers is sealed into a fracturing section by the two expanded rubber packers;
step six: constant-pressure water is injected into the fracturing section by using a hydraulic pump, after the constant-pressure water injection is finished, the hydraulic pump is replaced by a pulse water injector, pulse pressure is applied into the fracturing section by using the pulse water injector, and the surrounding rock of the stress increasing area 4 is subjected to pulse hydraulic fracturing by the pulse pressure; specifically, the constant-pressure water injection flow is 5L/min-10L/min, the loading waveform of the pulse water injector is a sine wave, the pulse frequency of the pulse water injector is 0.1 Hz-1 Hz, the upper limit pulse pressure is the surrounding rock crushing pressure, and the lower limit pulse pressure is 50% -75% of the surrounding rock crushing pressure; the secondary energy release of the wall surrounding rock of the well wall is realized through the pulsating hydraulic fracturing of the surrounding rock of the stress heightening area 4;
step seven: comparing the time of applying pulsating pressure every time, and when the time difference of applying pulsating pressure twice exceeds 1 time or the pulsating pressure is not applied, showing that the surrounding rock of the internal stress increasing area 4 of the pressure relief hole 1 is fractured and the strain energy of the surrounding rock is released;
step eight: unloading the pressure in the fracturing section to atmospheric pressure, then relieving the pressure of the two rubber packers, and then removing the rubber packers subjected to pressure relief from the pressure relief holes 1;
step nine: repeating the third step to the ninth step, and completing the pulsating hydraulic fracturing of the surrounding rock of the pressure increasing area 4 in the rest pressure relief holes 1;
step ten: measuring the pressure relief holes 1 which finish the pulsating hydraulic fracturing of the surrounding rock of the pressure increasing area 4 by using an ultrasonic measuring instrument until the stress of the surrounding rock of the well wall is determined to be balanced again; specifically, ultrasonic measurement is performed every 12 hours, and the period of the ultrasonic measurement is 3 to 5 days;
step eleven: cleaning the grouting holes 2 by using a high-pressure air pipe, then installing grouting pipes in the grouting holes 2, then sealing the grouting holes 2, and finally installing grout stop valves on the grouting pipes; specifically, the grouting holes 2 adopt an anchoring agent as a hole sealing material, and the hole sealing length is 0.3-0.5 m;
step twelve: injecting high-water materials into the grouting holes 2 through the grouting pipes in a high-pressure interval grouting mode, and plugging the grouting pipes through the grout stop valves after grouting is finished; specifically, the grouting pressure is 3.5MPa, the grouting maintaining time is 10 minutes, and the plugging time of the grouting pipe after grouting is 1 hour;
step thirteen: cleaning the pressure relief hole 1 by using a high-pressure air pipe, then installing a grouting pipe in the pressure relief hole 1, then sealing the pressure relief hole 1, and finally installing a grout stop valve on the grouting pipe;
fourteen steps: injecting cement and water glass mixed slurry into the pressure relief hole 1 in a high-pressure grouting mode through a grouting pipe, and plugging the grouting pipe through a grout stop valve after grouting is finished; specifically, the grouting pressure is 3.5MPa, the grouting maintaining time is 10 minutes, and the plugging time of a grouting pipe after grouting is 1 hour;
step fifteen: repeating the eleventh step to the fourteenth step, and completely performing grouting construction on the rest pressure relief holes 1 and the grouting holes 2;
sixthly, the steps are as follows: measuring the wall surrounding rock of the well after the grouting step is finished by using an ultrasonic measuring instrument, if the wall surrounding rock does not meet the design requirement, performing supplementary drilling, then repeating the third step to the fifteenth step, performing fracturing energy release and high-pressure grouting on the pressure relief holes 1 and the grouting holes 2 in supplementary construction until the wall surrounding rock of the well reaches the design requirement after ultrasonic measurement;
seventeen steps: the construction method comprises the steps of supporting a formwork on the inner side of a wall surrounding rock of a well, then pouring concrete in the formwork, enabling the concrete to be configured by a ground mixing station, enabling the concrete to go downstairs by a bottom-dump bucket, enabling the concrete to enter the formwork through an ash separator and an ash chute, vibrating the concrete in the formwork in a layering mode by a vibrating spear, waiting for solidification of the concrete after vibration is finished, detaching the formwork after the concrete reaches the designed strength, and finally forming a concrete lining 6, wherein the deep vertical shaft after construction is finished is shown in figures 1-3.
The embodiments are not intended to limit the scope of the present invention, and all equivalent implementations or modifications without departing from the scope of the present invention are intended to be included in the scope of the present invention.
Claims (10)
1. A deep well wall fracturing energy release and high-pressure grouting combined construction method is characterized by comprising the following steps:
the method comprises the following steps: performing anchor net temporary support on the wall surrounding rock of the well;
step two: constructing pressure relief holes and grouting holes around the wall surrounding rock by adopting a guide rail type rock drill;
step three: cleaning the constructed pressure relief holes and grouting holes by using an air compressor;
step four: measuring the pressure relief hole by using an ultrasonic measuring instrument, and respectively determining a stress reduction area, a stress increase area and an original ground stress area of the wall surrounding rock of the well wall in the radial direction of the well shaft;
step five: conveying two rubber packers to a stress increasing area in a pressure relief hole by using a drill rod, wherein the two rubber packers are respectively positioned at the starting end and the tail end of a shaft in the stress increasing area in the radial direction, then pressurizing the two rubber packers by using a hydraulic pump to expand the two rubber packers, and sealing the inner area of the hole between the two rubber packers into a fracturing section by using the expanded two rubber packers;
step six: constant-pressure water is injected into the fracturing section by using a hydraulic pump, after the constant-pressure water injection is finished, the hydraulic pump is replaced by a pulse water injector, pulse pressure is applied into the fracturing section by using the pulse water injector, and surrounding rocks in a stress increasing area are subjected to pulse hydraulic fracturing by the pulse pressure;
step seven: comparing the time of applying pulsating pressure every time, and when the time difference of applying pulsating pressure twice exceeds 1 time or the pulsating pressure is not applied, indicating that the surrounding rock in the stress increase area in the pressure relief hole is fractured and the strain energy of the surrounding rock is released;
step eight: unloading the pressure in the fracturing section to atmospheric pressure, then relieving the pressure of the two rubber packers, and then removing the rubber packers subjected to pressure relief from the pressure relief holes;
step nine: repeating the third step to the ninth step, and completing the pulsating hydraulic fracturing of the surrounding rock in the pressure increasing area in the rest pressure relief holes;
step ten: measuring the pressure relief holes subjected to the pulsating hydraulic fracturing of the surrounding rock in the pressure increasing area by using an ultrasonic measuring instrument until the stress of the surrounding rock of the well wall is determined to be balanced again;
step eleven: cleaning the grouting holes by using a high-pressure air pipe, then installing grouting pipes in the grouting holes, then sealing the grouting holes, and finally installing grout stop valves on the grouting pipes;
step twelve: injecting high-water materials into the grouting holes through the grouting pipes in a high-pressure interval grouting mode, and plugging the grouting pipes through the grout stop valves after grouting is finished;
step thirteen: cleaning the pressure relief holes by using a high-pressure air pipe, then installing grouting pipes in the pressure relief holes, then sealing the pressure relief holes, and finally installing grout stop valves on the grouting pipes;
fourteen steps: injecting the mixed slurry of cement and water glass into the pressure relief hole in a high-pressure grouting mode through the grouting pipe, and plugging the grouting pipe through the grout stop valve after grouting is finished;
step fifteen: repeating the eleventh step to the fourteenth step, and completely performing grouting construction on the rest pressure relief holes and grouting holes;
sixthly, the step of: measuring the wall surrounding rock of the well after the grouting step is finished by using an ultrasonic measuring instrument, if the wall surrounding rock does not meet the design requirement, performing supplementary drilling, then repeating the third step to the fifteenth step, performing fracturing energy release and high-pressure grouting on the pressure relief holes and the grouting holes in supplementary construction until the wall surrounding rock of the well reaches the design requirement after ultrasonic measurement;
seventeen steps: the method comprises the steps of supporting a formwork on the inner side of the wall surrounding rock of a well, then pouring concrete in the formwork, configuring the concrete by a ground mixing station, descending the concrete from a bottom-dump bucket, then entering the formwork through an ash distributor and an ash sliding pipe, vibrating the concrete in the formwork in a layering mode by a vibrating rod, waiting for the concrete to be solidified after the vibration is finished, and finally forming the concrete lining after the concrete reaches the designed strength and is disassembled.
2. The deep well wall fracturing energy release and high-pressure grouting combined construction method according to claim 1, characterized in that: in the first step, the length of anchor rods in the temporary support of the anchor net is 3m, the diameter of the anchor rods is 20mm, the row spacing of the anchor rods is 1.5m, the model of the anchor rods is HRB400, and the diameter of meshes of the metal net is 6 mm.
3. The deep well wall fracturing energy release and high-pressure grouting combined construction method according to claim 1, characterized in that: in the second step, the number of the pressure relief holes is 8, the 8 pressure relief holes are uniformly distributed along the circumferential direction of the shaft, the hole depth of each pressure relief hole is 5-10 m, the hole diameter of each pressure relief hole is 40mm, the pressure relief holes incline downwards and have an inclination angle of 30 degrees, the number of the grouting holes is 8, the 8 grouting holes are uniformly distributed along the circumferential direction of the shaft, the hole depth of each grouting hole is 3-5 m, and the hole diameter of each grouting hole is 60 mm; the grouting holes are distributed on two sides of the pressure relief holes in the axial direction of the shaft, the vertical distance between the grouting holes and the pressure relief holes in the axial direction of the shaft is 400mm, and the grouting holes and the pressure relief holes are alternately distributed in the circumferential direction of the shaft.
4. The deep well wall fracturing energy release and high-pressure grouting combined construction method according to claim 1, characterized in that: in the third step, the air volume of the air compressor is 3m 3 /min～6m 3 Min, the wind pressure of the wind press is 0.7MPa, and the wind pressThe diameter of the water outlet pipe is 25mm, and the diameter of the blast pipe of the air compressor is 10 mm.
5. The deep well wall fracturing energy release and high-pressure grouting combined construction method according to claim 1, characterized in that: in the fourth step, the probe of the ultrasonic measuring instrument is firstly sent to the bottom of the pressure relief hole, then the probe is moved towards the hole opening side of the pressure relief hole, the movement rule of the probe is that the movement distance of 150mm and the movement distance of 300mm are alternately carried out, the wave velocity is recorded after the movement distance of 150mm is completed once, the amplitude is recorded after the movement distance of 300mm is completed once, the repeated measurement times of the alternation of the movement distance of 150mm and the movement distance of 300mm are 3-5 times until the hole opening of the pressure relief hole is measured, and finally the stress reduction area, the stress increase area and the original ground stress area of the wall surrounding rock of the well wall are determined according to the measurement results of the wave velocity and the hole depth.
6. The deep well wall fracturing energy release and high-pressure grouting combined construction method according to claim 1, characterized in that: in the sixth step, the constant-pressure water injection flow is 5L/min-10L/min, the loading waveform of the pulse water injector is sine wave, the pulse frequency of the pulse water injector is 0.1 Hz-1 Hz, the upper limit pressure of the pulse is the surrounding rock crushing pressure, and the lower limit pressure of the pulse is 50% -75% of the surrounding rock crushing pressure.
7. The deep well wall fracturing energy release and high-pressure grouting combined construction method according to claim 1, characterized in that: in step ten, ultrasonic measurement is performed every 12 hours for a period of 3 to 5 days.
8. The deep well wall fracturing energy release and high-pressure grouting combined construction method according to claim 1, characterized in that: in the eleventh step, the grouting holes adopt an anchoring agent as a hole sealing material, and the hole sealing length is 0.3 m-0.5 m.
9. The deep well wall fracturing energy release and high-pressure grouting combined construction method according to claim 1, characterized in that: in the twelfth step, the grouting pressure is 3.5MPa, the grouting maintaining time is 10 minutes, and the plugging time of the grouting pipe after grouting is 1 hour.
10. The deep well wall fracturing energy release and high-pressure grouting combined construction method according to claim 1, characterized in that: in the fourteenth step, the grouting pressure is 3.5MPa, the grouting maintaining time is 10 minutes, and the plugging time of the grouting pipe after grouting is 1 hour.
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| CN117780354A (en) * | 2024-02-28 | 2024-03-29 | 安徽建筑大学 | Method for reinforcing bottom of shaft of coal mine vertical shaft to be built by thick loose layer thin bedrock by sparse-filling |
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