CN115573725A - Stratum reinforcing method for comprehensive pipe gallery tunnel to penetrate existing subway shield - Google Patents
Stratum reinforcing method for comprehensive pipe gallery tunnel to penetrate existing subway shield Download PDFInfo
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- CN115573725A CN115573725A CN202211192656.9A CN202211192656A CN115573725A CN 115573725 A CN115573725 A CN 115573725A CN 202211192656 A CN202211192656 A CN 202211192656A CN 115573725 A CN115573725 A CN 115573725A
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 36
- 238000000034 method Methods 0.000 title claims abstract description 26
- 230000002787 reinforcement Effects 0.000 claims abstract description 65
- 238000010276 construction Methods 0.000 claims abstract description 22
- 239000002689 soil Substances 0.000 claims abstract description 19
- 230000002265 prevention Effects 0.000 claims abstract description 11
- 239000002002 slurry Substances 0.000 claims description 18
- 238000005553 drilling Methods 0.000 claims description 16
- 230000000149 penetrating effect Effects 0.000 claims description 10
- 239000007788 liquid Substances 0.000 claims description 9
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 230000000295 complement effect Effects 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 12
- 230000008901 benefit Effects 0.000 abstract description 6
- 230000007547 defect Effects 0.000 abstract description 4
- 230000035699 permeability Effects 0.000 abstract description 4
- 230000003487 anti-permeability effect Effects 0.000 abstract description 3
- 239000000463 material Substances 0.000 abstract description 3
- 239000011435 rock Substances 0.000 abstract description 3
- 238000005728 strengthening Methods 0.000 abstract 1
- 238000007569 slipcasting Methods 0.000 description 9
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 description 8
- 229910000831 Steel Inorganic materials 0.000 description 8
- 239000010959 steel Substances 0.000 description 8
- 230000005641 tunneling Effects 0.000 description 5
- 229910000147 aluminium phosphate Inorganic materials 0.000 description 4
- 239000012530 fluid Substances 0.000 description 4
- 235000019353 potassium silicate Nutrition 0.000 description 4
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 239000011440 grout Substances 0.000 description 3
- 238000007596 consolidation process Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 238000004080 punching Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 210000000476 body water Anatomy 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000013213 extrapolation Methods 0.000 description 1
- 230000001939 inductive effect Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000007726 management method Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a stratum reinforcing method for a comprehensive pipe gallery tunnel to pass through an existing subway shield, which relates to the field of tunnel construction and comprises the steps of strengthening the bearing and anti-permeability capacity of a soil body by ground grouting reinforcement, reducing the deformation and seepage influence of the existing subway by pre-reinforcement in a subway tunnel, improving the self-stability of the front soil body and reducing the water permeability of the soil body by shield advanced grouting, controlling the deformation and water plugging of surrounding rocks by grouting reinforcement in the pipe gallery tunnel, and forming a complete prevention and control system by the connection of the four steps. Compared with the traditional grouting filling, the invention has more comprehensive safety prevention and control capability. In addition, the grouting range is optimized according to the stress characteristics of the existing subway with different sections, the large deformation and torsion risks of the existing shield interval are effectively prevented and controlled, the defect of time-consuming consumable materials of large-range whole reinforcement is avoided, and the construction benefit is greatly improved.
Description
Technical Field
The invention relates to the field of tunnel construction, in particular to a stratum reinforcing method for a comprehensive pipe gallery tunnel to penetrate through an existing subway shield.
Background
At present, the urban underground engineering construction is developed rapidly, and the reasonable planning and use of underground space are particularly important. The utility tunnel collects various engineering pipelines such as electric power, communication, gas, heat supply, water supply and drainage in an organic whole, realizes unified planning, unified design, unified construction and management. However, with the development of subway construction in various large cities, a large-section comprehensive pipe gallery tunnel is often constructed in an urban area and passes through various existing subway shield sections. Stratum disturbance generated by excavation of the newly-built comprehensive pipe gallery tunnel brings huge potential safety hazards to the approaching shield interval. When the shield tunneling downwards wears the tunnel to cause stratum loss and stress disturbance, and the influence of indirectly inducing the displacement of the existing subway structure at the upper part exceeds a certain range, the tunnel structure and the existing tunnel structure, even the surrounding stratum environment, can be seriously damaged. The lining structure is cracked, unevenly settled and inclined in a light condition, and the stratum is collapsed in a heavy condition, so that the life and property safety of people is threatened.
The active prevention and control of the construction of the newly-built comprehensive pipe gallery tunnel is of great importance to the safety influence of the existing shield interval above. Most of the existing measures only consider a single reinforcing mode, and the safety of underground shield construction and the safety of an adjacent subway structure cannot be effectively controlled. In addition, the existing reinforcement system does not consider the special form of the tunnel overlapping section, and mostly passes through the working condition in a cross way. Moreover, for safety reasons, extensive grouting reinforcement is mostly adopted, which results in low engineering economic benefits. Therefore, the method for effectively preventing and controlling the large sedimentation deformation and torsion risks of the existing shield zone and reducing unnecessary large-range reinforcement is developed, and has certain engineering significance for safe prevention and control and economic benefits of subsequent construction of the shield tunnel.
Disclosure of Invention
The invention aims to solve the defects in the prior art and provides a stratum reinforcing method for a comprehensive pipe gallery tunnel to penetrate through an existing subway shield, which can effectively prevent and control large deformation and torsion risks of an existing shield section and avoid large-range reinforcement uneconomic performance.
In order to realize the purpose, the invention adopts the technical scheme that:
a stratum reinforcing method for a comprehensive pipe gallery tunnel to penetrate through an existing subway shield comprises the following steps:
ground grouting reinforcement measures, namely injecting double-liquid slurry into a stratum through ground grouting holes to form a multi-surface reinforced wall, so that the bearing and anti-permeability capacity of a soil body is enhanced;
a pre-reinforcing measure is adopted in the subway tunnel, a bottom reinforcing area is formed by grouting the stratum through the grouting pipe in the subway tunnel, and the deformation and seepage influence of the existing subway are reduced;
an advanced grouting measure for a shield body of the comprehensive pipe gallery is newly established, and soil mass above the front of the shield is grouted through an advanced grouting hole of the shield body, so that the self-stability of the soil mass in front of the shield is achieved, and the water permeability of the soil mass is reduced;
grouting and reinforcing in the newly-built pipe gallery hole, and grouting the stratum through a grouting pipe in the pipe gallery hole to form a vault reinforcing area so as to achieve deformation control and water plugging of surrounding rocks;
the ground grouting reinforcement, the pre-reinforcement in the subway tunnel, the shield body advanced grouting and the pipe gallery grouting reinforcement are complementary and are jointly connected to form a complete reinforcement prevention and control system.
Furthermore, the ground grouting holes are arranged at the positions of 2m and 5m of the center line of the existing subway tunnel, holes are vertically drilled on the ground, the drilling depth ranges from the upper part to the lower part of the tunnel structure to the ground surface, the distance between the grouting holes is 3m, and the grouting holes are arranged in a quincunx shape.
Further, the ground grout holes comprise a distal ground grout hole and a proximal ground grout hole; and after the grouting hole is drilled, before the pipe gallery interval is penetrated downwards, the hole is filled with medium coarse sand in advance.
Furthermore, ground slip casting reinforcement measures, and the in-process of wearing down between the piping lane, the existing line of subway warp and surpasss 4mm, adopts WSS to bore and annotates all-in-one and carry out the formula slip casting of retreating and consolidate for consolidate earth's surface and the earth below the subway tunnel.
Furthermore, the ground grouting reinforcement measures comprise three reinforcement modes of outside crossing, overlapping crossing and inside crossing, so that the uneconomic property of large-range reinforcement is avoided.
Furthermore, the ground grouting holes adopt a hole distribution scheme parallel to the extending direction of the comprehensive pipe gallery in a far-side interval, and adopt a hole distribution scheme parallel to the extending direction of the tunnel in a near-side interval at an overlapping section.
Furthermore, the subway tunnel is pre-reinforced, and for avoiding horizontal displacement of the tunnel caused by grouting reinforcement, grouting of each ring is synchronously and symmetrically performed aiming at 5 point locations and 7 point locations.
Furthermore, the shield body is subjected to advanced grouting, and the design is that the diameter of a phi 50 drilling hole, the drilling depth of 18-20m and the external insertion angle of 13 degrees are adopted. In the construction operation, the length from the front grouting hole to the cutter head is reserved for about 6m, the actual effective grouting depth is about 14m, the width of the segment ring is 1.5m, namely 8.7 rings, and in order to ensure the meshing of the grouting surfaces twice before and after, a cycle is performed once when 6 rings are pushed.
Further, grouting and reinforcing are carried out in the newly-built pipe gallery, and cement-water glass double-liquid slurry is radially injected into the pipe piece hand hole at the 1-point or 2-point position at the end close to the subway tunnel at the outer side crossing section in a steel perforated pipe punching mode; and vertically grouting upwards at 1 point or 2 points and 10 points or 11 points of the pipe gallery tunnel at the overlapped crossing section. Radial grouting is adopted at 1 point or 2 points and 10 points or 11 points of the pipe gallery tunnel at the inner crossing section.
The invention has the beneficial effects that:
(1) The invention comprehensively considers the complete prevention and control system combining ground grouting reinforcement, pre-reinforcement in the subway tunnel, shield advanced grouting and pipe gallery grouting reinforcement, and has stronger safety prevention and control capability compared with the traditional grouting scheme;
(2) According to the invention, based on the stress characteristics of different conditions of the subway tunnel penetrating under the newly-built pipe gallery, grouting schemes are respectively designed, so that the large deformation and torsion risks of the existing shield region are effectively prevented and controlled, the defects of time consumption and material consumption of large-range complete reinforcement are avoided, and the construction benefit is greatly improved.
Drawings
FIG. 1 is a plan view of the arrangement of grouting holes in the ground for reinforcing a near tunnel stratum according to the present invention;
FIG. 2 is a diagram showing the position relationship of grouting holes in the ground for reinforcing the adjacent tunnel stratum according to the present invention;
FIG. 3 is a schematic view of a stratum consolidation system of the outer crossing section of the section A according to the present invention;
FIG. 4 is a schematic view of a stratum consolidation system of a section B of an overlapping traversing section according to the present invention;
FIG. 5 is a schematic view of a stratum reinforcing system of a section C inner traversing section of the invention;
FIG. 6 is a schematic view of advanced grouting reinforcement of a shield of a newly-built pipe gallery tunnel;
in the figure: 1-existing subway interval on far side, 2-existing subway interval on near side, 3-building comprehensive pipe gallery, 4-ground grouting hole on far side, 5-ground grouting hole on near side, 6-shield machine, 7-grouting pipe in subway tunnel, 8-grouting pipe in pipe gallery, 9-advanced grouting hole of shield body, and 10-advanced grouting range.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be further described with reference to the accompanying drawings and specific embodiments.
As shown in fig. 1 to 6, a method for reinforcing a stratum of a comprehensive pipe gallery tunnel penetrating through an existing subway shield includes:
the ground grouting reinforcement measures are that double-fluid slurry is injected into the stratum through the far-side ground grouting holes 4 and the near-side ground grouting holes 5 to form a multi-surface reinforced wall, so that the bearing and anti-permeability capacity of the soil body is enhanced;
the pre-reinforcement measure in the subway tunnel hole is to form a bottom reinforcement area by grouting the stratum through the grouting pipe 7 in the subway tunnel, so that the influence of the deformation and seepage of the existing subway is reduced;
a shield body advanced grouting measure of the newly-built comprehensive pipe gallery 3 is to perform grouting on a soil body above the front of the shield tunneling machine 6 through a shield body advanced grouting hole 9 so as to achieve self-stabilization of the soil body in front of the shield tunneling machine 6 and reduce water permeability of the soil body;
grouting and reinforcing in 3 holes of the newly-built comprehensive pipe gallery, namely grouting the stratum through a grouting pipe 8 in the pipe gallery hole to form a vault reinforcing area, so as to achieve deformation control of surrounding rocks and water plugging;
the ground grouting reinforcement, the pre-reinforcement in the subway tunnel, the shield body advanced grouting and the pipe gallery grouting reinforcement are complementary and are connected together to form a complete prevention and control reinforcement system.
During construction, the concrete construction steps are as follows:
the method comprises the following steps: when a newly-built comprehensive pipe gallery 3 shield machine 6 is going to pass through, vertical drilling is carried out at positions 2m and 5m outside the center line of the existing subway tunnel in advance, the distance between grouting holes is 3m, and the grouting holes are arranged in a quincunx shape. The hole distribution scheme parallel to the extending direction of the newly-built comprehensive pipe gallery 3 is adopted in the existing subway section 1 at the far side, and the hole distribution scheme parallel to the extending direction of the tunnel in the existing subway section 2 at the near side is adopted in the overlapping section of the existing subway section 2 at the near side. The drilling depth is within the range from the upper part and the lower part of the existing tunnel structure to the ground surface by 3 m. And after the grouting hole is drilled, before the newly-built comprehensive pipe gallery 3 is penetrated, coarse sand is filled in the hole in advance.
Step two: in-process is worn under newly-built utility tunnel 3, the existing line of subway warp and surpasss 4mm, adopts WSS to bore and annotates all-in-one and carry out retreat formula slip casting and consolidate for consolidate earth's surface and subway tunnel below soil body. The surface grouting adopts cement-water glass double-fluid slurry, adopts P.O 42.5 ordinary portland cement single-fluid slurry, the water cement ratio is 1, the water glass (Baume degree 39) and water are diluted according to the volume ratio of 1. It is worth noting that: when the subway passes through the outer side, grouting is only carried out on two rows of the outer sides of the existing subway section 2 on the near side; when the subway section is overlapped and penetrated, grouting is only carried out on four rows on the inner side and the outer side of the existing subway section 2 on the near side; when the inner side passes through, six rows of grouting are performed on the inner side and the outer side of the existing subway section 2 at the near side and on the inner side of the existing subway section 1 at the far side.
Step three: grouting reinforcement is carried out after 2 segment walls of the existing subway section of the near side are reinforced by using a grouting pipe 7 reserved on the segment in the subway tunnel in the existing subway section of the near side in 2, grouting reinforcement is carried out on 5 point positions and 7 point positions of the same ring segment by adopting two grouting machines simultaneously and respectively, and a jump ring grouting mode is adopted according to the segment staggered joint assembly principle. The concrete grouting reinforcement process is divided into two steps, wherein the first step is pre-grouting, and the pre-grouting reinforcement is carried out at the positions of 5 points and 7 points every 3 rings. And the second step is tracking grouting, in order to avoid blocking of the tracking grouting steel perforated pipe by pre-grouting, after the pre-grouting reinforcement is completely finished, the 5-point and 7-point positions of the intermediate ring reserved in the grouting position of the first step are perforated, 4m long steel perforated pipes are pre-embedded, and then tracking grouting is carried out along with tunneling of a shield machine 6 and automatic monitoring data. In order to avoid horizontal displacement of the existing tunnel caused by grouting reinforcement, grouting of each ring is synchronously performed aiming at 5 point positions and 7 point positions. The pre-buried underground tunnel inner grouting pipe 7 is a steel flower pipe with the diameter phi of 25mm, and the buried depth of the steel flower pipe is 4 meters. The grouting pressure is 0.4-0.5MPa. The slurry adopts cement-water glass double-liquid slurry, and each grouting section needs to be grouted repeatedly for 2-3 times, so that the grouting quality is ensured.
Step four: considering the collapse risk of the subsequent construction in the process of tunneling a hard stratum or a weak stratum under a soft stratum, an advanced grouting hole 9 of an upper shield body of the shield machine 6 is utilized to perform grouting reinforcement on soil mass in a range of 2-12 m above the front of a cutter head of the shield machine 6, grouting slurry adopts double-fluid slurry, and the grouting principle is that the grouting pressure and the grouting amount are double-controlled. The main objective is closely knit shield and constructs the soil body in the front upper side of construction area blade disc, guarantees that the soil body has certain self-stability, simultaneously, reduces the soil body water permeability as far as possible, improves shield and constructs the 6 blade disc front upper side soil body overall stability of machine. Wherein, the construction drilling adopts the drill bit: Φ 50, drill rod: Φ 42 × 2m, drilling depth: 18-20m, extrapolation angle: 13 deg. In the construction operation, the effective drilling depth is 20m, 20m is taken as an example in the implementation, wherein the middle shield is provided with a shield body advanced grouting hole 9 with the length of about 6m to a cutter head, the actual effective grouting depth is about 14m, the width of a duct piece is 1.5m, namely 8.7 rings, and in order to ensure the occlusion of grouting surfaces at the front and back times, circulation is performed once when pushing 6 rings. In addition, the slurry and phosphoric acid used for advanced grouting are proportioned as follows: water glass: water =1, phosphoric acid: water =1, dry cement: water =10 (bag): 1m3, water glass: cement (mix) =1:1, water glass: phosphoric acid (mixed) = 1. The proportioning of the slurry can be adjusted according to the actual situation on site, the initial setting time of the slurry can be controlled to be about 50s when the slurry is injected, the initial setting time is gradually shortened along with the increase of the length of the back rod and is controlled to be between 30s and 40s, the grouting pressure is controlled to be within 1MPa, and the initial setting time of the phosphoric acid is controlled to be between 25s and 30 s.
Step five: inside the reinforcing secondary of 3 tunnels of new utility tunnel mends thick liquid, hit at the tunnel vault simultaneously and establish 8 slip casting reinforcing subway tunnel bottom soil bodies of slip casting pipe in the piping lane hole. At the section passing through the outer side of the section A or A', as shown in fig. 3, in the range of the newly-built comprehensive pipe gallery 3 where the tunnel side passes through the existing subway section 2 at the near side, a pipe piece hand hole at 1 point or 2 points at the end close to the existing subway section 2 at the near side is adopted to inject cement-water glass double-liquid slurry by drilling a steel perforated pipe. And in the section B or B' cross section overlapped and penetrated, as shown in figure 4, a newly-built comprehensive pipe gallery 3 tunnel is completely overlapped with the 2 planes of the existing subway section at the near side, and in the section range, the cement-water glass double-liquid slurry is injected by vertically and upwards drilling steel perforated pipes at the 1 point or 2 points and the 10 points or 11 point segment hand holes of the pipe gallery tunnel. At the section passing through the inner side of the C section, as shown in fig. 5, a newly-built comprehensive pipe gallery 3 tunnel is positioned between the far side and the near side existing subway section 2, and in the section, the cement-water glass double-liquid slurry is radially injected into the pipe piece hand holes at 1 point or 2 points and 10 points or 11 points of the pipe gallery tunnel by means of punching steel floral tubes. According to the segment stagger joint assembly principle, the slip casting reinforcement adopts a jump ring drilling slip casting mode, the segment which is constructed is firstly subjected to slip casting reinforcement 30m before the 3 tunnel of the newly-built comprehensive pipe gallery is penetrated, and in the subsequent construction process, the segment is separated from the shield tail along with the segment and is timely followed with slip casting reinforcement measures.
Ground grouting reinforcement, pre-reinforcement in a subway tunnel, shield body advanced grouting and pipe gallery grouting reinforcement in the reinforcement method embodiment can be properly adjusted according to the construction deformation monitoring condition. When stratum deformation is less than 60% of a standard early warning value, adopting a shield advanced grouting and subway tunnel hole pre-reinforcing combination; when the stratum deformation is 60% -80% of the standard early warning value, adopting a shield advanced grouting, pre-reinforcing in the subway tunnel and ground grouting reinforcement combination; when stratum deformation is greater than the standard early warning value, the shield body is adopted for advanced grouting, pre-reinforcement in the subway tunnel hole, ground grouting reinforcement and pipe gallery hole grouting reinforcement combination.
In the aspect of overall construction, the reinforcing method comprehensively considers a complete prevention and control system combining ground grouting reinforcement, pre-reinforcement in a subway tunnel, shield body advanced grouting and pipe gallery grouting reinforcement, and has stronger safety prevention and control capacity compared with the traditional grouting scheme; in addition, the reinforcing method is based on the stress characteristics of different conditions of a newly-built pipe gallery through a subway tunnel, grouting schemes are designed respectively, the large deformation and torsion risks of an existing shield interval are effectively prevented and controlled, the defect of time-consuming and material-consuming materials of large-range total reinforcement is avoided, and the construction benefit is greatly improved.
While the present invention has been described in detail and with reference to the accompanying drawings and examples, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments should not be construed as limitations of the invention, except insofar as the following claims are interpreted to cover the invention.
Claims (8)
1. A stratum reinforcing method for a comprehensive pipe gallery tunnel to pass through an existing subway shield is characterized by comprising the following steps:
ground grouting reinforcement measures are adopted, and double-liquid slurry is injected into the stratum through a far-side ground grouting hole (4) and a near-side ground grouting hole (5) to form a multi-surface reinforced wall;
pre-reinforcing in the subway tunnel, and forming a bottom reinforcing area by grouting the stratum through a grouting pipe (7) in the subway tunnel;
establishing a shield advanced grouting measure of the comprehensive pipe gallery, and grouting soil body above the front of the shield through a shield advanced grouting hole (9);
grouting and reinforcing in the newly-built pipe gallery hole, and grouting the stratum through a grouting pipe (8) in the pipe gallery hole to form a vault reinforcing area;
the ground grouting reinforcement, the pre-reinforcement in the subway tunnel, the shield body advanced grouting and the pipe gallery grouting reinforcement are complementary and are connected together to form a complete prevention and control reinforcement system.
2. The method for reinforcing the stratum of the underground existing subway shield penetrating through the comprehensive pipe gallery tunnel according to claim 1, wherein the far-side ground grouting holes (4) and the near-side ground grouting holes (5) are vertically drilled from the ground to the stratum at positions 2m and 5m outside the center line of the existing subway tunnel, the drilling depth ranges from the upper part to the lower part of the tunnel structure to the ground surface, the distance between the grouting holes is 3m, and the grouting holes are arranged in a quincunx shape.
3. The stratum reinforcing method for the underground tunnel penetrating existing subway shield of the comprehensive pipe gallery according to claim 1, wherein ground grouting reinforcement measures are adopted, and when the deformation of the existing subway line exceeds 4mm in the process of penetrating the newly-built comprehensive pipe gallery (3), backward grouting reinforcement is carried out by adopting a WSS drilling and grouting integrated machine.
4. The method for reinforcing the stratum of the underground through existing subway shield of the comprehensive pipe gallery tunnel according to claim 1, wherein the ground grouting reinforcement measures comprise an outside crossing reinforcement type, an overlapping crossing reinforcement type and an inside crossing reinforcement type.
5. The method for reinforcing the stratum of the underground tunnel penetrating the existing subway shield of the utility tunnel according to claim 1, wherein the ground grouting holes are distributed in a manner parallel to the extending direction of the newly-built utility tunnel (3) in the far-side existing subway section (1) and in a manner parallel to the extending direction of the tunnel in the near-side existing subway section (2).
6. The method for reinforcing the stratum of the existing underground tunnel shield penetrating through the comprehensive pipe gallery tunnel according to claim 1, wherein the underground tunnel is pre-reinforced, and in order to avoid horizontal tunnel displacement caused by grouting reinforcement, each ring of grouting is synchronously and symmetrically performed aiming at 5-point location and 7-point location.
7. The method for reinforcing the stratum of the underground existing subway shield penetrating through the comprehensive pipe gallery tunnel according to claim 1, wherein the shield body is subjected to advanced grouting by adopting a phi 50 drilling diameter, a drilling depth of 18-20m and an external inserting angle of 13 degrees; in the construction operation, the length from the advanced grouting hole (9) of the shield body to the cutter head of the middle shield is about 6m, the actual effective grouting depth is about 14m, the ring width of the duct piece is 1.5m, namely 8.7 rings, and in order to ensure the occlusion of the grouting surfaces of the front and the back twice, circulation is performed once when 6 rings are pushed.
8. The method for reinforcing the stratum of the existing subway shield penetrating under the comprehensive pipe gallery tunnel according to claim 1, characterized in that grouting reinforcement is performed in a hole of the newly-built comprehensive pipe gallery (3), and cement-water glass double-liquid slurry is radially injected in an outer penetrating section by adopting a mode of drilling a grouting pipe (8) in the hole of the pipe gallery at a 1 point or 2 point of a pipe segment of the newly-built comprehensive pipe gallery (3) at the end close to the subway tunnel; grouting vertically upwards at 1 point or 2 points and 10 points or 11 points of a tunnel of a newly-built comprehensive pipe gallery (3) at the overlapping crossing section; radial grouting is adopted at 1 point or 2 point and 10 points or 11 points of the tunnel of the newly-built comprehensive pipe gallery (3) at the inner side crossing section.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211192656.9A CN115573725A (en) | 2022-09-28 | 2022-09-28 | Stratum reinforcing method for comprehensive pipe gallery tunnel to penetrate existing subway shield |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211192656.9A CN115573725A (en) | 2022-09-28 | 2022-09-28 | Stratum reinforcing method for comprehensive pipe gallery tunnel to penetrate existing subway shield |
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| CN115573725A true CN115573725A (en) | 2023-01-06 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116591697A (en) * | 2023-07-17 | 2023-08-15 | 中铁九局集团第四工程有限公司 | Construction method for normal-pressure cutter changing based on shield in coastal region |
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2022
- 2022-09-28 CN CN202211192656.9A patent/CN115573725A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116591697A (en) * | 2023-07-17 | 2023-08-15 | 中铁九局集团第四工程有限公司 | Construction method for normal-pressure cutter changing based on shield in coastal region |
| CN116591697B (en) * | 2023-07-17 | 2023-10-13 | 中铁九局集团第四工程有限公司 | Construction method for normal-pressure cutter changing based on shield in coastal region |
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