CN108661650B - Construction method for deep and large vertical shaft in water-rich rock-magma area - Google Patents
Construction method for deep and large vertical shaft in water-rich rock-magma area Download PDFInfo
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- 238000000034 method Methods 0.000 claims abstract description 46
- 239000011440 grout Substances 0.000 claims abstract description 28
- 238000009412 basement excavation Methods 0.000 claims abstract description 25
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- 238000012360 testing method Methods 0.000 claims abstract description 12
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/08—Sinking shafts while moving the lining downwards
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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
- 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
The invention discloses a construction method of a shaft of a deep and large vertical shaft of a tunnel in a water-rich rock area, which comprises the following steps: step one, determining the thickness and the form of a grout stopping pad; step two, installing an advanced exploring hole orifice pipe; thirdly, performing advanced borehole construction after the advanced borehole opening pipe is anchored to reach the strength; step four, testing the water yield in the advanced probing hole in the step three; step five: determining a water plugging and grouting scheme of a driving surface; step six: adopting a downward advancing type water plugging drilling grouting method; step seven: and performing shaft building construction. By adopting the method, the water burst amount in the well barrel in the excavation process is reduced, and the pumping and draining water pressure in the excavation process is relieved; after the excavation is finished, radial grouting is adopted on the well wall to block the shaft leakage water again, the leakage water quantity of the shaft is reduced and is continuously increased along with the excavation of the shaft, and then a well flooding accident is caused, and then the gap between the well wall and surrounding rocks is filled by radial grouting, so that the tunnel structure and the construction safety are ensured.
Description
Technical Field
The invention belongs to the technical field of shaft construction of deep and large vertical shafts, and particularly relates to a shaft construction method of a deep and large vertical shaft in a water-rich rock-magma area.
Background
At present, aiming at the construction of a shaft of a deep and large vertical shaft of a tunnel in a water-rich area, a shaft freezing method or a ground pre-grouting reinforcement method is generally adopted to pre-reinforce the water-rich shaft in advance, and then a construction method of normal shaft sinking and excavation is adopted; the main problems of the construction of the shaft of the deep and large vertical shaft rich in water in the rock-magma area are as follows: 1. The wellbore prefreezing method is mainly used in a alluvial layer, but the freezing method directly adopted in bedrock (rock magma) has few cases and has the following problems: (1) the drilling construction process of the freezing pipe is complex, the depth is more than 500m, and the drilling precision is difficult to ensure; (2) due to the fact that the freezing depth is large, an extrusion crushing zone is arranged in a freezing section, stability of a shaft is poor, and no extrusion crushing zone freezing engineering case exists; (3) because the freezing depth is too deep, the frozen soil expansion speeds of different layers are different, the thickness of the frozen wall at the rock stratum junction is discontinuous, and the stress is generated locally by the freezing pipe, so that the freezing pipe is broken; 2. the pre-cementing of the well surface to a certain extent improves the well construction conditions, but still has the following major problems: (1) the magma stratum fractures develop and are rich in water, the communication has irregularity and uncertainty, all fractures are difficult to uncover and block by ground pre-grouting, and a large water blocking blind area exists; (2) when the drilling depth is more than 500m, the drilling precision cannot be guaranteed; (3) the grouting effect evaluation standard of a comparative system is not provided, and the evaluation can be revealed only by excavation; 3. the shaft freezing method and the ground pre-grouting method have the characteristics of large investment, long construction period, complex process and the like, and the construction principle of the railway tunnel with long tunnel, short tunnel, large auxiliary channel and quick entry of the auxiliary channel of the railway tunnel is difficult to satisfy.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a construction method of a shaft of a deep and large vertical shaft in a water-rich rock-magma area aiming at the defects of the prior art. The large water outlet cracks are plugged through pre-grouting, so that the water burst amount in the well barrel in the excavation process is reduced, and the pumping drainage water pressure in the excavation process is relieved; after the excavation is finished, radial grouting is adopted on the well wall to block the shaft leakage water again, the leakage water quantity of the shaft is reduced and is continuously increased along with the excavation of the shaft, and then a well flooding accident is caused, and then the gap between the well wall and surrounding rocks is filled by radial grouting, so that the tunnel structure and the construction safety are ensured.
In order to solve the technical problems, the technical scheme adopted by the invention is that the construction method of the deep and large vertical shaft in the water-rich magma area comprises the following steps:
the method comprises the following steps: determining the thickness and the form of the grout stopping pad;
step two, laying 4n advance holes around the shaft in a clearance range in the shaft, drilling holes, and installing an advance hole orifice pipe; wherein, the distances between two adjacent advanced probing holes are equal; n is a natural number other than 0;
thirdly, performing advanced borehole construction after the advanced borehole orifice pipe is anchored to reach the strength until the designed depth is reached;
step four, testing the water yield in the advanced probing hole in the step three, and taking different measures, specifically as follows: if the water inflow of a plurality of advanced exploration holes is less than 2m3When the pressure exceeds the preset pressure, grouting to block the advanced exploratory hole and then recovering digging and building;
if the water inflow of any advanced exploratory hole is 2-5 m3When the water inflow is per hour, adding one verification drill hole on each of two sides of the advanced exploring hole, and if the water inflow of the two verification drill holes is less than 5m3In the hour of per hour, the step of building is recovered after the advance exploration hole is plugged and the drilling is verified by grouting;
if the water inflow of any one verified drill hole is more than 5m3At the time of/h, or the total water quantity of the n exploration holes is more than 5n m3Fifthly, grouting to plug the advanced exploring hole, and performing the fifth step;
step five: determining a water plugging and grouting scheme of a driving surface, which comprises the following specific steps: arranging a plurality of grouting holes around the shaft in a clearance range in the shaft, wherein the grouting holes are positioned on the circumference where the advance exploring hole is positioned, the grouting holes are arranged according to a frustum-shaped vertical external inserting angle in the depth direction of the shaft, and the final hole position is positioned on the periphery outside the excavation rough diameter;
step six: adopting downward advancing type water plugging drilling grouting, which comprises the following steps: adopting jump hole drilling, testing water inflow in real time in the process of drilling grouting hole, and if water outflow in the grouting hole is more than 5m3Performing grouting construction until grouting reaches the end standard, and then sequentially performing drilling and grouting at the next section; drilling and grouting other grouting holes in sequence;
step seven: carrying out shaft building construction;
step eight: to the well wall appear 0.5m3The centralized water outlet point adopts radial wall thickness grouting until the maximum water leakage quantity in the shaft is less than 5m3/h。
Further, in the step one, when the water pressure is less than or equal to 2Mp, the thickness of the pulp stopping pad is 2.5-3 m; when the water pressure is more than 2Mpa and less than or equal to 4Mpa, the thickness of the grout stopping pad is 3.5-4 m; when the water pressure is more than 4Mpa, the thickness of the grout stopping pad is 4.5-5 m.
Furthermore, the aperture of the advance hole is 90-110 mm, and the depth is 60-80 m.
Furthermore, in the fifth step, the diffusion radius of grouting is less than or equal to 2m, and the spacing between grouting end holes is less than or equal to 3.5 mm.
Further, in the fifth step, when grouting holes are excavated in a circulating mode, a grout stopping rock disk is reserved in each section.
Further, the starting standard of shaft radial grouting is that the shaft water amount is still more than 10m after excavation is finished3H or 0.5m of well wall3A concentrated water outlet point per hour; and (3) finishing the radial grouting standard: the maximum water leakage in the shaft is less than 5m3/h。
Furthermore, the water-plugging grouting effect inspection adopts a process analysis method that the water yield of all grouting holes is gradually reduced along with the change of time, the grouting and slurry-sucking amount in the holes is reduced, and the end standard is that when the water yield of the grouting holes is less than 0.2L/m.min.
The construction method of the shaft of the deep and large vertical shaft in the water-rich magma area has the following advantages: the method comprises the following steps of digging a front probe hole to detect an unearthed stratum in advance, reducing the risk of gushing water from a well barrel in the digging process, adopting pre-grouting to block large water outlet cracks, reducing the water gushing amount in the well barrel in the digging process, and relieving the pumping and draining water pressure in the digging process; after the excavation is finished, radial grouting is adopted on the well wall to block the shaft leakage water again, the increase of the shaft leakage water along with the excavation of the shaft is reduced, and then a well flooding accident is caused, and then the radial grouting is adopted to fill the gap between the well wall and surrounding rocks, so that the tunnel structure and the construction safety are ensured.
Drawings
FIG. 1 is a cross-sectional view of a wellbore having a grout stop pad disposed therein according to the present invention;
FIG. 2 is a schematic view of the placement of the lead hole, the grout hole and the wellbore of the present invention;
FIG. 3 is a time-dependent effect graph of water inflow of the borehole in example 1;
FIG. 4 is a graph showing the effect of the amount of the intra-mesopore slurry in example 1 on the time course;
wherein: 1. a pulp stopping pad; 2. a wellbore; 3. a pilot hole; 4. verifying the probe hole; 5. a well wall; 6. grouting holes; 7, a gravel water filtering layer; 8. a water filtering tank; 9. a water filter pipe.
Detailed Description
The invention relates to a construction method of a deep and large vertical shaft in a water-rich magma area, which comprises the following steps:
the method comprises the following steps: determining the thickness and the form of the grout stopping pad 1; the longitudinal section of the grout stopping pad 1 is arranged in a wedge shape, and the lower part of the grout stopping pad is embedded into the surrounding rock by 50 cm; when the water pressure is less than or equal to 2Mp, the thickness of the pulp stopping pad 1 is 2.5-3 m; when the water pressure is more than 2Mpa and less than or equal to 4Mpa, the thickness of the grout stopping pad is 3.5-4 m; when the water pressure is more than 4Mpa, the thickness of the grout stopping pad is 4.5-5 m; and C30 concrete is used for pouring. As shown in fig. 1.
Step two, laying 4n advance holes 3 around the shaft 2 in a clearance range in the shaft 2, drilling holes, and installing an advance hole orifice pipe; wherein, the distances between two adjacent advanced probing holes 3 are equal; n is a natural number other than 0; the method comprises the following specific steps: drilling to 2.8m at low speed by using a drill bit with the diameter of 130mm, and installing an orifice pipe; the hole pipe is processed by a seamless steel pipe with the diameter of 108mm and the diameter of 5mm, the length of the pipe is 3m, 50-80 cm of hemp thread is wound on the outer wall of the hole pipe to form a spindle shape, a drilling machine is adopted to impact the hole pipe to a required depth, and the hole pipe is anchored by a cement-based anchoring agent so as to ensure that the hole pipe is firmly installed and does not leak slurry. And (4) processing the orifice pipe, wherein the pipe length needs to be more than 3m, and the pipe wall thickness needs to be more than 5 mm. The arrangement of the forepoling hole 3 is shown in fig. 2;
thirdly, performing advanced borehole construction after the advanced borehole orifice pipe is anchored to reach the strength until the designed depth is reached; in practical implementation, after the n advanced exploratory hole constructions are finished, the water yield of the exploratory hole is tested by adopting a measuring cylinder method, and a mechanical water pressure meter is used for water pressure testing.
Step four, testing the water yield in the advanced probing hole 3 in the step three, and taking different measures, specifically as follows: if the water inflow of the plurality of advanced exploring holes 3 is less than 2m3When the pressure is over, grouting to block the advanced exploration hole 3 and then recovering digging and building;
if the water inflow of any advanced exploratory hole 3 is 2-5 m3When the water inflow is per hour, adding one verifying drill hole 4 on each of two sides of the advanced exploring hole 3, and if the water inflow of the two verifying drill holes 4 is less than 5m3In the hour of the construction, the step of building is recovered after the advance exploration hole 3 and the verification drilling hole 4 are plugged by grouting;
if the water inflow of any one verification drill hole 4 is more than 5m3When the water volume is more than 5nm in the/h or the total water volume of the n advanced exploring holes 33Step five is carried out if the time is over;
step five: determining a water plugging and grouting scheme of a driving surface, which comprises the following specific steps: a plurality of grouting holes 6 are distributed around the shaft 2 within a clearance range in the shaft 2, the grouting holes 6 are positioned on the circumference of the advance probe 4 and are arranged according to a frustum-shaped vertical external insertion angle in the depth direction of the shaft, and the final hole position is positioned on the periphery outside the excavation rough diameter; wherein the final hole of the grouting hole is optimized according to the water burst and geological conditions of the grouting hole for joint development and surrounding rock crushing, and the water yield is more than 5m3The step pitch of grouting holes is properly adjusted according to actual conditions in the area,/h, and hole strengthening grouting is supplemented and additionally arranged; the water yield is less than 5m3Increasing the drilling step pitch and reducing the drilling amount; the vertical water plugging depth is 60-80 m, and 8-10 m is reserved as a grout stopping rock tray according to grouting effect and surrounding rock conditions during each circulation excavation. The placement of the injection holes 6 is shown in fig. 2.
Step six: adopting downward advancing type water plugging drilling grouting, which comprises the following steps: adopting jump hole drilling, testing the water inflow in real time in the process of drilling the grouting hole 6, and if the water outflow in the grouting hole 6 is more than 5m3Adopting a flange to connect the orifice and grouting equipment, performing grouting construction until grouting reaches an end standard, and then sequentially performing drilling and grouting at the next section; drilling and grouting other grouting holes 6 in sequence; and all the grouting holes are finished according to the design. And after the drilling and grouting process is finished, grouting effect inspection needs to be carried out, the grouting effect inspection is carried out by adopting a process analysis method and an inspection hole method, and after the grouting effect reaches the inspection standard, the water plugging and grouting construction of the section is finished. And the water plugging and grouting effect inspection adopts a process analysis method that the water yield of all the grouting holes 6 is gradually reduced along with the time change, the grouting and slurry absorbing amount in the holes is reduced, and the end standard is that when the water yield of the grouting holes 6 is less than 0.2L/m.min.
Step seven: performing shaft 2 building construction;
step eight: to the well wall 5 appears 0.5m3The centralized water outlet point adopts radial wall thickness grouting until the maximum seepage in the shaftThe water leakage is less than 5m3H is used as the reference value. The radial grouting adopts a phi 42mm seamless steel perforated pipe with the length of 4m, and adopts common cement-water glass double-liquid slurry (C-S) for one-time grouting. The radial grouting pressure is less than 1 Mpa; the maximum water leakage amount in the standard shaft 2 is less than 5m after the radial grouting3/h。
Example 1: a tunnel from the Dali to the Ruili railway and from the Baoshan to the Gaili tribute mountain at the Ruili section is newly built, the total length is 34538m, the tunnel is a long tunnel of the first railway in Asia, and the maximum buried depth of the tunnel is about 1155 m. The tunnel is provided with an auxiliary tunnel comprising 1 penetrating flat guide, 1 inclined shaft and 2 vertical shafts. The number 1 vertical shaft is arranged by adopting a main shaft and an auxiliary shaft, and the main shaft is 6m in depth and 762.59m in depth and has the functions of slag discharge and dirty air discharge; the clear diameter of the auxiliary well is 5m, the depth of the auxiliary well is 764.74m, the functions of the auxiliary well are mucking and foul wind, and personnel enter and exit the auxiliary well and are also used as a safety outlet;
no. 1 shaft well head position is apart from baoshan end anger river fracture (F1-1) about 1.3km, apart from Ruili end peace fracture (F4-2) about 1.2km, influenced by two fractures, shaft country rock is broken, the fracture develops and rich water, country rock fracture trend, the intercommunication has the irregularity, the direction is mostly high angle fracture, it is unblocked with peripheral and upper portion communication moisturizing channel, confirm 8 aquifers and broken area on the well logging curve, layer thickness 1.75 ~ 3.85m, the maximum amount of water inflow is about 1150m3H is used as the reference value. In the construction and tunneling process, the risk of flooding the well by water burst can occur at any time. The construction is carried out on site by taking the main well S1ZK0+ 130.5- +210.5 section level 1 circulation as an example, and the implementation specific method comprises the following steps:
1. and (3) constructing a grout stop pad:
① when the excavation reaches the preset mileage, the lower circulation detecting and injecting grout stop pad 1 is manufactured, a 60cm thick gravel water filtering layer 7 is paved before the grout stop pad 1 is manufactured, the gravel particle size is 20-40mm, a 60cm 80cm water filtering tank 8 is arranged in the middle of the gravel water filtering layer 7, the upper end of the water filtering tank 8 is welded with a water filtering pipe 9 with the diameter of 108mm 5mm and the length of 3.8m, and the water leakage of the excavation face is guided and drained, so that the quality of the poured concrete is ensured.
② in order to stabilize the grout stop pad 1, the grout stop pad 1 is made to be outwardly expanded and dug by 50cm to be embedded into the bedrock.
③ the thickness of the grout stop pad is 3m, and C30 concrete is adopted for one-time pouring.
④ and starting the next construction after the strength of the concrete reaches 80% of the designed strength.
2. Laying a pilot hole 3 around the shaft in a circle in a clearance range in the shaft 2, and installing a pilot hole orifice pipe:
①, measuring and paying off, namely determining a vertical shaft center line, marking the drilling position on the grout stopping pad 1 by using red paint according to the hole position arrangement in the scheme, and determining the drilling external insertion angle after the drilling machine is in position to ensure the accurate drilling position.
② manufacturing the orifice pipe, namely processing the orifice pipe by a seamless steel pipe with the diameter of 108mm and the delta of 5mm, wherein the pipe length is 3m, and the outer wall of the orifice pipe is wound with 50-80 cm long hemp threads to form a spindle type.
③ drilling to 2.8m with a drill bit of 130mm diameter at low speed, removing the drill and washing the hole, pushing the front section of the orifice tube against the orifice after the hole is filled with cement-based anchoring agent, impacting the end of the orifice tube with a drill, and setting the top of the orifice tube to the required depth;
④ after the hole anchoring agent reaches the predetermined strength (about 3h), the next drilling construction is started.
3. And (3) carrying out advanced borehole construction after the advanced borehole orifice pipe is anchored to reach the strength, and testing:
① preparing operation, replacing drill bit with diameter of 90mm, preparing exploration hole construction recording meter, measuring cylinder and water pressure meter.
② borehole construction, borehole depth 80m, drilling speed and formation water yield were recorded every 2 m.
The water yield of the final holes of the ③ 4 advanced probing holes is 12.15m respectively3/h、5.98m3/h、6.24m3/h、8.47 m3The water pressure is respectively 2.12Mpa, 2.09Mpa, 2.14Mpa and 2.10Mpa, and the total water inflow of the tunneling surface is 35.67m m3H is used as the reference value. Grouting and plugging the advanced probing hole 3, and starting a water plugging and grouting scheme of the driving face.
4. Drilling and grouting construction of a tunneling surface:
① grouting parameters comprise that the longitudinal water blocking length is 80m (no grout stopping pad 1 is contained), the radial water blocking range is 3m, the grouting diffusion radius is less than or equal to 2m, the grouting final hole spacing is less than or equal to 3.5mm, the grouting speed is 5-240L/min, the grouting final pressure is 4-6 MPa, descending sectional grouting is adopted in a grouting mode, the sectional length is determined according to the water inflow rate in a hole, the grouting material adopts common cement single-liquid slurry (C slurry for short) as a main material, the mixing ratio W: C ═ 0.8-1): 1, common cement-water glass double-liquid slurry (C-S slurry for short) as an auxiliary material, the mixing ratio W: C ═ 0.8-1): 1, the volume ratio C: S ═ 1: (1-0.3), and the water glass concentration is 30-35 Be'.
② drilling and grouting construction, wherein the drilling and grouting construction process of the heading face comprises the following steps:
(a) determining the position of a grouting hole 6, locating on the circumference of the advanced probing hole 3, and installing a grouting hole orifice pipe: after the drilling external insertion angle is determined, drilling to 2.8m at a low speed by adopting a drill bit with the diameter of 130mm, and installing an orifice pipe; the hole pipe is processed by a seamless steel pipe with the diameter of 108mm and the delta of 5mm, the pipe length is 3m, 50-80 cm long hemp threads are wound on the outer wall of the hole pipe to form a spindle shape, a drilling machine is adopted to impact and install the hole pipe to a required depth, and the hole pipe is anchored by a cement-based anchoring agent so as to ensure that the hole pipe is firmly installed and does not leak slurry;
(b) drilling construction: a ZDY1900 type drilling machine is adopted, and a phi 76mm drill rod and a phi 75mm roller bit are matched. Before drilling, a 4' high-pressure ball valve is arranged on a phi 108mm orifice pipe. In the drilling process, if the water inflow of the drilled hole exceeds 5m3/h or the drilled hole cannot be drilled due to rock breakage, stopping drilling, otherwise, the drilled hole is drilled until the final hole, and the length of the drilling tool needs to be verified during the final hole so as to ensure that the drilling depth meets the design requirement.
(c) Grouting construction: when the grouting hole 6 is drilled to a set depth, the hole is punched by clear water (the broken zone is not punched) until clear water flows, and then grouting operation is carried out. The grouting operation procedure is as follows: connecting a grout conveying pipeline → a pressurized water test → grouting → quantitatively pressurizing clean water → flushing the grout conveying pipeline → disassembling and washing the grout pump.
(d) Drilling → grouting → cleaning the hole → grouting to the bottom of the hole → finishing the hole.
5. Grouting effect inspection and evaluation:
two methods are adopted for the grouting effect inspection in the section:
① Process analysis:
according to the water inflow amount in the 6 holes of each grouting hole and the corresponding grouting amount in each hole in the drilling and grouting process, analyzing the time-varying effect graphs of the water inflow amount and the grouting amount in the holes of the water plugging area, as shown in fig. 3 and 4. As can be seen from the figure: the water inflow of each hole of the stratum is gradually reduced along with the time of drilling and grouting, the grouting amount in the corresponding hole is gradually reduced along with the time change, the water inflow is reduced, the stratum slurry absorption amount is obviously reduced, the stratum is gradually compacted, and the expected grouting effect is basically achieved.
② hole-checking method:
in practice, 2 possible weak links are selected for drilling inspection, as shown in table 1, abnormal areas are mainly inspected, whether collapse and mud gushing exist in the inspection holes or not is judged, and the water inflow is less than 0.2L/min.m; carry out the water yield test to on-the-spot inspection hole, the inspection hole gushes water yield and satisfies the effect inspection, satisfies the excavation requirement, and bores at the inspection hole and establishes the in-process drilling speed fast, and the no sticking phenomenon reaches inspection effect standard requirement.
TABLE 1 inspection of the water discharge from each section of the well
| Number of holes | Hole depth (m) | Beginning to water level (m) | Water yield of final hole (L/min. m) |
| |
78.5 | 63 | 0.17 |
| Examine 2 | 79.2 | 65 | 0.12 |
6. And (3) building construction of the water plugging section:
and (3) performing drilling blasting on the shaft 2 of the vertical shaft by adopting an FJD-6 type umbrella drill, loading slag by an excavator matched with an HZ-6 type center rotary grab, discharging the slag by using a bucket, performing mould pouring concrete pouring by adopting an integral slip form, and performing lower circulating excavation construction for 8 hours. Disturbance to surrounding rock is reduced as much as possible in construction, smooth blasting forming control is enhanced, after excavation, the condition of slurry diffusion on the working face is seen, after the surrounding rock is exposed, it is shown that all water seepage channels in the surrounding rock are effectively filled with slurry, the working face has local fracture water seepage phenomenon, and after excavation of the section is completed, the total water inflow of the working face is 13m3And about/h.
7. And (3) radial supplementary grouting:
after the excavation is finished, the water yield of the well wall 5 is more than 0.5m3The concentrated water outlet points per hour are checked, and 21 water outlet points are found in total, wherein each water outlet point is 0.5m2Three radial grouting holes are arranged in a quincunx manner within the range, a phi 42mm seamless steel flower pipe is adopted for radial grouting, the pipe length is 4m, ordinary cement-water glass double-liquid slurry (C-S) is adopted for one-time grouting, the final pressure of the grouting is 1Mpa, and after all the radial supplementary grouting holes are finished, the total water quantity of the heading face at the section is 3.85m3And/h, meeting the end criterion.
Claims (6)
1. A construction method for a deep and large vertical shaft in a water-rich magma area is characterized by comprising the following steps:
the method comprises the following steps: determining the thickness and the form of the grout stopping pad (1); in the first step, when the water pressure is less than or equal to 2Mp, the thickness of the pulp stopping pad (1) is 2.5-3 m; when the water pressure is more than 2Mpa and less than or equal to 4Mpa, the thickness of the grout stopping pad is 3.5-4 m; when the water pressure is more than 4Mpa, the thickness of the grout stopping pad is 4.5-5 m;
step two, laying 4n advance holes (3) around the shaft (2) in a clearance range in the shaft (2), drilling holes, and installing an advance hole orifice pipe; wherein, the distances between two adjacent advanced probing holes (3) are equal; n is a natural number other than 0;
thirdly, performing advanced borehole construction after the advanced borehole orifice pipe is anchored to reach the strength until the designed depth is reached;
step four, aligning the lead probe hole (3) in the step threeAnd (3) testing the water yield, and taking different measures, specifically as follows: if the water inflow of the plurality of advanced exploring holes (3) is less than 2m3When the pressure exceeds the preset pressure, grouting to block the advanced exploring hole (3) and then recovering digging and building;
if the water inflow of any advanced probing hole (3) is 2-5 m3When the water inflow is over/h, a verification drill hole (4) is respectively added on two sides of the advanced exploration hole (3), and if the water inflow of the two verification drill holes (4) is less than 5m3In the/h period, the step of growing is recovered after the advance exploration hole (3) and the verification drilling hole (4) are plugged by grouting;
if the water inflow of any verification drill hole (4) is more than 5m3When the water volume is more than 5nm, or the total water volume of the n advanced probing holes (3)3Fifthly, grouting to plug the advanced probing hole (3), and performing the fifth step;
step five: determining a water plugging and grouting scheme of a driving surface, which comprises the following specific steps: a plurality of grouting holes (6) are distributed around the shaft (2) within a clearance range in the shaft (2), the grouting holes (6) are positioned on the circumference of the advance exploring hole (3), the grouting holes are arranged according to a frustum-shaped vertical external inserting angle in the depth direction of the shaft, and the final hole position is positioned on the circumference outside the excavation rough diameter;
step six: adopting downward advancing type water plugging drilling grouting, which comprises the following steps: adopting jump hole drilling, testing the inner water inflow amount in real time in the process of drilling the grouting hole (6), and if the inner water outflow amount of the grouting hole (6) is more than 5m3Performing grouting construction until grouting reaches the end standard, and then sequentially performing drilling and grouting at the next section; drilling and grouting other grouting holes (6) in sequence;
step seven: carrying out the rising building construction of the shaft (2);
step eight: appears 0.5m to the well wall (5)3The concentrated water outlet point adopts radial wall thickness grouting until the maximum water leakage quantity in the shaft (2) is less than 5m3/h。
2. The construction method of the shaft of the deep and large vertical shaft in the water-rich magma area according to claim 1, characterized in that the diameter of the advance hole (3) is 90-110 mm, and the depth is 60-80 m.
3. The method for constructing the shaft of the deep and large vertical shaft in the water-rich magma area according to claim 1, wherein in the fifth step, the grouting diffusion radius is less than or equal to 2m, and the grouting final hole spacing is less than or equal to 3.5 mm.
4. A method for constructing a shaft of a deep and large vertical shaft in a water-rich magma area according to claim 3, characterized in that in the fifth step, a grout stopping rock is reserved at each section when the grouting holes (6) are circularly excavated.
5. The method for constructing the shaft of the deep and large vertical shaft in the water-rich magma area according to claim 4, wherein the starting standard of the shaft radial grouting is that the water amount of the shaft is still more than 10m after the excavation is finished3The concentrated water outlet point of 0.5m3/h appears on the wall of the well or the well; and (3) finishing the radial grouting standard: the maximum water leakage in the shaft is less than 5m3/h。
6. The method for constructing the shaft of the deep and large vertical shaft in the water-rich magma rock area according to the claim 5, characterized in that the checking of the water plugging and grouting effect adopts a process analysis method that the water yield of all grouting holes (6) is gradually reduced along with the change of time, the grouting and slurry absorption in the holes are reduced, and the end standard is that when the water yield of the grouting holes (6) is less than 0.2L/m.min.
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| CN110185844B (en) * | 2019-06-05 | 2021-05-11 | 中交一公局第三工程有限公司 | Shallow-earthing large-diameter pipe jacking construction method |
| CN112253186A (en) * | 2020-07-26 | 2021-01-22 | 中铁二院工程集团有限责任公司 | Method for stopping leakage of working faces at different layer depths of railway tunnel shaft |
| CN112012770A (en) * | 2020-07-26 | 2020-12-01 | 中铁二院工程集团有限责任公司 | Underground water advanced treatment structure and construction method for ultra-deep vertical shaft of railway tunnel |
| CN112746849B (en) * | 2020-12-11 | 2022-02-18 | 中国矿业大学 | Shaft water-carrying digging and building method |
| CN112855167A (en) * | 2021-01-25 | 2021-05-28 | 中铁十四局集团建筑工程有限公司 | Grouting water blocking method for ultra-deep shaft to penetrate broken rock stratum |
| CN113027490B (en) * | 2021-04-13 | 2023-03-10 | 中铁十四局集团有限公司 | Advanced grouting method |
| CN113982641A (en) * | 2021-10-19 | 2022-01-28 | 中铁十五局集团有限公司 | III-level and IV-level surrounding rock section supporting and optimizing structure of large-diameter ventilation shaft of highway tunnel |
| CN114320308B (en) * | 2021-12-10 | 2024-01-02 | 北京中煤矿山工程有限公司 | Design of vertical shaft grouting curtain and grouting process under deep asymmetric stress condition |
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| CN101832142B (en) * | 2010-02-11 | 2011-11-16 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN102493822B (en) * | 2011-12-29 | 2014-04-02 | 中铁二十三局集团有限公司 | Method for performing curtain grouting construction on tunnel by water rich fault influence zone |
| CN103046932A (en) * | 2012-12-22 | 2013-04-17 | 中冶集团武汉勘察研究院有限公司 | Pre-grouting and water plugging method for permeable layer in vertical shaft |
| CN203702071U (en) * | 2014-01-17 | 2014-07-09 | 湖南涟邵建设工程(集团)有限责任公司 | Water inrush preventing drill ejecting device for water exploration and grouting construction of vertical shaft |
| CN104453913B (en) * | 2014-12-19 | 2016-08-03 | 玉溪大红山矿业有限公司 | A kind of Shaft Stopes front pre-grouting method |
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