CN115126441B - Vertical deep drilling grouting and stopping process - Google Patents
Vertical deep drilling grouting and stopping process Download PDFInfo
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- CN115126441B CN115126441B CN202210954673.5A CN202210954673A CN115126441B CN 115126441 B CN115126441 B CN 115126441B CN 202210954673 A CN202210954673 A CN 202210954673A CN 115126441 B CN115126441 B CN 115126441B
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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
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices, or the like
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
Abstract
The invention belongs to the technical field of tunnel engineering, and provides a vertical deep drilling grouting and grouting process.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a vertical deep drilling grouting construction process for a tunnel to pass through a water-rich karst geological zone near a large river.
Background
The disclosure of this background section is only intended to increase the understanding of the general background of the invention and is not necessarily to be construed as an admission or any form of suggestion that this information forms the prior art already known to those of ordinary skill in the art.
In recent years, urban subway tunnels are rapidly developed. Poor geologic bodies are frequently encountered in the urban subway tunnel construction process, and karst geology which develops near a large river is a common type. Thus, tunnel penetration tends to be a controlling factor in engineering.
At present, in the tunnel construction process, a grouting method is a common method for treating poor karst geology of a tunnel passing through. On one hand, the karst geological grouting is to press the slurry into a karst channel under a certain pressure, fill karst cracks by using the hardened product, and achieve the purposes of blocking the water channel and blocking water. On the other hand, due to the hydration of the slurry, a combination body with certain strength can be formed in the pores, so that the strength of rock-soil body in front of the face is enhanced. The current common grouting method comprises full-section advanced pre-grouting, peripheral curtain grouting, partial section grouting and the like. The conventional karst geological section grouting process still has the defects of uneven slurry diffusion distance, serious slurry leakage phenomenon, easiness in dilution by underground water, slow strength increase of stone bodies and the like, cannot meet the drainage and water shutoff requirements in the tunnel construction period, is not beneficial to subsequent construction, and simultaneously has higher requirements on drainage in the operation period.
Disclosure of Invention
In order to solve the problems, the invention provides a tunnel construction method of a vertical deep drilling grouting and grouting process, which adopts a grouting scheme that ground surface vertical drilling is adopted, and a water guide channel of a water-rich karst zone is blocked through partition grouting, so that the problems that the water moving speed of a target karst zone is high, grouting materials are difficult to remain can be solved, and a peripheral water stop belt structure of a tunnel to be built is formed, thereby improving the stability of surrounding rocks in the tunnel excavation stage of the water-rich karst zone, improving the safety coefficient in the tunnel excavation stage, and having wider application range.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
in a first aspect of the present invention, there is provided a vertical deep borehole grouting and stopping process comprising:
performing advanced geological forecast on the pre-grouting section, determining the working condition of a water guide and storage channel of the target section by combining with a geotechnical test, dividing the target section into a plurality of continuous areas consisting of key reinforcement areas and general reinforcement areas, and making a grouting scheme;
performing a pre-grouting test in the divided grouting area to determine grouting pressure;
determining a tunnel excavation contour line on the earth surface along the tunnel advancing direction, and dividing grouting holes into outer curtain drilling holes, middle drilling holes and inner filling drilling holes;
carrying out quick grouting on the two sides and the top of the tunnel to form a water stop wall; grouting operation is firstly carried out on outer curtain drilling holes on two sides of a tunnel, grouting is carried out according to the principle that the holes are separated from each other from the middle to the two sides, and construction is carried out along the cross section direction of the tunnel in the direction from the outer side of the water stop wall to the central line direction of the tunnel, so that the grouting material is obtained.
In a second aspect of the invention, there is provided an underground continuous water stop wall formed by the process described above.
In a third aspect of the invention, the application of the underground continuous water stop wall in tunnel construction is provided.
The beneficial effects of the invention are that
(1) According to the invention, the soil body around the tunnel is reinforced by the earth surface grouting right above the karst geological region tunnel to be excavated, karst water in the advancing direction of the tunnel is blocked, a water stop wall parallel to the excavation contour line of the tunnel is formed, and the safety guarantee is provided for subsequent excavation. According to the invention, grouting is innovatively performed vertically downwards from the ground surface, cement-water glass double-liquid slurry is adopted by a partition refined reinforcement scheme, so that the adjustable gelation time is realized, the coagulation of slurry under the condition of karst water is ensured, and meanwhile, the controllable diffusion distance of the slurry is realized. The karst water is cut off along the outer side of the tunnel profile by the effective underground continuous water stop wall, and meanwhile, the karst breaking belt around the tunnel is effectively reinforced, so that the safety coefficient in the tunneling process of the tunnel is improved, and the application is wider.
(2) The ground surface vertical deep hole grouting technology provided by the invention can be used for tunnel construction of karst water-rich zones, is low in cost and high in construction speed, can cut off underground moving water in karst areas, effectively reduces the possibility of sudden water burst in the tunnel excavation stage, improves the construction safety in the tunnel excavation stage, and improves the construction efficiency.
(3) The construction method is simple, has strong practicability and is easy to popularize.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention.
FIG. 1 is a flow chart of a construction method of the present invention;
FIG. 2 is a schematic diagram of a borehole structure according to the present invention;
FIG. 3 is a schematic illustration of the grouting method of the present invention;
FIG. 4 is a schematic view of a grouting water stop wall according to the present invention.
Detailed Description
It should be noted that the following detailed description is illustrative and is intended to provide further explanation of the invention. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs.
A tunnel construction method for vertical deep drilling grouting comprises the following steps:
the first step: carrying out advanced geological forecast on the pre-grouting section;
the method can adopt the methods of a seismic wave method, a ground penetrating radar method, a ground vertical drilling coring method and the like to carry out comprehensive advanced geological forecast on the excavated section, and the physical characteristics of the position, the size, the water quantity, the water pressure, the rock-soil body permeability coefficient, the poisson ratio and the like of a water guiding and storage channel of the target section are determined by combining with a geotechnical test, so that the target section is divided into a plurality of continuous areas consisting of a key reinforcement area and a general reinforcement area, and a grouting scheme is further formulated in a refined mode.
And a second step of: and (5) pre-grouting. And (3) preparing cement-water glass slurry on site, and ensuring the retention of the slurry under the condition of karst water. And performing a pre-grouting test in the divided grouting areas to determine grouting pressure. And finally, the grouting pressure is determined to be between 1.5 and 3.0 Mpa.
And a third step of: and (5) constructing a vertical grouting hole on the ground surface. And determining a tunnel excavation contour line on the ground surface along the tunnel advancing direction, and dividing the grouting holes into outer curtain drilling holes, middle drilling holes and inner filling drilling holes. The key reinforcement area adopts quincuncial hole arrangement of 4m x 4m, and the general reinforcement area adopts quincuncial hole arrangement with the row spacing of 6m x 6m.
Fourth step: and (5) carrying out quick grouting on the two sides and the top of the tunnel to form a water stop wall.
The grouting design depth is 4-6m above the arch top of the tunnel to be excavated to 4-6m below the tunnel.
Firstly, grouting operation is carried out on outer curtain drilling holes on two sides of a tunnel, for shallow earth surface sections, an advancing type sectional grouting process is adopted, each time of feeding is 3m, and grouting is carried out by using an orifice pipe. The deep karst development zone adopts a backward pressure maintaining grouting process, and grouting is carried out from deep to shallow in a sectional manner. Grouting is performed according to the principle that the grouting is performed from the middle to the two sides, and the construction sequence is from the outer side of the water stop wall to the central line direction of the tunnel along the cross section direction of the tunnel. In the grouting process, the grouting plug is tightly attached to the wall of the drilling hole through expansion, so that grouting pressure is maintained, and sectional grouting is realized.
And controlling the end of grouting by adopting a double control standard of combining single-hole grouting quantity and grouting final pressure. The final pressure reaches the design final pressure and exceeds the initial grouting pressure by 0.5 times or the stabilizing time exceeds 10min, and the actual grouting amount reaches more than 80 percent of design.
The calculation formula of the surface grouting amount comprises the following steps:
ΣQ＝vnα(1+β)
wherein: sigma Q is the total grouting amount (m 3 ) V is the volume (m) 3 ) N is the formation void fraction, α is the formation void filling fraction (0.9-1), and β is the slurry loss fraction (0.15).
Fifth step: grouting effect inspection
After grouting is finished, means such as a parameter analysis method, an inspection hole method, a drilling analysis method and the like can be adopted to comprehensively inspect grouting effect.
The water stop wall type water stop structure can form a closed water stop area in the outer side 4-6m of the tunnel contour line, and can effectively cut off karst water.
The invention will now be described in further detail with reference to the following specific examples, which should be construed as illustrative rather than limiting.
Example 1
As shown in fig. 1 to 4, the vertical deep drilling grouting and stopping process comprises the following steps:
the first step: carrying out geological advanced forecasting on the pre-grouting section;
the method can adopt seismic wave detection, a geological radar detects the pre-grouting section, and integrates various detection means to acquire physical characteristics such as position form, water pressure, water inflow amount, rock-soil mass permeability coefficient, poisson ratio and the like of a water guide channel in front of the excavation section as much as possible. Based on the method, the target section is divided into a plurality of continuous areas according to different parts and karst cave and fault development conditions, and a fine grouting scheme is formulated.
And a second step of: by pre-grouting the construction section, the actual required grouting parameters are measured. The grouting pressure, the spacing and the number of grouting holes are determined according to the slurry diffusion related data obtained by experimental grouting. Finally, the grouting pressure can be determined to be 1.5-3 MPa, and the grouting hole spacing is 4-6m.
And a third step of: drilling arrangement
And determining a tunnel excavation contour line on the earth surface along the tunnel advancing direction, and carrying out drilling arrangement on the earth surface according to a geophysical prospecting report. Drilling is divided into three categories: an outer curtain drilling, a middle row drilling and an inner filling drilling. The outward curtain drilling can enhance the filling compaction degree of the stratum around the treatment area and limit the diffusion range of the subsequent filling slurry; the middle row of drilling holes adopts higher pressure grouting to enhance the compaction effect; and (3) filling the drill holes in the inner part, and grouting by adopting a low-pressure infiltration filling mode.
Based on geophysical prospecting reports and geotechnical physical mechanical test results, carrying out section division along the horizontal direction, setting different grouting parameters according to different karst cave development conditions in each section, carrying out construction by adopting different grouting processes in combination with a ground stress distribution rule, and controlling grouting diffusion range. Generally, the reinforcement area adopts quincuncial holes with row spacing of 5mm, and the key reinforcement area adopts quincuncial holes with row spacing of 3 m.
And the curtain drilling holes (protective holes) at the outermost side of the tunnel and the internal filling drilling holes are sealed and fixed on the sleeve by adopting a mould bag hole sealing process. The pore diameter of the pore opening is 108mm, the pore opening is carried out until the bedrock is 10m, and the pore opening is carried out by adoptingA sleeve; the remaining section had a bore diameter of 75mm.
Fourth step: drilling construction
(1) The positions of the holes are applied according to the plan, and the deviation of the holes is not more than 50mm.
(2) The drilling construction adopts a vertical directional drilling process, avoids any inclination condition of drilling, prevents grouting diffusion blind areas caused by the inclination condition, improves the integrity of karst cave targeting grouting and grouting curtains, and ensures the overall grouting effect. In the drilling process, especially in the fault fracture zone bedrock section, when the condition that drilling flushing fluid is lost fast appears, grouting should be stopped, and the next drilling work can be carried out after two liquid grouting reinforcement.
(3) And (3) drilling and cleaning: after the drilling of each section is finished, a large amount of clean water is used for flushing the bottom of the hole immediately until the water is returned for cleaning, and the flushing time is not more than 20 minutes; the crack flushing method is determined by an on-site grouting test according to different geological conditions. The water pressure test is simple and easy, and the simple water pressure test is carried out after or in combination with the crack flushing. When the pressure is 80% of grouting pressure and is not more than 2MPa, the pressurized water is pressurized for 20min, the pressurized water flow is measured and read every 5min, the final flow value is taken as the calculated flow, and the result is expressed as the water permeability q.
(4) After drilling to the designed depth, burying the grouting pipe and the slurry returning pipe, keeping the bottom of the grouting pipe and the bottom of the hole for 50cm, preventing the soil and stone on the hole wall from dropping and the sediment from blocking the grouting pipe, and the idle time after drilling and flushing the final hole is not more than 24 hours.
Fifth step: grouting material selection
Aiming at the characteristics of good communication, abundant lateral water supply sources and high flow speed of karst stratum channel development, the invention selects a quick-setting grouting material C-S dual-liquid grouting material. The material takes cement and water glass as main agents, the cement and the water glass are injected in a certain proportion by adopting a double-liquid grouting mode, and the cement and the water glass can be injected into pores and cracks with smaller sizes, so that the slurry is effectively diffused, and meanwhile, the solidification time is controllable, and the rapid plugging can be realized in a region with larger underground water flow rate.
(1) The cement slurry is prepared by adding water into 425# ordinary Portland cement, stirring, and then properly adding aggregate and industrial brine with an ash ratio of 1: 0.5-1:1 (weight ratio).
(2) The water glass slurry concentration is typically 50 to 56 Baume degrees (Be '), where Be' has an effect on the C-5 slurry gel time and strength. Be's small gels fast Be's large gels slow. When the double slurry is injected, 30 to 40Be' of water glass is usually used, and water is added in advance, and the mixture is circularly stirred and diluted by a pump. By calculation: the water glass with 50-56 Baume degree (Be ') diluted to 30-40 Be' is added with water with the quantity V Water and its preparation method ≈1.03V Original source ≈V Original source . The effect of cement slurry water to water glass slurry volume ratio on gel time and strength is at C: s=1: the S slurry volume is reduced within the range of 0.3-1:1, the gel speed is reduced, and the strength is also high; s excessive strength is low and the volume ratio is 1: 0:4-1: the gel time is 29.8 to 41.5 seconds at 0.6.
Sixth step: and (5) carrying out quick grouting on the two sides and the top of the tunnel to form a water stop wall.
The grouting design depth is 4-6m above the arch top of the tunnel to be excavated to 4-6m below the tunnel.
Firstly, grouting operation is carried out on outer curtain drilling holes on two sides of a tunnel, for shallow earth surface sections, an advancing type sectional grouting process is adopted, each time of feeding is 3m, and grouting is carried out by using an orifice pipe. The deep karst development zone adopts a backward pressure maintaining grouting process, and grouting is carried out from deep to shallow in a sectional manner. Grouting is performed according to the principle that the grouting is performed from the middle to the two sides, and the construction sequence is from the outer side of the water stop wall to the central line direction of the tunnel along the cross section direction of the tunnel. In the grouting process, the grouting plug is tightly attached to the wall of the drilling hole through expansion, so that grouting pressure is maintained, and sectional grouting is realized.
1. Principle of dynamic regulation of process
(1) In the grouting process, the condition of rising of the slurry pressure is not seen continuously, which indicates that more pore structures exist in the soil layer, and the grouting rate can be increased properly to ensure the slurry gel time; when the grouting amount is close to that of a single-hole design but the slurry pressure lifting condition is not seen yet, the grouting amount indicates that larger pores exist in the soil in front, and after a no-slurry leakage channel is confirmed, cement-water glass double-slurry is selected to fill and compact the hollow soil, so that the pores are filled in time, and the uniform reinforcing effect is ensured.
(2) When grouting pressure is continuously high, the fact that the porosity is low or the permeability is poor in the filled soil body is indicated, the cement-based grouting material with high permeability should be replaced in time for construction, and the residual grouting amount is determined.
2. Grouting end standard
(1) When the grouting pressure reaches the design final pressure and exceeds the initial grouting pressure by 0.5 times;
(2) When the grouting pressure reaches the design final pressure, the stabilizing time exceeds 10min;
(3) Grouting pressure is properly adjusted through field test; in the actual process, the final grouting pressure is finely adjusted according to different grouting materials.
(4) When the grouting amount reaches the single-hole designed grouting amount;
(6) If the grouting pressure does not reach the design final pressure, the slurry gel time is adjusted to reach the design final pressure. Taking cement slurry as an example, if the grouting pressure does not reach the design final pressure, a certain amount of water glass can be prepared, and grouting is supplemented according to the volume ratio of the cement water glass of 1:1-4:1 until the design final pressure is reached.
(7) Shan Kongzhu pulp rate is continuously lower than 5L/min;
one of the above criteria is met, namely stopping grouting.
3. Grouting amount estimation
The calculation of the total grouting amount is carried out according to three coefficients of the formation void ratio, the formation void filling ratio and the slurry loss ratio, and the formula is as follows:
∑Q＝vnα(1+β)
wherein: sigma Q is the total grouting amount (m 3 ) V is the volume (m) 3 ) N is the formation void fraction, α is the formation void filling fraction, and β is the slurry loss rate.
When grouting is performed in different areas, the actual grouting amount may be different from the theoretical value due to different drilling modes and matched grouting processes, and the actual grouting statistics are based on the monitoring instrument data, but the error between the actual grouting amount and the calculated theoretical value is required to be less than 20%. And in special cases, the ending standard is adjusted according to the actual conditions.
4. Grouting process
According to the geological characteristics of the target section, the shallow surface section adopts an advancing type sectional grouting process, and the shallow surface section is advanced from shallow to deep, reinforced in sections and pushed layer by layer. And controlling reverse slurry by adopting a slurry stop plug. For the deep karst development zone, adopting a back-off pressure-maintaining grouting process, namely grouting is performed from the tail end in a grouting section, the length of each grouting section is controlled to be 0.6-1.2 m, after the first grouting section is completely grouting, a grouting core pipe is back-off, grouting of a second grouting section is performed, and accordingly grouting of the grouting section is completed. And meanwhile, the setting time of grouting liquid is measured in real time in the grouting process, so that the grouting effect is ensured. As the depth increases, the final grouting pressure can be gradually increased.
After the grouting work of one vertical grouting hole is completed, adopting a hole-jump grouting mode, namely grouting of a single-sequence hole is firstly carried out, and then supplementary grouting of a double-sequence Kong Xiu valve pipe is carried out. Meanwhile, in order to prevent the condition of slurry stringing, when the hole-jumping grouting is carried out, the distance of the hole-jumping is controlled to be gradually increased, and the quantitative grouting is adopted to control the single-hole grouting amount.
Seventh step: grouting process monitoring
According to the earlier stage geophysical prospecting and drilling condition, lay the monitoring point in tunnel treatment area and carry out the dynamic monitoring in slip casting and the excavation process, the monitoring content includes:
(1) Real-time monitoring and early warning for surface deformation in grouting process
In the grouting process, DSZ-3 level is adopted to monitor the surface elevation of the grouting area in real time, the amount of the Shan Kongzhu slurry elevation is controlled not to be too large, the total grouting process causes the surface elevation to be not more than a specified value, and the safety of the pavement, the building and the pipeline in the grouting process is ensured.
(2) Grouting parameter on-line monitoring
And the grouting pressure and flow in the grouting process are respectively monitored, the grouting pressure is not too large according to the grouting pressure and flow change of the monitored grouting orifice, the grouting quantity reaches a design value, the grouting diffusion range is strictly controlled according to the design scheme, and the grouting effect is ensured.
Eighth step: grouting effect inspection
The grouting effect test is the basis for evaluating grouting reinforcement effect, and the invention adopts a multi-means comprehensive test method combining a parameter analysis method, an inspection hole method and a drilling CT method to carry out scientific test and systematic evaluation on grouting treatment effect.
(1) Grouting construction P-Q-t curve
In the grouting construction process, grouting pressure and grouting amount are represented by a P-Q-t curve. In the grouting process, if the P-Q is in a positive correlation trend, the existence of a grouting channel is indicated, the retention rate of the slurry in the reinforcing ring is low, and the grouting reinforcement effect is poor; if the P-Q is in an inverse correlation trend, namely, along with the rising of the pressure, the grouting amount gradually decreases, which shows that the grouting gradually prevents and controls a grouting channel and a loosening area, and finally the reinforcement effect of grouting is met.
(2) Statistical analysis of grouting volume spatial distribution
And (3) obtaining weak links of pre-grouting reinforcement by analyzing the grouting amount of each drilling and the spatial distribution characteristics of the grouting amount, and performing systematic evaluation analysis on grouting reinforcement effects of surrounding rocks in a grouting reinforcement area. If the grouting amount of the subsequent times is obviously reduced compared with that of the previous times, the loose gaps in front of the face of the palm face are obviously filled through the grouting of the previous times, the later stratum grouting amount is reduced, and the grouting reinforcement effect is obvious. When the grouting amount distribution is relatively uniform, holes with large grouting amount and holes with small grouting amount are in an interval state, the grouting reinforcement bodies are uniformly and stably formed on the periphery of the tunnel by the slurry, and grouting blind areas are effectively reduced.
(3) Inspection hole method
According to grouting conditions, arranging inspection holes at grouting positions which possibly have weak links in a grouting range, and inspecting the grouting positions from the following two aspects:
1) Checking the coring condition: the inspection hole adopts a core drill to obtain a complete core, and the grouting reinforcement effect is inspected by inspecting the filling condition and the consolidation strength of the grouting material consolidation in the core.
2) And testing the permeability of the stratum after grouting: taking the inspection hole water pressure test result as a main part, and carrying out comprehensive evaluation by combining drilling rock core, drilling panoramic imaging inspection, grouting record and the like. The water-pressing inspection is carried out 14 days after the grouting is finished, and the number of the water-pressing inspection holes is 5% of the number of the grouting holes. The water permeability qualification standard of the bedrock after grouting is as follows: q is less than or equal to 0.5Lu (6.475 multiplied by 10) -6 /cm/s). The water permeability qualification rate of the contact section of the wall body concrete and the bedrock and the next section is 100%, and the qualification rate of the other sections is more than 90%. The reject holes Duan Toushui rate does not exceed 150% of the design specification and the distribution is not concentrated. And (5) checking unqualified parts and performing supplementary grouting until the unqualified parts are reached.
(4) Borehole CT method
The treatment area is probed by adopting a cross-hole CT resistivity method, so that the stratum after grouting transformation between the drill holes can be detected more accurately. The positions and the scales of the karst area, the fracture structure area and the bottom plate karst development area after grouting treatment can be determined through comparing and analyzing the low-resistance abnormal area before grouting, and a fine basis is provided for evaluating the water blocking reinforcement effect.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (9)
1. A vertical deep borehole grouting and stopping process, which is characterized by comprising the following steps:
performing advanced geological forecast on the pre-grouting section, determining the working condition of a water guide and storage channel of the target section by combining with a geotechnical test, dividing the target section into a plurality of continuous areas consisting of key reinforcement areas and general reinforcement areas, and making a grouting scheme;
performing a pre-grouting test in the divided grouting area to determine grouting pressure; the grouting pressure is between 1.5 and 3.0 Mpa;
determining a tunnel excavation contour line on the earth surface along the tunnel advancing direction, and dividing grouting holes into outer curtain drilling holes, middle drilling holes and inner filling drilling holes; the drilling construction adopts a vertical directional drilling process, so that any inclination condition of drilling is avoided;
carrying out quick grouting on the two sides and the top of the tunnel to form a water stop wall; firstly, grouting operation is carried out on outer curtain drilling holes on two sides of a tunnel, for shallow earth surface sections, a forward type sectional grouting process is adopted, a backward type pressure maintaining grouting process is adopted for deep karst development zones, and deep-to-shallow sectional grouting is adopted; grouting is carried out according to the principle of separating and arranging jump holes from the middle to two sides, and the construction sequence is from the outer side of the water stop wall to the central line direction of the tunnel along the cross section direction of the tunnel, so that the grouting material is obtained.
2. The vertical deep borehole grouting process of claim 1, wherein the advanced geological forecast employs a seismic method, a ground penetrating radar method or a ground vertical borehole coring method.
3. The vertical deep drilling grouting process according to claim 1, wherein the key reinforcement area adopts quincuncial hole arrangement of 4m x 4m, and the general reinforcement area adopts quincuncial hole arrangement with row pitch of 6m x 6m.
4. The vertical deep borehole grouting process according to claim 1, wherein the grouting design depth is 4-6m above the arch top of the tunnel to be excavated to 4-6m below the tunnel.
5. The vertical deep borehole grouting process of claim 1, wherein the grouting process uses an expansion grouting plug in close contact with the borehole wall.
6. The vertical deep borehole grouting stop process according to claim 1, wherein the grouting end is controlled by adopting a double control standard of combining single hole grouting amount and grouting final pressure.
7. The vertical deep borehole grouting process according to claim 6, wherein the final pressure reaches the design final pressure and exceeds the initial grouting pressure by 0.5 times or the stabilization time exceeds 10min, and the actual grouting amount reaches more than 80% of the design.
8. An underground continuous water wall formed by the process of any one of claims 1-7.
9. Use of the underground continuous water wall of claim 8 in tunnel construction.
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