CN113374481A - Well drilling method well sinking process with drilling before and after - Google Patents
Well drilling method well sinking process with drilling before and after Download PDFInfo
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- CN113374481A CN113374481A CN202110639895.3A CN202110639895A CN113374481A CN 113374481 A CN113374481 A CN 113374481A CN 202110639895 A CN202110639895 A CN 202110639895A CN 113374481 A CN113374481 A CN 113374481A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B21/00—Methods or apparatus for flushing boreholes, e.g. by use of exhaust air from motor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/11—Lining shafts; Linings therefor with combinations of different materials, e.g. wood, metal, concrete
Abstract
The invention provides a drilling method well sinking process of firstly drilling and then drilling, which comprises the following steps: s1, forming a shaft by drilling from top to bottom, filling slurry for meeting the temporary stability requirement of an unstable section into the shaft while drilling, performing reverse circulation deslagging by using pump-pumped slurry, and discharging slag generated in the drilling process from the upper part of the shaft by using the slurry; s2, after the shaft is drilled, discharging slurry in the shaft in sections, and reinforcing surrounding rocks of the unstable section from top to bottom, namely reinforcing the surrounding rocks from top to bottom in a manner that the slurry is discharged and reinforced in sections; and S3, after the surrounding rock of the unstable section is reinforced, permanently supporting the inner wall of the shaft from bottom to top. The invention has the advantages of rapid and safe tunneling by a drilling and sinking method, and simultaneously has the advantages of simple support and good economical efficiency by a common sinking method.
Description
Technical Field
The invention relates to the field of shaft construction in underground engineering, in particular to a drilling method shaft sinking process of firstly drilling and then drilling.
Background
The common shaft sinking method is that mine blasting is directly adopted to carry out shaft excavation, temporary support and well wall masonry operation in a water-free stable stratum, an umbrella-shaped drill frame or a hand-held pneumatic rock drill is adopted to drill blastholes, explosive is filled, detonators are installed, detonating lines are connected, blasting, a grab bucket rock filling machine is adopted to fill rock, a bucket is used for discharging waste rock, bottom cleaning is carried out manually or by a digging machine, reinforcing steel bars are bound, a formwork is used for pouring concrete, pipe cable extension, hanging scaffold positioning and the like. The common shaft sinking method is a main shaft sinking method, and has the advantages of wide application range, simple process, less equipment and low cost. But the common method sinking has the problems of low mechanization degree, more personnel going into the well, poor operation environment, more potential safety hazards and the like.
The well drilling method is a fully mechanical comprehensive well drilling technology, a special drilling machine is adopted to directly drill out a well hole from the ground, then a well wall prefabricated on the ground is floated and sunk into the drilled well hole section by section, finally, replacement filling is carried out behind the wall to form a vertical shaft, and all working personnel work on the ground in the whole well drilling process. The drilling method has the advantages of high drilling speed and high mechanization degree, can adapt to stratums containing more water, but the diameter of a shaft of the drilling method is limited, the wall of a well is thick, the grade of concrete is high, the wall of the well is prefabricated and stacked to occupy a large amount of places, and the requirements are difficult to meet in the areas with limited places and high environmental requirements.
Through the search and discovery of a Chinese patent with the application number of 201510302988.1, an upward raise and reverse well drilling process is provided, which comprises the following steps: (1) carrying out geological survey on a stratum to be drilled and determining the size of an inclination angle of the stratum; (2) installing an upward raise boring machine; (3) drilling a shaft; (4) and (5) well wall supporting. Although the raise-boring process proposed in the patent does not need to arrange a drilling machine on a ground wellhead and bore from bottom to top, the raise-boring process still needs a lower tunnel or an underground space, the height of a vertical shaft constructed by the method is limited and is limited by the size of the lower space, and a drill bit drops from bottom to top due to the dead weight of broken rock debris and discharges the slag from bottom to top. For most shaft projects, the shaft needs to be drilled downwards on the ground, the shaft needs to be used for entering the underground, so that the construction of an underground space is assisted, and the application range of a raise-boring process is limited. The raise-boring process of the above patent is not good for treating unstable stratum in the boring process, and has great influence on the subsequent boring and the lower support safety when encountering unstable stratum or water-bearing stratum, and after boring, the integral metal template is used for building walls of the stratum with unstable structure, and the treatment for unstable stratum is from bottom to top, so that the danger of other unstable sections at the upper part to the lower part cannot be avoided.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a drilling method well sinking process with drilling before and after.
The invention provides a drilling method well sinking process of firstly drilling and then drilling, which comprises the following steps:
s1, forming a shaft by drilling from top to bottom, filling slurry for meeting the temporary stability requirement of an unstable section into the shaft while drilling, performing reverse circulation deslagging by using pump-pumped slurry, and discharging slag generated in the drilling process from the upper part of the shaft by using the slurry;
s2, after the shaft is drilled, discharging slurry in the shaft in a sectional manner, and reinforcing surrounding rocks of an unstable section from top to bottom, namely reinforcing the surrounding rocks from top to bottom in a manner that the slurry is discharged for one section and is reinforced for one section;
and S3, after the surrounding rock of the unstable section is reinforced, permanently supporting the inner wall of the shaft from bottom to top.
Preferably, in S1, before the drilling, the method further includes:
and adopting a slope releasing excavation method or a drilling and blasting method excavation method for the surface soil layer section of the shaft to be drilled, wherein the slope releasing excavation method is adopted and used as a locking port disc for the shallower surface soil layer section, and the drilling and blasting method excavation method is adopted and used as the locking port disc and primary support for the thicker surface soil layer section.
Preferably, in S1, before filling the slurry for meeting the temporary stability requirement of the unstable section into the wellbore, the method further includes:
determining the amount of mud to be filled according to the early-stage geological survey result and the actual drilling condition, wherein if an unstable stratum or a water-bearing stratum exists in the bedrock section, the amount of mud to be filled is required to ensure that the liquid level of the mud is not lower than the top surface of the unstable stratum or the water-bearing stratum and the set safe distance is kept; if the integral stability of the bedrock section is better, unstable strata or aquifers do not exist, and the required mud filling amount can ensure normal drilling.
Preferably, in the step S1, the wellbore is formed by drilling from top to bottom, wherein the wellbore is formed by drilling from top to bottom by a drilling machine.
Preferably, in S2, the unstable section surrounding rock is reinforced from top to bottom, where the unstable section surrounding rock is reinforced by grouting, and the grouting reinforcement is performed from top to bottom according to a manner that slurry is discharged for a section and is reinforced for a section.
Preferably, after the unstable section surrounding rock is reinforced by grouting, bolting and shotcreting metal mesh supports or temporary support supports are utilized.
Preferably, in S3, the shaft is permanently supported from bottom to top, wherein the shaft is supported by bolting and shotcrete or integrally casting concrete, and the shaft is bonded to the wall by using an anchor rod or a wall base.
The process is suitable for shaft sinking construction of a deep bedrock shaft, drilling of harder surrounding rock can be achieved by using a drilling machine technology and materials at present, for shaft sinking construction of the surrounding rock, drilling is faster and more efficient by using the drilling machine, adverse factors of a common shaft sinking method are avoided, meanwhile, self-stability of the surrounding rock is utilized, reinforcing and temporary supporting measures of the surrounding rock are supplemented, a supporting form of a floating sinking shaft wall is not needed, a form of pouring concrete is adopted, occupied area is small, material consumption is small, and economical efficiency is good.
Compared with the prior art, the invention has at least one of the following beneficial effects:
the process of the invention has the advantages that the well drilling method is utilized to ensure that the shaft drilling speed is high, and personnel are not needed to go into the well in the excavation process; the mud is used for keeping the unstable stratum temporarily stable in the drilling process, has the functions of well flushing, slag discharging and temporary supporting, and reinforces the surrounding rock of the unstable section from top to bottom after the drilling is finished, so that the safety in the subsequent reinforcement and supporting construction is ensured, and the danger of the surrounding rock of other unstable sections at the upper part to the lower part is avoided; the slag discharging mode is different from a reverse well method, the reverse well method needs a lower tunnel or an underground space firstly, broken rock debris falls down by self weight from bottom to top by using a drill bit, and the broken rock debris is discharged downwards.
Compared with the common shaft sinking method, the process has the advantages that the drilling speed of the drilling machine is high, the disturbance to rock mass around the vertical shaft is small, the underground construction is not needed in the drilling process, and the drilling construction safety is guaranteed; compared with the traditional drilling method, a large amount of fields occupied by prefabricating, stacking and hoisting equipment of the well wall in the drilling method are reduced, the supporting form can be flexibly selected according to the specific conditions after the surrounding rock is exposed in the supporting form, the thickness of the supporting well wall is small compared with the well wall in the drilling method, the required concrete grade is low, the cost is saved, the slurry liquid level does not need to be filled in a shaft, the waste slurry treatment work is reduced, and the damage to the environment is small; the method has the advantages of high speed and safety in the drilling and sinking method, and has the advantages of simple support and good economical efficiency in the common sinking method.
Drawings
Other features, objects and advantages of the invention will become more apparent upon reading of the detailed description of non-limiting embodiments with reference to the following drawings:
FIG. 1 is a schematic diagram of the overall construction of a first-drill-then-second-drill drilling sinking process in accordance with a preferred embodiment of the present invention;
FIG. 2 is a schematic diagram of step S1 of the drilling-before-drilling well sinking process of a preferred embodiment of the present invention;
FIG. 3 is a schematic diagram of step S2 of the drill-before-drill drilling well sinking process of a preferred embodiment of the present invention;
FIG. 4 is a schematic diagram of step S3 of the drill-before-drill drilling well sinking process of a preferred embodiment of the present invention;
the scores in the figure are indicated as: 1 is a surface soil layer section, 2 is a bedrock section, 3 is a locking disc, 4 is a drill bit, 5 is a drill rod, 6 is mud, 7 is a derrick, 8 is a surrounding rock reinforcing structure, and 9 is a permanent support.
Detailed Description
The present invention will be described in detail with reference to specific examples. The following examples will assist those skilled in the art in further understanding the invention, but are not intended to limit the invention in any way. It should be noted that variations and modifications can be made by persons skilled in the art without departing from the spirit of the invention. All falling within the scope of the present invention.
The length of a certain planned expressway tunnel exceeds 20km, the planned expressway tunnel is an overlong tunnel, and the maximum burial depth is about 1150 m. The technical standard is designed according to 100km/h of a bidirectional four-lane highway, four vertical wells are arranged in a tunnel, the depth of each vertical well is 500m-700m, the elevation of the well head of each vertical well is 3400m-3600m, the well head is positioned in a high-elevation area, the ecology is fragile, the terrain is narrow, and the construction site is limited. The surface soil layer of the vertical shaft of the project part is shallow, most of the vertical shaft is positioned in a bedrock section with the lithology of granite, amphibole and granite amphibole, and the lithology is hard. In order to improve the construction efficiency and consider geological conditions, a drilling method well drilling process of drilling before and after is adopted for selecting part of the vertical wells, however, the construction difficulty of the vertical wells is high, the process is complex, and each procedure needs to be specifically demonstrated and refined according to actual conditions during specific construction.
Referring to fig. 1, there is shown a general schematic diagram of a drilling-before-drilling and drilling-after-drilling well sinking process according to a preferred embodiment of the present invention, which includes the following steps:
s1, drilling a shaft from top to bottom by using the drill bit 4, filling slurry into the shaft while drilling, and performing reverse circulation slag discharge by using pump-pumped slurry, namely discharging slag (drilling slag) generated in the drilling process from the upper part of the shaft by using the slurry; the reverse circulation slag discharge slurry is fed from an orifice of a shaft, is pumped by means of a pump and the like, and then is lifted by the drill stem 5 to enter a slurry tank through the slurry carrying crushed slag (drilling slag).
And S2, after the shaft is drilled, discharging the slurry in the shaft in a sectional manner, and reinforcing the unstable section surrounding rock from the position above the slurry liquid level in the shaft to the position below the slurry liquid level from top to bottom, namely realizing the surrounding rock reinforcing structure 8 from top to bottom according to the way of discharging the slurry for one section and reinforcing the section.
And S3, after the surrounding rock of the unstable section is reinforced, a permanent support 9 is applied to the shaft from bottom to top. When the method is implemented specifically, one layer or two layers of supporting structures are arranged on the inner wall of the shaft or the reinforced inner wall of the shaft and are used as permanent stress structures to be tightly attached to surrounding rocks so as to ensure the safety in the operation process.
Before the steps are implemented, referring to fig. 1, a derrick is built right above a shaft to be drilled, a drill rod 5 is installed in the center of the derrick, a drill bit 4 is located at the tail of the drill rod 5, the drill rod 5 is driven by a large-scale ground drilling machine, and the drill rod 5 drives the drill bit 4, so that rock and soil mass is crushed.
Referring to fig. 2, in the above S1, before drilling, a slope-releasing excavation or drilling-blasting excavation is performed on the surface soil layer section 1 of the shaft, a slope-releasing excavation is performed on a shallow surface soil layer, a fore shaft disc 3 is formed on a concrete well ring poured at a fore shaft opening after the excavation, a first layer of permanent support is formed at the fore shaft opening, an excavation side slope is reinforced by a phi 42 grouting small guide pipe, a phi 8 reinforcing mesh and a sprayed concrete slope with a thickness of 10cm to 15cm are used on the surface of the excavation side slope, and concrete is backfilled between the back of the fore shaft disc 3 and the side slope, so that the fore shaft opening and a nearby field are stabilized, and a shaft sinking facility is convenient to install. The thick surface soil layer 1 is excavated by adopting a drilling and blasting method, a combined lining structure combining primary support and secondary lining is adopted in the drilling and blasting section, the surface soil layer is not stable enough, the primary support construction is required immediately after the excavation, the primary support can adopt anchor-shotcrete support and profile steel arch frames, and the secondary lining is constructed after the whole vertical shaft is completely excavated. The shallow range refers to the height of the slope, and the slope and the height of the slope can be calculated according to rock parameters, and are generally 10m-20 m; the thicker means that the thickness of the concrete cannot be constructed in a slope releasing mode, and is generally more than 20 m.
Referring to fig. 2, in the above step S1, the drilling machine is used to drill the bedrock section 2 of the shaft from top to bottom, the pump is used to pump the slurry 6 to discharge the slag in a reverse circulation manner, the amount of the slurry to be filled is determined according to the previous geological survey result and the actual drilling situation, if the bedrock section has an unstable stratum or aquifer, the liquid level of the slurry 6 should be not lower than the top surface of the unstable stratum or aquifer and a certain safety distance is kept, and if the integral stability of the bedrock section is good and there is no unstable stratum or aquifer, the amount of the slurry is ensured to be normally drilled. During drilling, a drill bit 4 of a drilling machine is used for crushing rock, the drill bit 4 is washed by the continuously circulated slurry 6, the slurry 6 carries drilling slag to rise from a drill rod 5 to enter a slurry pool, and the precipitated slurry 6 flows into a shaft to form reverse circulation.
Referring to fig. 3, in S2, the unstable section surrounding rock (i.e., the broken surrounding rock section) is reinforced 8 by grouting, and the broken surrounding rock is integrated by grouting or the like, so that the stability is improved, and the grouting also blocks water at the water outlet point of the surrounding rock; during specific construction, grouting into surrounding rocks by using a guide pipe with a grouting hole, and further drilling an anchor rod on the surface of unstable surrounding rocks for more serious unstable surrounding rocks, hanging a metal mesh on the surface of the surrounding rocks for supporting and spraying concrete; and whether further construction temporary support is needed can be judged according to the actual instability degree of the site. And (4) reinforcing the unstable section surrounding rock from top to bottom according to the way of discharging slurry for one section and reinforcing the section. In actual construction, the principle of 'dynamic design and dynamic construction' is adopted to ensure the stability of surrounding rocks.
The construction platform used when reinforcing unstable section surrounding rock can adopt a hanging scaffold of a common shaft sinking method, is similar to the common shaft sinking method, can be carried out by utilizing a sealing disc, a fixed disc, a hanging scaffold, a rope stabilizing disc and the like in the construction of the common shaft sinking method, and the arrangement mode of each device is also similar to the common shaft sinking method.
The grouting reinforcement mode is adopted for the unstable surrounding rock, and the targeted selection is performed according to the surrounding rock crushing condition and the water content, so that the effects of stabilizing the surrounding rock and blocking water are achieved. For example: for the better bed rock section of the surrounding rock mass, the surrounding rock can be stabilized without constructing a supporting structure, if the rock mass is broken, the stability is poor, and if the rock mass is not reinforced, the surrounding rock of the upper unstable section can collapse in the subsequent permanent supporting process, so that an accident is caused. Carry out core-taking reconnaissance through the drilling before the shaft construction to do the experiment, judge the rock mass condition according to lithology parameter, whether in order to confirm whether need slip casting reinforcement, mainly judge from two points: the degree of rock mass fracture and the degree of water retention.
Referring to fig. 4, in S3, the permanent support 9 is formed by a shotcrete support or a cast-in-place concrete support, and is bonded to the shaft wall by an anchor rod or a wall base. The construction of supporting well wall also uses hanging scaffold as construction platform, uses unstable section surrounding rock to reinforce all the trays falling to the bottom, and applies well wall from bottom to top.
Compared with the traditional drilling method, the process of the embodiment of the invention comprises the following steps: the invention utilizes the advantages of high drilling speed and no need of personnel to go into the well in the excavation process of the drilling method aiming at the deep bedrock vertical well with better surrounding rock conditions under the permission of the drill rod and drill bit materials, but is different from the traditional drilling method in that the invention does not adopt the mode of suspending and sinking the well wall and has the following advantages:
the slurry preparation method has the advantages that suspension sinking is not needed, slurry is not needed to be filled in the well barrel in the excavation process, the requirement for temporary stability of the unstable section is met, and the cost of slurry preparation treatment is reduced.
Secondly, the well wall thickness of the well drilling method is large, the material strength requirement is high, the supporting form of the common well drilling method is adopted, the well wall and the well wall are bonded by utilizing an anchor rod, a wall seat and the like, the self-weight pressure of the upper part is reduced, the cross section of the well wall is in a triaxial stress state from the beginning of installation, the well wall and surrounding rocks act together to bear the load, the well wall can be set to be a drainage type lining to reduce the water pressure, the requirements on the well wall thickness and the material strength are low, and the material cost is greatly reduced;
and thirdly, all well walls need to be prefabricated in advance, and a large amount of sites occupied by well wall prefabricating, stacking and hoisting equipment are difficult to realize under the requirements of a plurality of project sites and environments.
The method is not influenced by surrounding rock water discharge in the shaft drilling process, once water is discharged in the common shaft sinking construction process, the construction safety and the construction efficiency are greatly influenced, no constructor exists underground in the shaft drilling process, and a certain amount of water is beneficial to drilling and slag discharge.
The foregoing description of specific embodiments of the present invention has been presented. It is to be understood that the present invention is not limited to the specific embodiments described above, and that various changes or modifications may be made by one skilled in the art within the scope of the appended claims without departing from the spirit of the invention.
Claims (7)
1. A drilling method well sinking process of drilling before and after is characterized by comprising the following steps:
s1, forming a shaft by drilling from top to bottom, filling slurry for meeting the temporary stability requirement of an unstable section into the shaft while drilling, performing reverse circulation deslagging by using pump-pumped slurry, and discharging slag generated in the drilling process from the upper part of the shaft by using the slurry;
s2, after the shaft is drilled, discharging slurry in the shaft in a sectional manner, and reinforcing surrounding rocks of an unstable section from top to bottom, namely reinforcing the surrounding rocks from top to bottom in a manner that the slurry is discharged for one section and is reinforced for one section;
and S3, after the surrounding rock of the unstable section is reinforced, permanently supporting the inner wall of the shaft from bottom to top.
2. The drilling and sinking process of claim 1, wherein prior to drilling, the step of S1 further comprises:
and adopting a slope releasing excavation method or a drilling and blasting method excavation method for the surface soil layer section of the shaft to be drilled, wherein the slope releasing excavation method is adopted and used as a locking port disc for the shallower surface soil layer section, and the drilling and blasting method excavation method is adopted and used as the locking port disc and primary support for the thicker surface soil layer section.
3. The drilling and sinking process of claim 1, wherein the step S1, before filling the borehole with the slurry for meeting the temporary stability requirement of the unstable section, further comprises:
determining the amount of mud to be filled according to the early-stage geological survey result and the actual drilling condition, wherein if an unstable stratum or a water-bearing stratum exists in the bedrock section, the amount of mud to be filled is required to ensure that the liquid level of the mud is not lower than the top surface of the unstable stratum or the water-bearing stratum and the set safe distance is kept; if the integral stability of the bedrock section is better, unstable strata or aquifers do not exist, and the required mud filling amount can ensure normal drilling.
4. The drilling and sinking process of claim 1, wherein in S1 the wellbore is formed by drilling from top to bottom, wherein the wellbore is formed by drilling from top to bottom with a drilling rig.
5. The drilling method well sinking process of claim 1, wherein in S2, the unstable section surrounding rock is reinforced from top to bottom, wherein the unstable section surrounding rock is reinforced by grouting, and the grouting reinforcement is performed from top to bottom according to the way that the mud is discharged for one section and the reinforcing section is performed.
6. The drilling and sinking process of claim 5, wherein the unstable surrounding rock is reinforced by grouting and then supported by bolting with a metal net or temporary support.
7. The drilling and sinking process of claim 1, wherein in step S3, the shaft is permanently supported from bottom to top, and wherein the shaft is supported by bolting or concreting, and the shaft is bonded to the shaft by using a bolt or a wall base.
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| CN202110639895.3A CN113374481A (en) | 2021-06-09 | 2021-06-09 | Well drilling method well sinking process with drilling before and after |
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| CN202110639895.3A CN113374481A (en) | 2021-06-09 | 2021-06-09 | Well drilling method well sinking process with drilling before and after |
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2021
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