CN117514214A - Construction method for directly grinding group piles of existing station by subway shield penetrating down in short distance - Google Patents
Construction method for directly grinding group piles of existing station by subway shield penetrating down in short distance Download PDFInfo
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- CN117514214A CN117514214A CN202311493274.4A CN202311493274A CN117514214A CN 117514214 A CN117514214 A CN 117514214A CN 202311493274 A CN202311493274 A CN 202311493274A CN 117514214 A CN117514214 A CN 117514214A
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- 238000010276 construction Methods 0.000 title claims abstract description 52
- 238000000227 grinding Methods 0.000 title claims abstract description 38
- 230000000149 penetrating effect Effects 0.000 title description 6
- 230000005641 tunneling Effects 0.000 claims abstract description 59
- 238000000034 method Methods 0.000 claims abstract description 41
- 238000012544 monitoring process Methods 0.000 claims abstract description 41
- 238000012360 testing method Methods 0.000 claims abstract description 34
- 230000008569 process Effects 0.000 claims abstract description 26
- 230000006872 improvement Effects 0.000 claims abstract description 21
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 13
- 238000004458 analytical method Methods 0.000 claims abstract description 12
- 238000006073 displacement reaction Methods 0.000 claims abstract description 4
- 238000005553 drilling Methods 0.000 claims abstract description 4
- 239000002689 soil Substances 0.000 claims description 47
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 34
- 239000002002 slurry Substances 0.000 claims description 24
- 239000004568 cement Substances 0.000 claims description 16
- 238000002347 injection Methods 0.000 claims description 15
- 239000007924 injection Substances 0.000 claims description 15
- 235000019353 potassium silicate Nutrition 0.000 claims description 15
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 230000001360 synchronised effect Effects 0.000 claims description 13
- 229910000278 bentonite Inorganic materials 0.000 claims description 12
- 239000000440 bentonite Substances 0.000 claims description 12
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 12
- 239000006260 foam Substances 0.000 claims description 11
- 239000002893 slag Substances 0.000 claims description 11
- 238000005520 cutting process Methods 0.000 claims description 10
- 239000007788 liquid Substances 0.000 claims description 10
- 230000000694 effects Effects 0.000 claims description 9
- 238000004062 sedimentation Methods 0.000 claims description 9
- 238000005299 abrasion Methods 0.000 claims description 8
- 238000009412 basement excavation Methods 0.000 claims description 8
- 238000005516 engineering process Methods 0.000 claims description 7
- 229910045601 alloy Inorganic materials 0.000 claims description 6
- 239000000956 alloy Substances 0.000 claims description 6
- 239000000243 solution Substances 0.000 claims description 6
- 238000003756 stirring Methods 0.000 claims description 6
- 239000002131 composite material Substances 0.000 claims description 4
- 238000007726 management method Methods 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 229910000617 Mangalloy Inorganic materials 0.000 claims description 3
- 230000000903 blocking effect Effects 0.000 claims description 3
- 229910052804 chromium Inorganic materials 0.000 claims description 3
- 239000011651 chromium Substances 0.000 claims description 3
- UFGZSIPAQKLCGR-UHFFFAOYSA-N chromium carbide Chemical compound [Cr]#C[Cr]C#[Cr] UFGZSIPAQKLCGR-UHFFFAOYSA-N 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 239000003607 modifier Substances 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims description 3
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- 241000537371 Fraxinus caroliniana Species 0.000 claims description 2
- 235000010891 Ptelea trifoliata Nutrition 0.000 claims description 2
- 230000035515 penetration Effects 0.000 claims description 2
- 238000007789 sealing Methods 0.000 claims description 2
- 238000013316 zoning Methods 0.000 claims 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 abstract 1
- 238000011049 filling Methods 0.000 description 4
- 238000005192 partition Methods 0.000 description 4
- 239000000654 additive Substances 0.000 description 3
- 238000001514 detection method Methods 0.000 description 3
- 229920000642 polymer Polymers 0.000 description 3
- 238000013461 design Methods 0.000 description 2
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- 229920002635 polyurethane Polymers 0.000 description 2
- 239000004814 polyurethane Substances 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 238000009424 underpinning Methods 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
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Classifications
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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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- 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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- 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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a construction method for directly grinding group piles of an existing station when a subway shield passes through the existing station in a short distance, which comprises the steps of detecting whether a bad geological condition exists in a stratum under the existing station before the shield passes through; a reinforcing area is arranged on the outer side of the existing station enclosure structure; setting tunneling parameters of a shield machine, a cutterhead form, an advanced drilling and grouting system and a dregs improvement system; performing test analysis and summarization of a shield test section, and determining measures for reducing stratum disturbance; in the tunneling process, automatically monitoring and feeding back the vibration influence of the station during vertical settlement, horizontal displacement, height difference of two sides of a track, convergence deformation of the section of the station and downward wearing; optimizing tunneling parameters, opening a cabin once when a cutter head is propped against a fender post, and overhauling and replacing a cutter; after entering the fender post, every 50cm of tunneling is carried out, the cabin is opened, reinforcing steel bars in the cabin and around the cutterhead are cleaned, and the cutter is replaced; and (5) synchronously grouting in the pile grinding process, and performing secondary supplementary grouting. The invention can reduce the construction cost and the influence on the highly urban area.
Description
Technical Field
The invention relates to the technical field of subway shield construction, in particular to a construction method for directly grinding group piles of an existing station when a subway shield passes through the existing station in a short distance.
Background
In recent years, the development of subways is rapid, and the metro tunnel is constructed by using a shield tunneling technology on a large scale. Pile foundations are the most common building foundations and affect the pile foundations of a building when a tunnel passes through the building, thereby affecting the safety of the building. Early urban underground space planning does not have detailed planning and reservation of related subway line channels, so that the problem of crossing pile foundations is more and more frequently faced in the process of subway shield tunneling.
In order to make the shield advance smoothly, the traditional construction method has two kinds: pulling out the pile foundation in front of the shield tunnel before shield construction; and performing underpinning construction on the pile foundation which invades the tunnel range. Both traditional construction methods require longer construction time and high construction cost, and have a certain risk in pile foundation pulling-out construction or underpinning construction. If the cutting capability of the shield tunneling machine can be utilized, pile foundations can be directly broken and penetrated in a shield zone, so that the construction cost is greatly reduced, the flexibility of tunnel route selection is improved, and the influence on highly urban areas is minimized.
Moreover, the shield machine passes through a plurality of pile foundations, and the cutter can be seriously damaged to influence the cutting capability of subsequent tunneling.
Disclosure of Invention
In view of the above, the invention provides a construction method for directly grinding group piles of the existing station under the subway shield in a short distance, which can reduce construction cost, improve flexibility of tunnel route selection and simultaneously minimize influence on highly urban areas.
The technical scheme adopted by the invention is as follows:
a construction method for directly grinding group piles of an existing station by a subway shield penetrating down in a short distance comprises the following steps:
step 1: detecting whether a bad geological condition exists in a stratum under an existing station before shield crossing;
step 2: four reinforcing areas are arranged on the outer side of the existing station enclosure structure;
step 3: setting tunneling parameters of a shield machine, a cutter head form of the shield machine, an advanced drilling and grouting system and a dregs improvement system;
step 4: performing test analysis on a shield test section, detecting the performance of shield machine equipment and tunneling various control technologies, summarizing test data, and determining measures for reducing stratum disturbance;
step 5: in the tunneling process of the shield tunneling machine, the influence of vertical settlement, horizontal displacement, height difference of the left side and the right side of a track, convergence deformation of a station section and vibration of the station during the period of descending is automatically monitored and fed back, and if settlement deformation is met, traffic control is timely carried out;
and (3) according to the data and measure operation summarized in the step (4), optimizing the shield tunneling parameters according to the feedback result, opening a cabin once when a shield machine cutterhead is propped against the guard pile, and overhauling and replacing a cutter; after entering the guard piles, the steel bars in the cabin and around the cutter head are cleaned once every 50cm of tunneling, the cutters are replaced, and the total of 4 times of cabin opening is performed for each pile grinding; synchronous grouting is performed in the pile grinding construction process, and secondary supplementary grouting construction is performed by adopting a follow-up grouting method.
Further, in the step 1, the existing station is subjected to deformation scanning by adopting three-dimensional scanning, and the soil body below is detected by adopting geological radar scanning;
and simultaneously, detecting the area which affects the existing station in the tunneling process in a three-dimensional scanning combined geological radar mode, and scanning the geological radar again after crossing.
Further, the reinforcement range is half of the diameter of the tunnel at the two sides of the tunnel profile, the reinforcement area is positioned on the earth facing surface of the fender piles at the two sides of the existing station, and double-pipe jet grouting piles are adopted; and the joint lap joint of the jet grouting pile reinforcing area and the existing fender pile of the existing station is 200mm, if the jet grouting pile construction can not ensure the compactness of the joint, the ground grouting supplementary treatment is adopted.
Further, the cutterhead adopts a composite cutterhead structure, a hob/a tearing cutter are configured, and the cutterhead opening ratio is 35%; the cutter head is provided with 12 side scrapers, the outermost track is provided with 2 identical track hob, 1 super digging cutter, the distance between the center hob and the front hob is 90 mm; the cutter disc is arranged 43 to weld a scraper with the width of 250mm and the back of the scraper with a protective block; the cutter head panel does not refrigerate the main inlet of 8 paths of single-tube single-pump modifier; 4 paths of high-pressure water flushing are arranged in the center of the soil bin, and 4 stirring rods at the back of the cutterhead are arranged; the front face of the cutterhead is welded with a 12mm thick chromium carbide abrasion-resistant steel plate, and an alloy protection knife, a high-chromium high-manganese steel plate and a whole circle of abrasion-resistant alloy block are arranged at the ring of the cutterhead.
Further, besides automatic monitoring points, in the non-operation period of the existing station, manual measurement and rechecking are carried out from the point to the rail running area, and meanwhile, a row of manual monitoring points are additionally arranged at the station platform to monitor the settlement.
Further, during synchronous grouting, the theoretical gap behind the shield tunnel segment wall is pi [ (excavation diameter/2) 2 - (segment outer diameter/2) 2 ]The injection rate is set to be 1.8, and the actual grouting quantity per ring is 1.8 pi [ (excavation diameter)/2) 2 - (segment outer diameter/2) 2 ]Grouting pressure ranges from 0.2 MPa to 0.5MPa;
after secondary grouting, three-time and four-time grouting can be timely performed according to grouting conditions, and the secondary grouting and the three-time and four-time grouting adopt double-liquid grouting, wherein the ratio of the double-liquid grouting is as follows: the cement slurry water ash mass ratio is 1:1, the water glass solution ratio is water glass to water volume ratio=1: 1, the volume ratio of cement slurry to water glass solution is 1:1, a step of;
the secondary grouting is injected through a duct piece grouting hole of a ring 4-5 from the shield tail, and the pressure of the secondary grouting is not more than 4bar at maximum; checking grouting quality through the opening of the front 1 ring pipe sheet hole of the grouting sheet during secondary grouting, and increasing the water glass injection ratio before the final hole;
double-slurry secondary grouting is carried out on the 5 th ring, the 6 th ring and the 7 th ring pipe slices behind the shield tail to be used as a water sealing ring, the pressure range is 0.3-0.5 bar, the water-cement ratio is 1:1-0.8, and the cement: the water glass is 1:1, a step of;
and the stratum settlement is controlled by adopting a multi-channel grouting mode of advanced grouting, soil bin and shield shell bentonite grouting and deep hole grouting.
Further, in the step 5, the automated monitoring implements differential partition management:
the underpass part is a dangerous area, the range of 6m outside the dangerous area is a dangerous area, and the range of 20m outside the dangerous area is an early warning area; in the early warning area and the risk area, the shield tunneling parameters, the slag soil improvement foam parameters and the grouting proportioning parameters are optimized by combining stratum deformation monitoring results; and monitoring the ground surface settlement in an early warning area, automatically monitoring the existing station in a risk area, wherein the monitoring frequency is 1 time/4 hours, and continuously and automatically monitoring in a dangerous area for 24 hours.
Further, in the step 5, during pile grinding construction, the pile is manually moved into a bin, and a hydraulic steel bar clamp and a pneumatic cutter are used for processing steel bars; the method is characterized in that a soil pressure balance mode is adopted during pile grinding construction of a shield machine, the control pressure is 0.1bar of theoretical calculated soil pressure, the torque of a cutter disc is controlled within 2000KNm, excessive torque fluctuation is prevented, and the fluctuation range is controlled within 500; the shield tail clearance is controlled between 50mm and 80 mm;
during crossing, controlling the cutter disc to be 0.8-1.2r/min, adjusting the cutter disc to rotate right in the pile cutting stage 1/3-2/3, and adjusting the cutter disc to rotate left in the pile cutting stages 0-1/3 and 2/3-1;
when the propelling cutterhead is 30 meters away from the pile foundation, controlling the propelling speed at 20mm/min; when the cutter head is 10 meters away from the pile foundation, the propelling speed is controlled to be 15mm/min; when the cutter disc is 5 meters away from the pile foundation, the propelling speed is controlled to be 10mm/min; when the cutter head reaches the mileage of the pile foundation, controlling the propelling speed to be 5mm/min for pile grinding;
and the data parameters in the tunneling process are fed back to the ground at any time by utilizing a data monitoring and collecting system, so that the tunneling parameters can be conveniently and timely adjusted.
Further, water stopping blocking is carried out before the bin is opened, secondary slurry supplementing is carried out through a duct piece grouting hole within the range of 4 th to 10 th rings of the shield tail, a water stopping ring is formed, the water stopping ring is blocked every 10m, and each time, the water stopping ring is blocked by 2 to 3 rings.
Further, the test section test analysis process includes:
step 4.1, selecting a test section;
step 4.2, performing tunneling parameter tests and sedimentation analysis, and determining optimal soil pressure, soil output, slag soil improvement measures, synchronous grouting parameters, supplementary grouting parameters, propulsion speed, cutter head rotating speed, shield thrust and cutter head torque;
step 4.3, testing the slurry injection effect;
and 4.4, verifying the feasibility of opening the bin under pressure.
The beneficial effects are that:
1. compared with the traditional method for removing the guard piles of the existing station by downwards penetrating the subway shield, the method uses the shield section to directly break and penetrate through the large-diameter pile group, greatly reduces the construction cost, improves the flexibility of tunnel route selection, and simultaneously reduces the influence on the highly urban area to the minimum.
2. According to the invention, the existing station is subjected to deformation scanning and detection of soil below by adopting three-dimensional scanning and geological radar scanning before shield crossing, so that whether the poor geological condition exists is confirmed, the operation safety of the existing station can be ensured, and the occurrence of larger accidents can be prevented.
3. According to the invention, an automatic monitoring system is introduced, and a third party is adopted to automatically collect data of the data system in the existing station as a basis, so that the data can be rapidly collected, and timely feedback is ensured.
4. Aiming at the technical problem that the shield machine passes through a plurality of pile foundations, the cutter is overhauled and replaced before reaching the guard pile, the strength and the wear resistance of the cutter are enhanced, and the requirement on high wear resistance of the cutter during pile grinding is met; the cutter head of the shield machine adopts a composite cutter head structure, a hob/a tearing cutter can be configured according to actual conditions, the cutter head excavates with the diameter phi 6470mm, the opening rate is about 35%, and meanwhile, the cutter head is opened in time to clean the steel bars.
5. The invention automatically monitors and implements differentiated partition management, is divided into a dangerous area, a risk area and an early warning area, and correspondingly sets monitoring content and frequency according to the characteristics of each area.
6. The invention discloses a shield pile grinding cutting steel bar, which can be discharged and wound by a cutter head and the like in an overlong condition.
Drawings
FIG. 1 is a flow chart of the present invention.
Fig. 2 is a schematic diagram of a cutter head structure of the shield tunneling machine.
Detailed Description
The invention will now be described in detail by way of example with reference to the accompanying drawings.
The invention provides a construction method for directly grinding group piles of an existing station in a short-distance underpass of a subway shield, which is shown in fig. 1, and comprises the following steps:
step 1: detecting whether the stratum under the existing station has bad geological conditions before the shield passes through.
The deformation scanning and the detection of the soil body below the existing station are carried out by adopting a mode of three-dimensional scanning and geological radar scanning, the existing station adopts three-dimensional scanning and the geological radar scanning is adopted for the soil body below the existing station, and whether the stratum below the existing station has bad geological conditions such as holes, weak loosening and the like or not is detected, so that references are provided for shield tunneling.
In addition, three-dimensional scanning and geological radar detection are carried out on an area possibly affecting the existing station in the tunneling process, and the affected area in the embodiment is defined as: the construction section and the intersection section of the existing brake are respectively increased to a region with 30m in the distance direction. And (5) performing geological radar scanning again after crossing to determine the stratum compaction condition.
If bad geology exists, such as a water-rich broken belt, karst cave geology and the like, the high molecular polymer is utilized to improve the drainage in the bin, the quick setting effect is utilized to improve spiral gushing, the mud-control effect construction method is utilized to seal the catchment channel and the like.
Step 2: four reinforcing areas are arranged on the outer side of the existing station enclosure structure;
the reinforcing range is half of the diameter of the tunnel at the two sides of the tunnel profile, the reinforcing area is positioned on the earth facing surface of the fender piles at the two sides of the existing station, and double-pipe jet grouting piles are adopted. The consolidation range in this example is 3m.
The jet grouting pile adopts ordinary Portland cement with the grade of 42.5 or more, and the cement slurry water cement ratio can be 1.0-1.5. In order to improve the performance of cement slurry, a proper amount of additive and admixture can be added according to the characteristics of cement soil through an indoor proportioning test or a field test. The compressive strength of the reinforcing body is not less than 1MPa; the permeability coefficient is 1X 10-5/cm/s. Meanwhile, the lap joint of the jet grouting pile close to the end head of the station and the station enclosure is not less than 200mm so as to ensure that the joint is free from water leakage; if the construction of the jet grouting pile cannot ensure the compactness of the joint, the ground grouting supplementary treatment is adopted.
Before the construction of the jet grouting pile, pile testing is carried out, and parameters such as pressure, lifting speed, rotating speed and the like of the jet grouting pile are determined according to field tests, so that the reinforcing effect of the end head is ensured. The reinforced area is adjusted according to the actual geological condition, and the middle and slight weathered stratum can not be reinforced. The jet grouting pile reinforcing area is in meshed lap joint with the existing fender piles of the existing station by 200mm. Before the jet grouting pile is reinforced, the type, the size, the burial depth and the like of the pipeline in the reinforcing range are ascertained, and the pipeline is avoided in the reinforcing process.
Step 3: setting tunneling parameters of a shield machine, a cutter head form of the shield machine, an advanced drilling and grouting system and a dregs improvement system;
the tunneling parameters of the shield machine comprise a soil pressure value range, shield thrust, propulsion speed, grouting pressure and the like.
As shown in fig. 2, the shield tunneling machine cutterhead adopts a composite cutterhead structure form, is a structural design of 6 main beams and 6 auxiliary beams, can be provided with hob/tearing cutters according to practical conditions, has excavation diameter phi 6470mm, has overall opening ratio of about 35% and central opening ratio of 38%. The cutter head is provided with 12 side scrapers, the outermost track is provided with 2 identical track hob, 1 super digging cutter, the distance between the center hob and the front hob is 90 mm. The rock breaking capacity of the cutterhead is enhanced, and the continuous tunneling distance of the cutterhead in a weathered rock stratum is prolonged. The cutter disc is arranged 43 to weld a scraper with the width of 250mm and the back of the scraper with a protective block; the hob ring has stronger shock resistance. The cutter head panel does not refrigerate the main inlet of 8 paths of single-tube single-pump modifier; 4 paths of high-pressure water flushing are arranged in the center of the soil bin, and 4 stirring rods at the back of the cutter head are designed; preventing mud cake from being generated in the central area of the cutterhead and the panel. The front face of the cutterhead is welded with a chromium carbide abrasion-resistant steel plate with the thickness of 12mm, an alloy protection knife, a high-chromium high-manganese steel plate and a whole circle of abrasion-resistant alloy block are arranged at the ring of the cutterhead, and the abrasion resistance of the front face of the cutterhead and the outer ring beam is improved.
In the embodiment, two combined earth pressure balance shield machines are adopted, and the cutter is overhauled and replaced by opening a bin before the fender post is reached, so that the strength and the wear resistance of the cutter are enhanced, and the requirement on high wear resistance of the cutter during pile grinding is met.
7 advanced grouting pipes are obliquely arranged on the shield body, and 7 horizontal advanced grouting holes are arranged on the front face of the front shield. The rear part of the middle shield is provided with a supporting shoe, and the main machine can be retracted to facilitate tool changing. The shield tail is provided with an automatic gap measuring device, and the gap measuring device can be read and uploaded to a shield monitoring platform through a shield operating system.
The grouting pipeline is 4 to 6, wherein two paths of grouting pipes are arranged at the top. The grouting system is a synchronous double-liquid grouting system and is provided with a secondary double-liquid grouting system, so that timely grouting is effectively performed, and the surface subsidence is controlled.
The grouting pipeline is provided with a cleaning system, and when grouting is completed, a grouting pipeline cleaning program is started to flush the grouting pipeline, so that the pipeline is prevented from being blocked.
The grouting system is provided with two plunger pumps as synchronous grouting pumps, and the grouting quantity can reach 24m 3 And/h, controlling synchronous grouting amount by adopting a sub-blue or flow control mode. The grouting pressure is high, and the grouting amount is accurately and reliably controlled.
The improvement of the muck is to inject additives such as water, foam, bentonite, high polymer and the like into a cutter disc surface, a soil bin or a screw conveyor through a special device configured by a shield, and mix the additives with the muck by utilizing rotary stirring of a cutter disc and selective stirring of the soil bin stirring device or the screw conveyor, so that the muck cut by the shield has good fluidity, proper consistency, lower water permeability and lower friction resistance. The foam injection system of the embodiment adopts 6 paths of single-pipe single pumps, the foam injection amount is large, the improvement of the dregs is uniform, the foam mixing mode is premixing, and the foaming effect is good. The foam system pipeline and the bentonite system pipeline can be mutually switched, so that the method is suitable for improvement requirements of various stratum. The bentonite injection pump adopts 2 hose extrusion pumps, and variable frequency control can smoothly slag and reduce abrasion. The automatic slag quantity metering device and the pressure-resistant camera are also arranged, and the slag quantity is read and uploaded to the shield monitoring platform through the shield machine operating system.
Step 4: and carrying out test analysis and settlement analysis on the shield test section, detecting the performance of the shield machine equipment and tunneling each control technology, carrying out summary analysis on test data, and determining measures for reducing stratum disturbance to obtain each optimal parameter.
The method comprises the steps of detecting whether the performance of shield tunneling machine equipment meets the requirements of a crossing stage, tunneling various control technologies such as shield tunneling machine propulsion, slag soil improvement, attitude control, segment assembly and the like.
Step 4.1, firstly selecting a test section;
step 4.2, performing tunneling parameter test;
(1) Soil pressure
And a semi-open tunneling mode is adopted, so that dynamic balance of air pressure, soil bin pressure and working face water-soil pressure is always ensured in the tunneling process. In the shield crossing process, the soil bin pressure P value is timely adjusted according to the information fed back by the ground monitoring report, and the adjustment range is between 0.18 and 0.19 MPa.
(2) Soil output control
The soil is discharged according to the calculated theoretical soil discharge amount and multiplied by the loosening coefficient in construction, and the soil discharge amount deviation of each ring is not more than 1m 3 。
(3) Slag soil improvement measure
The following slag soil improvement measures are adopted in the process of putting down: the comprehensive improvement mode of foam improvement, water injection improvement in front of a cutter disc, water improvement in a bin and proper addition of dispersing agent is adopted in the full and strong weathered stratum with the sticky particle content of more than 20%; in the stratum with less than 20% of the clay component, the improved mode of foam improvement and filling bentonite slurry in front of the cutter head and in the bin is adopted.
(4) Synchronous grouting control
Synchronous grouting principle: theoretical gap behind shield tunnel segment wall is pi [ (excavation diameter/2) 2 - (segment outer diameter/2) 2 ]The injection rate is set to be 1.8, and the actual grouting amount per ring is controlled to be 1.8 pi [ (excavation diameter/2) ] 2 - (segment outer diameter/2) 2 ]In the embodiment, the theoretical gap behind the segment wall of the shield tunnel is 4.03m 3 The actual grouting amount per ring is 7m 3 About, the grouting pressure is about 0.2-0.5 MPa.
(5) Supplementary grouting control
And (3) carrying out secondary supplementary grouting construction by adopting a follow-up grouting method so as to ensure that gaps between the segments and the stratum can be filled in time and solidified rapidly. In order to reduce the slurry loss of synchronous grouting and secondary grouting, after secondary grouting, three times and four times of grouting can be timely carried out according to grouting conditions, and the back of the pipe piece is guaranteed to be filled compactly. And the grouting parameters are reasonably selected, the grouting quantity is noted, and the damage of the duct piece caused by excessive grouting is prevented.
The secondary grouting and the tertiary and quaternary grouting are to adopt double-liquid grouting, and the ratio of the double-liquid grouting is as follows: cement slurry water cement ratio is 1:1 (mass ratio), the water glass solution is water glass: water = 1:1 (volume ratio), cement slurry: water glass solution = 1:1 (volume ratio).
The secondary grouting is synchronously propelled in the propelling process, and is injected through a duct piece grouting hole of a 4-5 ring of the shield tail. The secondary grouting pressure is controlled according to actual conditions, and the maximum pressure is not more than 4bar. And in the secondary grouting, the grouting quality is checked through the opening of the first 1 annular pipe sheet hole of the grouting pipe sheet, and the water glass injection ratio is increased before the final hole.
(6) Sedimentation analysis
And taking each earth surface monitoring point as an independent settlement analysis object, and carrying out statistical analysis by combining the position relation between the shield and each monitoring point and the tunneling parameters to analyze the settlement condition of the shield cutterhead when reaching the monitoring point, the shield body passing through the monitoring point, the shield tail separating from the monitoring point and under the condition of different tunneling parameters. And adjusting and optimizing the tunneling parameters according to the data analysis, and continuously correcting the construction parameters by combining the adjusted monitoring conditions.
Therefore, a set of optimal construction parameters is obtained before the existing station is penetrated down, and a good foundation is laid for the penetrating down operation. The overall principle of tunneling parameter setting follows a tunneling mode with small thrust, small torque and small rotating speed, and the tunneling speed of the lower penetration section is as follows: 5-15 mm/min; cutter head rotating speed: 0.8-1.2rpm; thrust: 1000-1500T; the torque of the cutter disc is controlled between 1000 and 1500 kN.m.
Step 4.3, testing the slurry injection effect;
according to the shield tunneling sedimentation mechanism, in order to reduce the early sedimentation (before the shield arrives and when the shield arrives), bentonite is stirred in a medium plate slurry storage tank, the bentonite is conveyed into a tunnel through a slurry vehicle, then the bentonite system conveys new slurry into the tunnel face of a cutter disc, a soil bin and radial holes of a shield shell, and the early sedimentation is reduced by injecting slurry into the tunnel face for pressurization. In order to ensure that the measures can achieve the aim of controlling the early sedimentation, tests should be carried out in the test section. The defect of the measure is analyzed by comparing the early sedimentation values of corresponding monitoring points under the two conditions of filling mud water into the face for pressurization and not filling mud water, and the measure is perfected before being worn down.
Step 4.4, verifying the feasibility of opening the bin under pressure;
the pressurized opening of the bin is performed by using high-consistency bentonite to replace the filled bin, so when the pressurized opening is adopted in a test section, the bentonite is also used as a mud film, the feasibility of the technology under the hydrogeological condition and other working conditions in the test section is verified, the related technical parameters suitable for the working conditions in the section are obtained, and the safe and controllable opening process of the technology in a lower penetrating section is ensured.
Step 5: and (3) tunneling the shield machine, and constructing according to the parameters and the method determined after the test in the test section in the step (4).
And automatically monitoring and feeding back the vertical settlement, horizontal displacement, height difference of the left side and the right side of the track, convergence deformation of the section of the station and vibration influence of the station during the period of downward wearing, and optimizing shield tunneling parameters according to feedback results, if settlement deformation is met, traffic control is timely carried out.
Further, the method for implementing the differentiated partition management by automatic monitoring is as follows:
first, each partition is defined: the underpass part is a dangerous area, the range of 6m outside the dangerous area is a dangerous area, and the range of 20m outside the dangerous area is an early warning area. In the early warning area and the risk area, the shield tunneling parameters, the slag soil improvement foam parameters and the grouting proportioning parameters are optimized by combining stratum deformation monitoring results; and monitoring the ground surface settlement in an early warning area, automatically monitoring the existing station in a risk area, wherein the monitoring frequency is 1 time/4 hours, and continuously and automatically monitoring in a dangerous area for 24 hours.
The vibration condition of the station is monitored (at a platform or a track area) for 24 hours during shield running-down, so that the vibration values during the running-down are ensured to be within the control value range.
In addition to the automatic monitoring points, the manual measurement rechecking is carried out from the point to the track area in the non-operation period of the existing station, and meanwhile, a row of manual monitoring points are additionally arranged at the station platform to monitor the settlement amount, so that the settlement amount is ensured to be smaller than the control value.
When the pile is ground, the cutter head of the shield machine is opened once when the cutter head is propped against the guard pile, and the cutter is overhauled and replaced; after entering the guard pile, the cabin is opened once every 50cm of tunneling, the cabin is manually moved in, steel bars in the cabin and around the cutter head are processed and cleaned by using hydraulic steel bar pliers and a pneumatic cutting machine, the cutter is replaced, and the total of 4 times of cabin opening is performed after pile grinding each time.
And (3) performing water stopping and blocking before opening the bin, and secondarily supplementing slurry through a duct piece grouting hole within the range of 4-10 rings at the tail of the shield to form a water stopping ring, wherein the water stopping ring is blocked once every 10m, and 2-3 rings are formed each time. Ensuring that the face has no water coming from the back, and adopting water glass and cement slurry 1:1 proportion modulation. After the water stop ring is applied, checking and confirming the water stop effect. And checking the water stopping effect by adopting a duct piece grouting hole in front of the breakdown water stopping ring, and re-grouting if water leakage exists. If necessary, polyurethane can be laterally pressed outside the shield body through a shield machine exploration hole, so that the soil body exposed from the tunnel face, the excavation bin and the incision ring to the middle shield polyurethane pressing position is isolated from the forming tunnel. The injection quantity was controlled at an injection pressure of 2.5 bar.
And when the shield machine is used for pile grinding construction, a soil pressure balance mode is adopted, and the control pressure is about 0.1bar of theoretical calculated soil pressure. The soil output must be strictly controlled in the construction process of the shield machine pile grinding, the loosening coefficient of the soil layer is considered to be 1.3, and the actual soil output volume is controlled to be 64m in the construction process of the shield machine pile grinding 3 The maximum thrust is controlled to be about 1000 tons, and the effect and optimization are continuously checked in the tunneling process; the posture of the shield machine is adjusted according to actual conditions; the torque of the cutterhead is controlled within 2000KNm, the torque fluctuation is prevented from being too large, and the fluctuation range is controlled within 500; the shield tail clearance is controlled between 50mm and 80 mm.
And (3) cutter disc rotating speed control: during crossing, controlling the cutter disc to be 0.8-1.2r/min, adjusting the cutter disc to rotate right in the pile cutting stage 1/3-2/3, and adjusting the cutter disc to rotate left in the pile cutting stages 0-1/3 and 2/3-1;
tunneling speed control: when the propelling cutterhead is 30 meters away from the pile foundation, controlling the propelling speed at 20mm/min; when the cutter head is 10 meters away from the pile foundation, the propelling speed is controlled to be 15mm/min; when the cutter disc is 5 meters away from the pile foundation, the propelling speed is controlled to be 10mm/min; when the cutter head reaches the mileage of the pile foundation, controlling the propelling speed to be 5mm/min for pile grinding;
and the data parameters in the tunneling process are fed back to the ground at any time by utilizing a data monitoring and collecting system, so that the tunneling parameters can be conveniently and timely adjusted.
And simultaneously, in the pile grinding construction process, synchronous grouting is carried out according to the grouting strategy determined in the step (4) and the step (5), and secondary supplementary grouting construction is carried out by adopting a follow-up grouting method, so that the filling of gaps behind walls is ensured to be full, and the ground subsidence is reduced.
In the embodiment, the multi-channel grouting mode of advanced grouting, soil bin and shield shell bentonite grouting and deep hole grouting is adopted to control stratum settlement.
The advanced grouting is grouting liquid in an advanced grouting hole by utilizing a shield body of the shield machine, so that the later sedimentation of the shield tunnel can be better controlled; deep hole grouting is to re-inject double-liquid slurry into the pipe through the pipe grouting holes after a period of time, if the settlement of the stratum is abnormal, so as to ensure the stability of the stratum.
Attitude control of the shield machine: when the shield machine is used for pile grinding construction, uneven hardness exists, so that partial jack thrust can be properly increased to prevent the shield machine from deflecting, and the hinged oil cylinder is fully utilized to enable the shield posture to be more consistent with a design line. When the shield machine is used for pile grinding construction, the torque of the cutter disc is large, and the rolling angle can be adjusted by changing the rotation direction of the cutter disc.
And injecting a certain amount of foaming agent, dispersing agent or other high molecular polymers into a cutter head, a soil bin or a screw machine by utilizing a foam generating system on the shield machine, so as to prevent brick burning and mud cake forming or gushing.
In summary, the above embodiments are only preferred embodiments of the present invention, and are not intended to limit the scope of the present invention. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The construction method for directly grinding group piles of the existing station is characterized by comprising the following steps of:
step 1: detecting whether a bad geological condition exists in a stratum under an existing station before shield crossing;
step 2: four reinforcing areas are arranged on the outer side of the existing station enclosure structure;
step 3: setting tunneling parameters of a shield machine, a cutter head form of the shield machine, an advanced drilling and grouting system and a dregs improvement system;
step 4: performing test analysis on a shield test section, detecting the performance of shield machine equipment and tunneling various control technologies, summarizing test data, and determining measures for reducing stratum disturbance;
step 5: in the tunneling process of the shield tunneling machine, the influence of vertical settlement, horizontal displacement, height difference of the left side and the right side of a track, convergence deformation of a station section and vibration of the station during the period of descending is automatically monitored and fed back, and if settlement deformation is met, traffic control is timely carried out;
and (3) according to the data and measure operation summarized in the step (4), optimizing the shield tunneling parameters according to the feedback result, opening a cabin once when a shield machine cutterhead is propped against the guard pile, and overhauling and replacing a cutter; after entering the guard piles, the steel bars in the cabin and around the cutter head are cleaned once every 50cm of tunneling, the cutters are replaced, and the total of 4 times of cabin opening is performed for each pile grinding; synchronous grouting is performed in the pile grinding construction process, and secondary supplementary grouting construction is performed by adopting a follow-up grouting method.
2. The method for constructing the direct grinding group pile of the existing station under the subway shield in a short distance according to claim 1, wherein in the step 1, the existing station is subjected to deformation scanning by adopting three-dimensional scanning, and the lower soil body is detected by adopting geological radar scanning;
and simultaneously, detecting the area which affects the existing station in the tunneling process in a three-dimensional scanning combined geological radar mode, and scanning the geological radar again after crossing.
3. The construction method for directly grinding group piles of the existing station by the short-distance downward penetration of the subway shield according to claim 1, wherein the reinforcement range is half of the diameter of the tunnel at the two sides of the tunnel outline, the reinforcement area is positioned on the earth facing surface of the fender piles at the two sides of the existing station, and double-pipe jet grouting piles are adopted; and the joint lap joint of the jet grouting pile reinforcing area and the existing fender pile of the existing station is 200mm, if the jet grouting pile construction can not ensure the compactness of the joint, the ground grouting supplementary treatment is adopted.
4. The construction method for directly grinding group piles of the existing station under the subway shield in a short distance is characterized in that a cutter head adopts a composite cutter head structure form, a hob/a tearing cutter is configured, and the opening ratio of the cutter head is 35%; the cutter head is provided with 12 side scrapers, the outermost track is provided with 2 identical track hob, 1 super digging cutter, the distance between the center hob and the front hob is 90 mm; the cutter disc is arranged 43 to weld a scraper with the width of 250mm and the back of the scraper with a protective block; the cutter head panel does not refrigerate the main inlet of 8 paths of single-tube single-pump modifier; 4 paths of high-pressure water flushing are arranged in the center of the soil bin, and 4 stirring rods at the back of the cutterhead are arranged; the front face of the cutterhead is welded with a 12mm thick chromium carbide abrasion-resistant steel plate, and an alloy protection knife, a high-chromium high-manganese steel plate and a whole circle of abrasion-resistant alloy block are arranged at the ring of the cutterhead.
5. The construction method for directly grinding group piles of the existing station through the subway shield in a short distance is characterized in that in addition to automatic monitoring points, manual measurement rechecking is carried out from a point to a track area in the non-operation period of the existing station, and meanwhile, a row of manual monitoring points are additionally arranged at a station platform to monitor settlement.
6. The construction method for directly grinding group piles of the existing station under the short-distance underpass of the subway shield according to claim 1, wherein during synchronous grouting, the theoretical gap behind the shield tunnel segment wall is pi [ (excavation diameter/2) 2- (segment outer diameter/2) 2], the injection rate is set to be 1.8, the actual grouting amount per ring is 1.8 pi [ (excavation diameter/2) 2- (segment outer diameter/2) 2], and the grouting pressure range is 0.2-0.5MPa;
after secondary grouting, three-time and four-time grouting can be timely performed according to grouting conditions, and the secondary grouting and the three-time and four-time grouting adopt double-liquid grouting, wherein the ratio of the double-liquid grouting is as follows: the cement slurry water ash mass ratio is 1:1, the water glass solution ratio is water glass to water volume ratio=1: 1, the volume ratio of cement slurry to water glass solution is 1:1, a step of;
the secondary grouting is injected through a duct piece grouting hole of a ring 4-5 from the shield tail, and the pressure of the secondary grouting is not more than 4bar at maximum; checking grouting quality through the opening of the front 1 ring pipe sheet hole of the grouting sheet during secondary grouting, and increasing the water glass injection ratio before the final hole;
double-slurry secondary grouting is carried out on the 5 th ring, the 6 th ring and the 7 th ring pipe slices behind the shield tail to be used as a water sealing ring, the pressure range is 0.3-0.5 bar, the water-cement ratio is 1:1-0.8, and the cement: the water glass is 1:1, a step of;
and the stratum settlement is controlled by adopting a multi-channel grouting mode of advanced grouting, soil bin and shield shell bentonite grouting and deep hole grouting.
7. The method for constructing the direct grinding group piles of the existing station for the short-distance underpass of the subway shield according to claim 1, wherein in the step 5, the automatic monitoring implements the differential zoning management:
the underpass part is a dangerous area, the range of 6m outside the dangerous area is a dangerous area, and the range of 20m outside the dangerous area is an early warning area; in the early warning area and the risk area, the shield tunneling parameters, the slag soil improvement foam parameters and the grouting proportioning parameters are optimized by combining stratum deformation monitoring results; and monitoring the ground surface settlement in an early warning area, automatically monitoring the existing station in a risk area, wherein the monitoring frequency is 1 time/4 hours, and continuously and automatically monitoring in a dangerous area for 24 hours.
8. The method for constructing the subway shield to directly grind the pile group in the existing station in a short distance downwards through the subway shield according to claim 1, wherein in the step 5, during the pile grinding construction process, the steel bars are manually fed into the cabin and processed by using a hydraulic steel bar clamp and a pneumatic cutter; the method is characterized in that a soil pressure balance mode is adopted during pile grinding construction of a shield machine, the control pressure is 0.1bar of theoretical calculated soil pressure, the torque of a cutter disc is controlled within 2000KNm, excessive torque fluctuation is prevented, and the fluctuation range is controlled within 500; the shield tail clearance is controlled between 50mm and 80 mm;
during crossing, controlling the cutter disc to be 0.8-1.2r/min, adjusting the cutter disc to rotate right in the pile cutting stage 1/3-2/3, and adjusting the cutter disc to rotate left in the pile cutting stages 0-1/3 and 2/3-1;
when the propelling cutterhead is 30 meters away from the pile foundation, controlling the propelling speed at 20mm/min; when the cutter head is 10 meters away from the pile foundation, the propelling speed is controlled to be 15mm/min; when the cutter disc is 5 meters away from the pile foundation, the propelling speed is controlled to be 10mm/min; when the cutter head reaches the mileage of the pile foundation, controlling the propelling speed to be 5mm/min for pile grinding;
and the data parameters in the tunneling process are fed back to the ground at any time by utilizing a data monitoring and collecting system, so that the tunneling parameters can be conveniently and timely adjusted.
9. The construction method for directly grinding group piles of the existing station under the subway shield in a short distance according to claim 8, wherein water stopping blocking is carried out before opening a cabin, secondary slurry supplementing is carried out through a duct piece grouting hole within the range of 4 th to 10 th rings of the shield tail, a water stopping ring is formed, and the water stopping ring is blocked once every 10m, and 2 to 3 rings are formed each time.
10. The construction method for directly grinding group piles of the existing station under the subway shield in a short distance according to any one of claims 1 to 9, wherein the test analysis process of the test section comprises the following steps:
step 4.1, selecting a test section;
step 4.2, performing tunneling parameter tests and sedimentation analysis, and determining optimal soil pressure, soil output, slag soil improvement measures, synchronous grouting parameters, supplementary grouting parameters, propulsion speed, cutter head rotating speed, shield thrust and cutter head torque;
step 4.3, testing the slurry injection effect;
and 4.4, verifying the feasibility of opening the bin under pressure.
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| CN118257604A (en) * | 2024-05-30 | 2024-06-28 | 中铁十一局集团城市轨道工程有限公司 | Large-scale pile group construction method for shield cutting and grinding |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN118257604A (en) * | 2024-05-30 | 2024-06-28 | 中铁十一局集团城市轨道工程有限公司 | Large-scale pile group construction method for shield cutting and grinding |
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