CN113217021B - Underground space close-range disturbance construction method and equipment - Google Patents
Underground space close-range disturbance construction method and equipment Download PDFInfo
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- CN113217021B CN113217021B CN202110480006.3A CN202110480006A CN113217021B CN 113217021 B CN113217021 B CN 113217021B CN 202110480006 A CN202110480006 A CN 202110480006A CN 113217021 B CN113217021 B CN 113217021B
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- 238000010276 construction Methods 0.000 title claims abstract description 135
- 238000009412 basement excavation Methods 0.000 claims abstract description 49
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- 238000012544 monitoring process Methods 0.000 claims abstract description 21
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 10
- 239000002002 slurry Substances 0.000 claims description 44
- 229910000831 Steel Inorganic materials 0.000 claims description 31
- 238000000034 method Methods 0.000 claims description 31
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- 239000007921 spray Substances 0.000 claims description 9
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Classifications
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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
- E21D11/04—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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
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- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The application provides a near-distance disturbance construction method and equipment for an underground space, which are used for reinforcing the strength of an existing tunnel by grouting and reinforcing soil in a construction area, which is close to a preset range of the existing tunnel; the guard piles are respectively arranged at the two ends of the construction area, which are close to the existing tunnel, so as to realize the relative isolation between the construction area and the existing tunnel; then excavating the construction area to reduce the deformation influence of the construction on the existing tunnel as much as possible; meanwhile, monitoring the existing tunnel to obtain the deformation of the existing tunnel, and adjusting the parameters of the excavation operation when the deformation meets the preset conditions; the deformation state of the existing tunnel is monitored, and the parameter of excavation is adjusted according to the monitoring result, so that the oversized deformation influence of improper excavation on the existing tunnel is avoided.
Description
Technical Field
The application relates to the technical field of tunnel construction, in particular to a near-distance disturbance construction method and equipment for an underground space.
Background
Due to the construction of newly-built station pilot tunnels, transverse pilot tunnels, hole digging piles and buckling arches, soil around the existing section tunnels can be disturbed for many times, excavation unloading effects are generated, deformation of the existing section tunnels is caused, normal operation of the existing section tunnels can be influenced, and collapse is even caused. The method reduces the influence of the tunnel excavation of the newly-built station on the existing section tunnel, ensures the operation safety of the existing section tunnel, and is a problem to be solved urgently for the newly-built station.
Disclosure of Invention
The present application has been made in order to solve the above technical problems. The embodiment of the application provides a near-distance disturbance construction method and equipment for an underground space, which solve the problem that the deformation of an existing tunnel is caused by the construction nearby the existing tunnel.
According to one aspect of the present application, there is provided a near disturbance construction method for an underground space, including: grouting and reinforcing soil in a construction area, which is close to a preset range of the existing tunnel; respectively arranging guard piles at two ends of the construction area, which are close to the existing tunnel; performing excavation operation on the construction area; monitoring the existing tunnel to obtain the deformation of the existing tunnel; and when the deformation quantity meets a preset condition, adjusting parameters of the excavating operation.
In an embodiment, grouting reinforcement of the soil body in the construction area near the preset range of the existing tunnel includes: an anchor net spray support is arranged on the tunnel face of the construction area so as to seal the tunnel face; a deep hole grouting pipe is driven into the side wall of the construction area along the station direction; and injecting slurry into the deep hole grouting pipe.
In an embodiment, the disposing guard piles at two ends of the construction area, which are close to the existing tunnel, respectively includes: and arranging single-row guard piles in guide holes at two ends of the construction area, which are close to the existing tunnel, respectively.
In one embodiment, the excavating the construction area includes: driving a small guide pipe into the position above the arching line of the construction area and the buckling arch crown along the excavation outline; injecting a slurry into the small conduit; and carrying out excavation operation of a preset footage distance on the construction area.
In an embodiment, after the excavating operation for the preset footage distance of the construction area, the underground space close-distance disturbance construction method further includes: erecting a steel arch on the inner wall of a guide hole formed by excavation and; performing anchor net spraying operation on the steel arch; and injecting slurry between the steel arch and the inner wall of the pilot tunnel.
In an embodiment, when the deformation amount meets a preset condition, adjusting the parameter of the digging operation includes: and when the deformation is larger than a preset deformation threshold, adjusting parameters of the excavating operation.
In an embodiment, when the deformation is greater than a preset deformation threshold, adjusting the parameter of the digging operation includes: when the deformation is larger than a preset deformation threshold, driving a sleeve valve pipe into the inner wall of the construction area on one side close to the existing tunnel; and injecting slurry into the sleeve valve tube.
In one embodiment, driving the sleeve valve pipe into the inner wall of the construction area near the side of the existing tunnel comprises: and driving the sleeve valve pipe into the inner wall of the construction area, which is close to one side of the existing tunnel, in a radial manner.
In an embodiment, the method for constructing the short-distance disturbance of the underground space further comprises: a locking pipe curtain is arranged below the existing tunnel; a compensation grouting pipe is arranged above the lock catch pipe curtain; and injecting grout into the compensation grouting pipe.
According to another aspect of the present application, there is provided an underground space close-range disturbance construction apparatus including: the reinforcement module is used for grouting and reinforcing soil in a preset range, which is close to the existing tunnel, of the construction area; the enclosure module is used for respectively arranging enclosure piles at two ends of the construction area, which are close to the existing tunnel; the excavating module is used for excavating the construction area; the monitoring module is used for monitoring the existing tunnel to obtain the deformation of the existing tunnel; and the adjusting module is used for adjusting the parameters of the excavating operation when the deformation quantity meets the preset conditions.
According to the underground space close-range disturbance construction method and the underground space close-range disturbance construction equipment, grouting reinforcement is carried out on soil bodies in a preset range, which is close to an existing tunnel, of a construction area so as to reinforce the strength of the existing tunnel; the guard piles are respectively arranged at the two ends of the construction area, which are close to the existing tunnel, so as to realize the relative isolation between the construction area and the existing tunnel; then excavating the construction area to reduce the deformation influence of the construction on the existing tunnel as much as possible; meanwhile, monitoring the existing tunnel to obtain the deformation of the existing tunnel, and adjusting the parameters of the excavation operation when the deformation meets the preset conditions; the deformation state of the existing tunnel is monitored, and the parameter of excavation is adjusted according to the monitoring result, so that the oversized deformation influence of improper excavation on the existing tunnel is avoided.
Drawings
The foregoing and other objects, features and advantages of the present application will become more apparent from the following more particular description of embodiments of the present application, as illustrated in the accompanying drawings. The accompanying drawings are included to provide a further understanding of embodiments of the application and are incorporated in and constitute a part of this specification, illustrate the application and not constitute a limitation to the application. In the drawings, like reference numerals generally refer to like parts or steps.
Fig. 1 is a schematic flow chart of a method for constructing a close-range disturbance of an underground space according to an exemplary embodiment of the present application.
Fig. 2 is a schematic flow chart of a grouting reinforcement method according to an exemplary embodiment of the present application.
Fig. 3 is a flow chart of a method of mining operation according to an exemplary embodiment of the present application.
FIG. 4 is a flowchart of a method for adjusting a digging operation parameter according to an exemplary embodiment of the present application.
Fig. 5 is a schematic flow chart of a method for constructing a close-range disturbance of an underground space according to another exemplary embodiment of the present application.
Fig. 6 is a schematic structural diagram of a construction device for short-distance disturbance of an underground space according to an exemplary embodiment of the present application.
Fig. 7 is a schematic structural view of a construction device for short-distance disturbance of an underground space according to another exemplary embodiment of the present application.
Fig. 8 is a block diagram of an electronic device according to an exemplary embodiment of the present application.
Detailed Description
Hereinafter, example embodiments according to the present application will be described in detail with reference to the accompanying drawings. It should be apparent that the described embodiments are only some of the embodiments of the present application and not all of the embodiments of the present application, and it should be understood that the present application is not limited by the example embodiments described herein.
Fig. 1 is a schematic flow chart of a method for constructing a close-range disturbance of an underground space according to an exemplary embodiment of the present application. As shown in fig. 1, the method for constructing the short-distance disturbance of the underground space comprises the following steps:
step 110: grouting and reinforcing soil bodies in a preset range, which is close to the existing tunnel, of the construction area.
When a pilot tunnel (construction area) is excavated to a position 10m away from the existing tunnel, the tunnel is closed in face time by adopting an anchor net spray support, soil mass in the range of 10m in front of the tunnel is subjected to deep hole grouting reinforcement in the tunnel along the station direction, and the deep hole grouting range along the station cross section direction is 2m outside the excavation contour lines of the upper pilot tunnel, the lower pilot tunnel, the large arch and the transverse pilot tunnel. The soil body after grouting has good uniformity and self-standing property, the excavated surface has no obvious water seepage, the unconfined compressive strength is 0.1-0.3 MPa, and the seepage coefficient is less than or equal to 1.0x10 < -6 > cm/s. In one embodiment, concrete parameters of grouting reinforcement of soil body right in front of the tunnel face are as follows: the grouting holes are arranged perpendicular to the face, the hole site spacing is 0.8m, the diffusion radius is 0.5m, the lap joint is 0.2m, the grouting depth is 10m, and the quincuncial arrangement is realized. Concrete parameters of soil grouting reinforcement in the range of 2m around the pilot tunnel section are as follows: and (3) determining a proper external insertion angle of 12-45 degrees according to the reinforcement range, grouting in the front section, wherein the length of each section is 2.6-12.2 m, overlapping is 2m, grouting is carried out on primary support holes of the tunnel face and the pilot tunnel, the hole position deviation is required to be +/-3 cm, and the angle deviation of the incident angle is not more than 1 degree.
Step 120: and the two ends of the construction area, which are close to the existing tunnel, are respectively provided with guard piles.
When the standard section of the construction area is subjected to construction adjacent to the existing tunnel, the upper layer pilot tunnel and the transverse pilot tunnel are excavated, then the end guard piles are constructed in the upper layer transverse pilot tunnel in a mechanical drilling mode, and then the lower layer pilot tunnel is excavated to the guard piles. Specifically, the D1000 mechanical drilling pile is adopted for isolation, the pile length is 23.55m, the piles are arranged in a single row, the distance between the piles is 1.5m, the tops of the piles are positioned in the upper layer cross-track holes, crown beams with the sections of 1150mm and 2000mm are constructed, and the bottoms of the piles are about 8.6m away from the bottom plate of the lower layer pilot tunnel.
In one embodiment, the specific implementation of step 120 may be: and arranging single-row guard piles in guide holes at two ends of the construction area, which are close to the existing tunnel, respectively.
Step 130: and excavating the construction area.
The newly-built station is close to the construction of the existing tunnel, and soil around the tunnel is disturbed for a plurality of times, so that the deformation of the tunnel in the existing section is easily caused. On the premise of reinforcing stratum in a tunnel construction influence area, a small-conduit grouting advanced support mode, a pilot tunnel excavation construction sequence of 'side-first-second-middle-adjacent-staggered', a step method construction process of reserving core soil by a short approach, a manual auxiliary mechanical excavation and a construction technology and method of timely backfilling grouting after primary backing are adopted, so that tunnel excavation construction disturbance is effectively reduced, and operation safety of an existing subway section tunnel is ensured.
Step 140: and monitoring the existing tunnel to obtain the deformation of the existing tunnel.
The deformation quantity of the existing tunnel can be monitored in real time by adopting an image monitoring or other monitoring modes, so that the influence of construction on the existing tunnel is known in real time, and the influence on the normal operation of the existing tunnel due to overlarge deformation quantity is avoided.
Step 150: and when the deformation quantity meets the preset condition, adjusting the parameters of the excavating operation.
When the deformation of the existing tunnel meets the preset condition, namely after the deformation of the existing tunnel is larger than the preset deformation threshold, parameters of the excavation operation need to be adjusted so as to prevent further influence on the existing tunnel. The specific operation mode can be as follows: when the sinking distance of the existing tunnel along the vertical direction reaches 2.1mm, sending out early warning to prompt operators; when the sinking distance of the existing tunnel along the vertical direction reaches 2.4mm, alarming to prompt an operator; when the sinking distance of the existing tunnel in the vertical direction reaches 3.0mm, corresponding control operation is executed or an operator is prompted to execute corresponding control operation, such as stopping and setting or adjusting an excavation scheme. When the floating distance of the existing tunnel in the vertical direction reaches 1.4mm, sending out early warning to prompt operators; when the floating distance of the existing tunnel in the vertical direction reaches 1.6mm, alarming to prompt an operator; when the sinking distance of the existing tunnel in the vertical direction reaches 2.0mm, corresponding control operation is executed or an operator is prompted to execute corresponding control operation, such as stopping and setting or adjusting an excavation scheme. When the translation distance of the existing tunnel along the horizontal direction reaches 0.7mm, sending out early warning to prompt operators; when the translation distance of the existing tunnel along the horizontal direction reaches 0.8mm, alarming to prompt an operator; when the translation distance of the existing tunnel in the horizontal direction reaches 1.0mm, corresponding control operation is executed or an operator is prompted to execute corresponding control operation, such as stopping the working or adjusting the excavation scheme.
According to the near-distance disturbance construction method for the underground space, grouting reinforcement is carried out on soil bodies in a preset range, close to an existing tunnel, of a construction area so as to reinforce the strength of the existing tunnel; the guard piles are respectively arranged at the two ends of the construction area, which are close to the existing tunnel, so as to realize the relative isolation between the construction area and the existing tunnel; then excavating the construction area to reduce the deformation influence of the construction on the existing tunnel as much as possible; meanwhile, monitoring the existing tunnel to obtain the deformation of the existing tunnel, and adjusting the parameters of the excavation operation when the deformation meets the preset conditions; the deformation state of the existing tunnel is monitored, and the parameter of excavation is adjusted according to the monitoring result, so that the oversized deformation influence of improper excavation on the existing tunnel is avoided.
Fig. 2 is a schematic flow chart of a grouting reinforcement method according to an exemplary embodiment of the present application. As shown in fig. 2, the step 110 may include:
step 111: and arranging an anchor net spray support on the face of the construction area to seal the face.
The tunnel face of the construction area is sealed by arranging anchor net spray support on the tunnel face, so that the whole structure of the tunnel face and the existing tunnel is improved.
Step 112: and (5) driving a deep hole grouting pipe into the side wall of the construction area along the station direction.
The deep hole grouting pipe is driven into the side wall of the construction area along the station direction, so that the structure of the existing tunnel close to the construction area is further reinforced.
Step 113: and injecting slurry into the deep hole grouting pipe.
The stability of loose and weak surrounding rock can be enhanced after grouting into the soil body, so that the stability of the surrounding rock after excavation and in the time of initial support completion can be facilitated, and the surrounding rock is prevented from being unstable and damaged until collapse. Grouting is suitable for weak surrounding rock of tunnel arch, loose, non-binding soil layer, sand layer with poor self-stabilization capability and gravel (ovum) layer level broken rock stratum. The condition and stability of surrounding rock can be changed by grouting, and the slurry can be closely contacted and solidified with weak and loose stratum or water-containing broken surrounding rock cracks after being injected into the surrounding rock cracks. The slurry occupies the positions of the soil particles and rock cracks after water and air are replaced in the modes of filling, splitting and the like, and is coagulated for a certain time to bond the original loose soil particles or cracks into a whole, so that a consolidated body with high strength and good waterproof performance is formed, and the loose crushing condition of surrounding rock is greatly improved. The concrete grouting mode can be as follows: firstly, blowing out sand and stone in the grouting pipe by using a blowing pipe, then plugging cracks around the grouting pipe and the wall surface by using plastic cement, or spraying concrete with the thickness of 8-10 cm around the grouting pipe and the wall surface for sealing, and finally grouting the grouting pipe by using a grouting machine and other devices.
The slurry in the application can comprise various components, and in particular, the slurry in the application can comprise cement slurry, nano-perfusion agent, water glass and phosphoric acid; the cement paste has a cement paste water-cement ratio of 1:1, the nano-perfusion agent is 10% of the cement, the water glass is 60% of the concentration, the phosphoric acid is 8% of the water glass, and the sum of the cement paste and the nano-perfusion agent is equal to the sum of the water glass and the phosphoric acid.
In one embodiment, the slurry is injected into the grouting pipe at a predetermined grouting pressure. Specifically, the slurry diffusion radius is 0.5m, a single-liquid grouting pump with the grouting pressure of 0.2-0.5 megaPa can be adopted to inject slurry into a grouting pipe, the back pumping speed of a drill rod is 15 cm/time, and the length of one-time grouting is 2.5-12m. If the time for suspending grouting exceeds 30 minutes when grouting is not finished, the grouting pipe can be cleaned so as to prevent pipe blockage. In order to prevent slurry leakage of a working surface in the grouting process, a slurry stopping wall is arranged before grouting, the slurry stopping wall adopts C20 net hanging and spraying concrete, the thickness is 0.3 meter, three-stage steel diameter 22 anchor rods are adopted, quincuncial arrangement is adopted, the distance is 0.5 multiplied by 0.5 meter, the wall inner distribution layer reinforcing steel bar net phi is 6.5@150@150×150, and the lap joint length is 150 mm. And (3) constructing the deep hole grouting of the main vault from the pilot tunnel, wherein the grout stopping wall range is the pilot tunnel construction surface range. When the clay layer is in hole collapse, forward grouting is adopted, otherwise, backward grouting is adopted.
Fig. 3 is a flow chart of a method of mining operation according to an exemplary embodiment of the present application. As shown in fig. 3, the step 130 may include:
step 131: and driving small guide pipes into the position above the arching line of the construction area and the buckling arch crown along the excavation outline.
The advanced support and the supplementary reinforcement are carried out on the arch soil body by adopting a mode of injecting 1:1 cement water glass double-liquid slurry into the advanced small guide pipe, so that the excavation construction safety of the face is ensured. The advanced small guide pipe adopts DN25 (phi 32) multiplied by 2.75mm steel pipes, the length is 2.0m, each grid is 0.5m and is provided with a ring of small guide pipes, the circumferential spacing is 300mm, the small guide pipes are arranged obliquely above the excavation contour line, and the angle is controlled to be 15-21 degrees.
Step 132: slurry is injected into the small conduit.
The grouting pressure is 0.3-0.5 MPa through injecting slurry into the small guide pipe to improve the stability of the construction area.
Step 133: and carrying out excavation operation of a preset footage distance on the construction area.
The standard section is constructed by adopting a PBA construction method, when the pilot tunnel is excavated, the pilot tunnels on two sides are firstly constructed, and after entering the existing tunnel construction influence area, the pilot tunnels on two sides are synchronously excavated, and meanwhile, the end is blocked, so that the disturbance times are reduced; and after the excavation construction of the pilot tunnels at the two sides is completed, sequentially constructing 2 middle pilot tunnels. And (3) erecting a steel arch along with the excavation of a pilot tunnel, and carrying out anchor net spraying construction to form a closed primary support structure system, and timely following the primary support back for grouting backfill to fill gaps between the primary support structure and surrounding rocks of the tunnel so as to effectively control the deformation of the surrounding rocks of the excavation of the tunnel. The pilot tunnel is excavated by adopting a step method, mechanical auxiliary manual perturbation excavation is performed, cyclic footage is 0.5m, arch feet are taken as dividing lines, two-step excavation is performed, a distance of 4-6 m is kept between an upper step and a lower step, and the footage of each excavation cycle is strictly controlled. The core soil is reserved on the upper step, and the length of the core soil and the section size in the axial direction are ensured.
In an embodiment, as shown in fig. 3, after step 133, the above step 130 may further include:
step 134: and erecting a steel arch on the inner wall of the guide hole formed by excavation.
Step 135: and (5) carrying out anchor net spraying operation on the steel arch.
And (3) erecting a steel frame and spraying concrete in time after each cycle of excavation, and in order to reduce construction settlement, 2 phi 25 locking anchor pipes are arranged on the arch feet of the steel frame of the upper step, and cement-water glass double-liquid slurry is injected under pressure, wherein the length is 2.0m.
Step 136: and injecting slurry between the steel arch and the inner wall of the pilot tunnel.
After the primary support is looped, the back of the primary support is backfilled with grouting twice, and the cement paste water cement ratio is 1:1; 3-5 m from the tunnel face of the pilot tunnel for the first time, grouting at low pressure, and finishing the overflow of slurry from the excavation face; the second time is 8-10 m away from the tunnel face of the pilot tunnel, and full-pressure grouting is performed, the final grouting pressure is 0.5MPa, and grouting can be supplemented for multiple times according to the settlement monitoring condition.
FIG. 4 is a flowchart of a method for adjusting a digging operation parameter according to an exemplary embodiment of the present application. As shown in fig. 4, the step 150 may include:
step 151: when the deformation is larger than a preset deformation threshold, driving a sleeve valve pipe into the inner wall of the construction area, which is close to one side of the existing tunnel.
To control the sedimentation and deformation of the existing structure in the subsequent construction process and ensure the normal operation of the existing line, the upper layer and the lower layer are guidedAfter the end capping of the tunnel, the soil bodies in the direction of the existing tunnel are respectively beaten in the upper layer transverse guide tunnel and the lower layer transverse guide tunnelAnd (3) driving the sleeve valve pipe into the inner wall of one side of the construction area close to the existing tunnel when continuous settlement or displacement occurs in feedback of the displacement monitoring system. Specifically, the sleeve valve pipe is driven into the inner wall of the construction area, which is close to one side of the existing tunnel, in a radial manner. The length of the sleeve valve tube is 4m-12m, the erection angle is 10-90 degrees, and the sleeve valve tube is arranged by taking care of avoiding the tunnel in the existing section. The drilling and grouting sequence is firstly carried out on the periphery, then the periphery is carried out on the inside, the periphery is surrounded, blocked and cut, the inside is filled and pressed, and the same row of interval construction is carried out.
Step 152: slurry is injected into the sleeve valve tube.
The sleeve valve pipe grouting is used for reinforcing the position, and the grouting pressure and the grouting amount are strictly controlled in a preset range during grouting because the grouting position is close to the existing tunnel, so that the safety of the structure and the track of the existing tunnel is ensured. The soil body after grouting has good uniformity and self-standing property, the excavated surface has no obvious water seepage, the unconfined compressive strength is 0.1-0.3 MPa, and the permeability coefficient is less than or equal to 1 x10 < -6 > cm/sec. The WSS shrinkage-free AC slurry (cement slurry, water glass and additive) is adopted, the cement slurry water cement ratio is 1:1 (weight ratio), the cement slurry water glass=1:1 (volume ratio), the additive doping amount is determined according to the stratum conditions of the powdery clay layer, the medium-coarse sand layer and the fine sand layer, and the slurry setting time and the injectability are regulated. The slurry diffusion radius is 0.5m, and the grouting pressure is 0.3-0.5 Mpa. According to the embodiment of the application, grouting can be performed by jumping holes, so that the phenomenon of grouting is prevented. Or after the grouting of the full hole section is finished, carrying out secondary grouting intermittently for a period of time, wherein the intermittent time is controlled within 10-30 min. When the grouting pressure is more than or equal to 0.6Mpa, the grouting amount is less than 2.5L/min, and the stabilizing time is 25min; and when the ground surface is found to have a tendency to lift up or when slurry channeling or slurry leakage is serious, the grouting is stopped immediately. In the grouting process, the settlement of the ground and the building is closely monitored, if the reinforced building has a tendency of arching, the grouting is immediately stopped, and the lifting amount of the building before and after grouting is strictly controlled to be not more than 2mm.
Fig. 5 is a schematic flow chart of a method for constructing a close-range disturbance of an underground space according to another exemplary embodiment of the present application. As shown in fig. 5, the above-mentioned method for constructing the short-distance disturbance of the underground space may further include:
step 160: and a locking pipe curtain is arranged below the existing tunnel.
The underpass section is two separated small clear distance station tunnels, and a locking pipe curtain is arranged at the position 1m below the existing section tunnel in order to ensure the operation safety of the existing subway during underpass construction. The length L=37m of the single steel pipe of the locking pipe curtain is 24.3m, and 91 steel pipes are arranged in total. The locking pipe curtain adopts Q237phi@270, the thickness t=12mm, the locking material is 50 x10 mm angle steel, the steel pipe is processed into 6 meters/section limited by construction space, and the pipe sections are connected in a welding mode; the side face of the seamless steel tube is welded with a lock catch, and adjacent steel tubes are connected into a whole through the lock catch.
Step 170: and a compensation grouting pipe is arranged above the locking pipe curtain.
And after the pipe curtain construction is completed, arranging a compensation grouting pipe above the lock catch. The length of the steel pipe is 6m, and a round pipe cutting machine is adopted to process the steel pipe into a flat end face port; the welding between two sections of steel pipes on site is firm, the positions of welding seams of adjacent steel pipe joints are staggered for 1m, the steel pipes are jacked in place, slag soil in the pipes is cleaned by high-pressure air, a pipe orifice is blocked by adopting a 1cm steel plate (a grouting hole and an exhaust hole are reserved, the exhaust hole and the grouting hole are arranged up and down, the exhaust hole is arranged above and connected with a 1 m-height observation pipe), and a grouting guide pipe is required to be inserted into the 50cm position at the front end of a pipe curtain.
Step 180: slurry is injected into the compensation grouting pipe.
The locking pipe curtain and the soil body reinforced by the grout are combined into a closed plate-shaped structure through compensation grouting, and deep hole grouting grout is prevented from entering an existing tunnel; meanwhile, the advanced support function is achieved in the process of excavating 2 single-hole tunnels below the locking pipe curtain. And (3) after 2-3 jacking pipes are completed, compensating grouting outside the pipe in time, controlling formation deformation and closing gaps between pipe curtains. The compensation grouting adopts 1:1 cement paste is poured. Grouting construction is carried out after shutdown, the grouting pressure is strictly controlled to be less than 0.1MPa, double control indexes of grouting pressure and grouting amount are adopted, automatic monitoring is adopted, inspection inside and outside a hole is enhanced, and grouting is prevented from entering an existing section. And (3) adopting back grouting, wherein the pipe withdrawal and grouting progress are coordinated and consistent. The cement mortar filling operation is delayed by 10 pipe curtains, grouting is stopped, and double index control is performed by grouting amount and on-site observation of overflow situation of overflow holes, so that the cement mortar in the pipe is ensured to be densely filled; after the primary grouting is finished, secondary grouting in the pipe is carried out after 24 hours.
After the construction of the locking pipe curtain and the compensation grouting outside the pipe are completed, drilling grouting is carried out in the stations at two sides of the existing tunnel towards the direction of the tunnel at the existing interval and parallel to the axis of the station, the drilling depth is 19.25m, the middle of the grouting holes is overlapped by 2m, the diffusion range is 0.5m, the distance is 0.8m, the grouting is carried out by drilling grouting outside the horizontal edge of the station structure, and the maximum included angle between the drill rod and the axis of the station is 13 degrees.
Fig. 6 is a schematic structural diagram of a construction device for short-distance disturbance of an underground space according to an exemplary embodiment of the present application. As shown in fig. 6, the short-distance disturbance construction device 60 includes: the reinforcement module 61 is used for grouting reinforcement on soil body in a preset range, which is close to the existing tunnel, of the construction area; the enclosure module 62 is used for respectively arranging enclosure piles at two ends of the construction area, which are close to the existing tunnel; an excavating module 63 for excavating a construction area; the monitoring module 64 is configured to monitor an existing tunnel to obtain a deformation amount of the existing tunnel; and an adjusting module 65 for adjusting the parameter of the digging operation when the deformation amount satisfies the preset condition.
According to the underground space close-range disturbance construction equipment, grouting reinforcement is carried out on soil bodies in a preset range, close to an existing tunnel, of a construction area through the reinforcement module 61 so as to reinforce the strength of the existing tunnel; and the enclosure module 62 is respectively provided with enclosure piles at two ends of the construction area close to the existing tunnel so as to realize the relative isolation of the construction area and the existing tunnel; then the excavating module 63 performs excavating operation on the construction area so as to reduce the deformation influence of the construction on the existing tunnel as much as possible; meanwhile, the monitoring module 64 monitors the existing tunnel to obtain the deformation of the existing tunnel, and when the deformation meets the preset condition, the adjusting module 65 adjusts the parameter of the excavation operation; the deformation state of the existing tunnel is monitored, and the parameter of excavation is adjusted according to the monitoring result, so that the oversized deformation influence of improper excavation on the existing tunnel is avoided.
In one embodiment, the containment module 62 may be configured to: and arranging single-row guard piles in guide holes at two ends of the construction area, which are close to the existing tunnel, respectively.
Fig. 7 is a schematic structural view of a construction device for short-distance disturbance of an underground space according to another exemplary embodiment of the present application. As shown in fig. 7, the reinforcement module 61 may include: a support setting unit 611 for setting an anchor net spray support on the face of the construction area to close the face; a deep hole pipe driving unit 612 for driving a deep hole grouting pipe into a side wall of the construction area along the station direction; deep hole grouting unit 613 is used for injecting slurry into the deep hole grouting pipe.
In one embodiment, as shown in fig. 7, the excavating module 63 may include: a small guide pipe driving unit 631 for driving a small guide pipe along the excavation contour at a position above the arching line of the construction area and the buckling arch crown; a small pipe grouting unit 632 for injecting slurry into the small pipe; a footage excavation unit 633 for performing an excavation operation of a preset footage distance on the construction area.
In one embodiment, as shown in fig. 7, the digging module 63 may further include: a steel arch erecting unit 634 for erecting a steel arch on the inner wall of the guide hole formed by excavation; an anchor net spray unit 635 for performing an anchor net spray operation on the steel arch; a steel arch grouting unit 636 is used for grouting between the steel arch and the inner wall of the pilot tunnel.
In one embodiment, as shown in fig. 7, the adjusting module 65 may include: the sleeve valve pipe driving unit 651 is used for driving a sleeve valve pipe on the inner wall of the construction area, which is close to the side of the existing tunnel, when the deformation is larger than a preset deformation threshold; a sleeve grouting unit 652 for injecting slurry into the sleeve.
In one embodiment, as shown in fig. 7, the above-mentioned short-distance disturbance construction device 60 may include: the locking pipe curtain setting module 66 is used for setting the locking pipe curtain below the existing tunnel; the compensation pipe setting module 67 is used for setting a compensation grouting pipe above the lock catch pipe curtain; the compensating grouting module 68 is used for injecting slurry in the compensating grouting pipe.
Next, an electronic device according to an embodiment of the present application is described with reference to fig. 8. The electronic device can be applied to the intelligent shallow excavation working device, and can be any one or both of the first device and the second device or a stand-alone device independent of the first device and the second device, and the stand-alone device can be communicated with the first device and the second device to receive the acquired input signals from the first device and the second device.
Fig. 8 illustrates a block diagram of an electronic device according to an embodiment of the present application.
As shown in fig. 8, the electronic device 10 includes one or more processors 11 and a memory 12.
The processor 11 may be a Central Processing Unit (CPU) or other form of processing unit having data processing and/or instruction execution capabilities, and may control other components in the electronic device 10 to perform desired functions.
Memory 12 may include one or more computer program products that may include various forms of computer-readable storage media, such as volatile memory and/or non-volatile memory. The volatile memory may include, for example, random Access Memory (RAM) and/or cache memory (cache), and the like. The non-volatile memory may include, for example, read Only Memory (ROM), hard disk, flash memory, and the like. One or more computer program instructions may be stored on the computer readable storage medium that may be executed by the processor 11 to implement the below-ground space near field disturbance construction method and/or other desired functions of the various embodiments of the present application described above. Various contents such as an input signal, a signal component, a noise component, and the like may also be stored in the computer-readable storage medium.
In one example, the electronic device 10 may further include: an input device 13 and an output device 14, which are interconnected by a bus system and/or other forms of connection mechanisms (not shown).
For example, when the electronic device is a first device or a second device, the input means 13 may be an instrument such as a sensor for inputting a signal. When the electronic device is a stand-alone device, the input means 13 may be a communication network connector for receiving the acquired input signals from the first device and the second device.
In addition, the input device 13 may also include, for example, a keyboard, a mouse, and the like.
The output device 14 may output various information to the outside, including the determined distance information, direction information, and the like. The output device 14 may include, for example, a display, speakers, a printer, and a communication network and remote output devices connected thereto, etc.
Of course, only some of the components of the electronic device 10 that are relevant to the present application are shown in fig. 8 for simplicity, components such as buses, input/output interfaces, etc. are omitted. In addition, the electronic device 10 may include any other suitable components depending on the particular application.
In addition to the methods and apparatus described above, embodiments of the present application may also be a computer program product comprising computer program instructions which, when executed by a processor, cause the processor to perform the steps in a method of construction of a short distance disturbance of a subterranean space according to various embodiments of the present application described in the above-described "exemplary methods" section of this specification.
The computer program product may write program code for performing the operations of embodiments of the present application in any combination of one or more programming languages, including an object oriented programming language such as Java, C++ or the like and conventional procedural programming languages, such as the "C" programming language or similar programming languages. The program code may execute entirely on the user's computing device, partly on the user's device, as a stand-alone software package, partly on the user's computing device, partly on a remote computing device, or entirely on the remote computing device or server.
Furthermore, embodiments of the present application may also be a computer-readable storage medium, having stored thereon computer program instructions, which when executed by a processor, cause the processor to perform the steps in a method of construction of a near disturbance of a subsurface space according to various embodiments of the present application described in the above-mentioned "exemplary method" section of the present specification.
The computer readable storage medium may employ any combination of one or more readable media. The readable medium may be a readable signal medium or a readable storage medium. The readable storage medium may include, for example, but is not limited to, an electronic, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or a combination of any of the foregoing. More specific examples (a non-exhaustive list) of the readable storage medium would include the following: an electrical connection having one or more wires, a portable disk, a hard disk, random Access Memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), optical fiber, portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the foregoing.
The basic principles of the present application have been described above in connection with specific embodiments, however, it should be noted that the advantages, benefits, effects, etc. mentioned in the present application are merely examples and not limiting, and these advantages, benefits, effects, etc. are not to be considered as necessarily possessed by the various embodiments of the present application. Furthermore, the specific details disclosed herein are for purposes of illustration and understanding only, and are not intended to be limiting, as the application is not intended to be limited to the details disclosed herein as such.
The block diagrams of the devices, apparatuses, devices, systems referred to in this application are only illustrative examples and are not intended to require or imply that the connections, arrangements, configurations must be made in the manner shown in the block diagrams. As will be appreciated by one of skill in the art, the devices, apparatuses, devices, systems may be connected, arranged, configured in any manner. Words such as "including," "comprising," "having," and the like are words of openness and mean "including but not limited to," and are used interchangeably therewith. The terms "or" and "as used herein refer to and are used interchangeably with the term" and/or "unless the context clearly indicates otherwise. The term "such as" as used herein refers to, and is used interchangeably with, the phrase "such as, but not limited to.
It is also noted that in the apparatus, devices and methods of the present application, the components or steps may be disassembled and/or assembled. Such decomposition and/or recombination should be considered as equivalent to the present application.
The previous description of the disclosed aspects is provided to enable any person skilled in the art to make or use the present application. Various modifications to these aspects will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other aspects without departing from the scope of the application. Thus, the present application is not intended to be limited to the aspects shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
The foregoing description has been presented for purposes of illustration and description. Furthermore, this description is not intended to limit the embodiments of the application to the form disclosed herein. Although a number of example aspects and embodiments have been discussed above, a person of ordinary skill in the art will recognize certain variations, modifications, alterations, additions, and subcombinations thereof.
Claims (6)
1. The near-distance disturbance construction method for the underground space is characterized by comprising the following steps of:
grouting reinforcement is carried out on soil body in a preset range, which is close to an existing tunnel, of a construction area, wherein anchor net spray support is arranged on a tunnel face of the construction area so as to seal the tunnel face, deep hole grouting pipes are driven into the side wall of the construction area along the station direction, slurry is injected into the deep hole grouting pipes, and concrete parameters of soil body grouting reinforcement right in front of the tunnel face are as follows: the grouting holes are arranged perpendicular to the face, the hole site spacing is 0.8m, the diffusion radius is 0.5m, the lap joint is 0.2m, the grouting depth is 10m, and the quincuncial arrangement is realized;
the construction method comprises the steps that guard piles are respectively arranged at two ends, close to an existing tunnel, of the construction area, and single-row guard piles are respectively arranged in guide holes at two ends, close to the existing tunnel, of the construction area;
digging the construction area, including driving a small guide pipe into the position above the arching line of the construction area and the arch buckling vault along the excavation outline, injecting slurry into the small guide pipe, and digging the construction area by a preset footage distance; a lock catch pipe curtain is arranged below the existing tunnel in a beating mode, a compensation grouting pipe is arranged above the lock catch pipe curtain, and slurry is injected into the compensation grouting pipe;
monitoring the existing tunnel to obtain the deformation of the existing tunnel; and
and when the deformation quantity meets a preset condition, adjusting parameters of the excavating operation.
2. The underground space short-distance disturbance construction method according to claim 1, further comprising, after the excavating operation for the construction area by a preset footage distance:
erecting a steel arch on the inner wall of a guide hole formed by excavation and;
performing anchor net spraying operation on the steel arch; and
and injecting slurry between the steel arch and the inner wall of the pilot tunnel.
3. The underground space near-field disturbance construction method according to claim 1, wherein when the deformation amount satisfies a preset condition, adjusting the parameter of the excavation operation includes:
and when the deformation is larger than a preset deformation threshold, adjusting parameters of the excavating operation.
4. A method of constructing a close-up disturbance of a subterranean space according to claim 3, wherein when the deformation is greater than a predetermined deformation threshold, adjusting the parameters of the digging operation includes:
when the deformation is larger than a preset deformation threshold, driving a sleeve valve pipe into the inner wall of the construction area on one side close to the existing tunnel; and
and injecting slurry into the sleeve valve tube.
5. The method of constructing a short-distance disturbance in a ground space according to claim 4, wherein driving a sleeve valve tube into an inner wall of the construction area on a side close to the existing tunnel comprises:
and driving the sleeve valve pipe into the inner wall of the construction area, which is close to one side of the existing tunnel, in a radial manner.
6. An underground space close-range disturbance construction device, comprising:
the reinforcing module is used for grouting and reinforcing soil in a preset range, which is close to an existing tunnel, of a construction area, and comprises the following specific parameters of setting an anchor net spray support on a tunnel face of the construction area to seal the tunnel face, driving a deep hole grouting pipe on the side wall of the construction area along the station direction and injecting slurry into the deep hole grouting pipe, wherein the concrete parameters of grouting and reinforcing the soil right in front of the tunnel face are as follows: the grouting holes are arranged perpendicular to the face, the hole site spacing is 0.8m, the diffusion radius is 0.5m, the lap joint is 0.2m, the grouting depth is 10m, and the quincuncial arrangement is realized;
the enclosure module is used for respectively arranging enclosure piles at two ends of the construction area, which are close to the existing tunnel, and comprises respectively arranging single-row enclosure piles in guide holes at two ends of the construction area, which are close to the existing tunnel;
the excavating module is used for excavating the construction area and comprises the steps of driving a small guide pipe into the position above an arching line of the construction area and the arch buckling vault along the excavation outline, injecting slurry into the small guide pipe and excavating the construction area by a preset footage distance; a lock catch pipe curtain is arranged below the existing tunnel in a beating mode, a compensation grouting pipe is arranged above the lock catch pipe curtain, and slurry is injected into the compensation grouting pipe;
the monitoring module is used for monitoring the existing tunnel to obtain the deformation of the existing tunnel; and
and the adjusting module is used for adjusting the parameters of the excavating operation when the deformation quantity meets the preset conditions.
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| CN113605923B (en) * | 2021-09-18 | 2023-11-21 | 中铁第六勘察设计院集团有限公司 | Subway line overlapping section tunnel connection channel structure and construction method |
| CN114413839B (en) * | 2022-03-31 | 2022-07-15 | 中国矿业大学(北京) | Device and method for monitoring complete stacking section of up-down stacking type tunnel |
| CN114635716B (en) * | 2022-05-17 | 2022-08-23 | 中国建筑第六工程局有限公司 | Pipe shed advanced supporting method with built-in section steel and application thereof |
| CN114704276B (en) * | 2022-06-06 | 2022-09-02 | 中铁四局集团第三建设有限公司 | Water-rich powder fine sand layer tunnel composite grouting reinforcement method and slurry |
| CN115288143A (en) * | 2022-07-19 | 2022-11-04 | 中国建筑第八工程局有限公司 | Grouting method for limiting deformation of existing tunnel during construction of foundation pit around existing tunnel |
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