CN112647960A - Advanced grouting reinforcement device and method for shield construction - Google Patents
Advanced grouting reinforcement device and method for shield construction Download PDFInfo
- Publication number
- CN112647960A CN112647960A CN202011618253.7A CN202011618253A CN112647960A CN 112647960 A CN112647960 A CN 112647960A CN 202011618253 A CN202011618253 A CN 202011618253A CN 112647960 A CN112647960 A CN 112647960A
- Authority
- CN
- China
- Prior art keywords
- grouting
- drilling
- slurry
- shield
- hole
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 87
- 238000000034 method Methods 0.000 title claims abstract description 68
- 230000002787 reinforcement Effects 0.000 title claims abstract description 48
- 238000005553 drilling Methods 0.000 claims abstract description 169
- 239000002002 slurry Substances 0.000 claims abstract description 107
- 230000008569 process Effects 0.000 claims abstract description 32
- 238000007789 sealing Methods 0.000 claims abstract description 29
- 238000002360 preparation method Methods 0.000 claims abstract description 9
- 239000000463 material Substances 0.000 claims abstract description 5
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 claims description 50
- 239000004568 cement Substances 0.000 claims description 40
- 239000011440 grout Substances 0.000 claims description 40
- 235000019353 potassium silicate Nutrition 0.000 claims description 36
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 36
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 27
- 229910000147 aluminium phosphate Inorganic materials 0.000 claims description 25
- 239000000243 solution Substances 0.000 claims description 23
- 239000002689 soil Substances 0.000 claims description 14
- 238000009412 basement excavation Methods 0.000 claims description 8
- 238000009792 diffusion process Methods 0.000 claims description 8
- 239000003085 diluting agent Substances 0.000 claims description 8
- 238000005516 engineering process Methods 0.000 claims description 8
- 238000002347 injection Methods 0.000 claims description 8
- 239000007924 injection Substances 0.000 claims description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 238000003860 storage Methods 0.000 claims description 8
- 230000005641 tunneling Effects 0.000 claims description 7
- 238000007569 slipcasting Methods 0.000 claims description 6
- 238000002156 mixing Methods 0.000 claims description 5
- 239000004576 sand Substances 0.000 claims description 5
- 239000011398 Portland cement Substances 0.000 claims description 4
- 238000005054 agglomeration Methods 0.000 claims description 4
- 230000002776 aggregation Effects 0.000 claims description 4
- 230000008859 change Effects 0.000 claims description 4
- 238000009833 condensation Methods 0.000 claims description 4
- 230000005494 condensation Effects 0.000 claims description 4
- 239000012895 dilution Substances 0.000 claims description 4
- 238000010790 dilution Methods 0.000 claims description 4
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 239000004744 fabric Substances 0.000 claims description 4
- 238000007689 inspection Methods 0.000 claims description 4
- 239000007788 liquid Substances 0.000 claims description 4
- 230000003137 locomotive effect Effects 0.000 claims description 4
- 238000012544 monitoring process Methods 0.000 claims description 4
- 239000011148 porous material Substances 0.000 claims description 4
- 238000004537 pulping Methods 0.000 claims description 4
- 238000012797 qualification Methods 0.000 claims description 4
- 238000003892 spreading Methods 0.000 claims description 4
- 230000007480 spreading Effects 0.000 claims description 4
- 229910001220 stainless steel Inorganic materials 0.000 claims description 4
- 239000010935 stainless steel Substances 0.000 claims description 4
- 238000003756 stirring Methods 0.000 claims description 4
- 238000012360 testing method Methods 0.000 claims description 4
- 238000012549 training Methods 0.000 claims description 4
- 238000004891 communication Methods 0.000 claims description 2
- 230000000149 penetrating effect Effects 0.000 abstract description 2
- 230000000694 effects Effects 0.000 description 4
- 230000007547 defect Effects 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000002285 radioactive effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- 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
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/0671—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end with means for consolidating the rock in front of the shield by injection of consolidating substances through boreholes
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B15/00—Supports for the drilling machine, e.g. derricks or masts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B15/00—Supports for the drilling machine, e.g. derricks or masts
- E21B15/04—Supports for the drilling machine, e.g. derricks or masts specially adapted for directional drilling, e.g. slant hole rigs
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
- E21B7/046—Directional drilling horizontal drilling
-
- 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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
- E21D9/122—Working or loading platforms
-
- 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
- E21D9/087—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 with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Physics & Mathematics (AREA)
- Fluid Mechanics (AREA)
- Mechanical Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention provides an advanced grouting reinforcement device and method for shield construction, and relates to the field of shields. The device and the method for the advanced grouting reinforcement in shield construction comprise the following specific steps: the construction sequence of the advanced grouting process comprises construction preparation → platform construction → drilling machine construction → slurry material and slurry making → grouting operation → grouting and hole sealing. The invention provides an advanced grouting reinforcement device and method for shield construction, wherein the shield construction has a plurality of risk sources (penetrating through dense building structure groups, entering a bin under pressure for checking and replacing a cutter and passing through a long-distance upper soft lower hard stratum), reinforcement treatment is required, and the ground of the shield does not have reinforcement conditions, so that the reinforcement of a shutdown risk point from a hole by utilizing an advanced grouting hole of the shield is a good choice, and the advanced grouting reinforcement device and method are particularly used under the conditions of deep tunnel burying, poor geological conditions and long shutdown time so as to ensure the safety of the shield construction.
Description
Technical Field
The invention relates to the field of shield construction, in particular to an advanced grouting reinforcement device and method for shield construction.
Background
With the rapid development of social economy, the urbanization rate of China is gradually improved, the urban population is gradually increased, people pay more attention to the quality of life, the requirement on the convenience of travel is improved, and with the enhancement of environmental awareness, new requirements on green travel are also provided, and under the background, the problems of road traffic jam, automobile exhaust emission and noise pollution, convenience and safety of public transport and the like are increasingly concerned by people. Urban rail transit is popular among numerous cities as an electric-energy-driven, fast and convenient public trip mode, the living needs of residents are greatly met, and the urban rail transit is greatly developed under the promotion of national policies. By the end of 2019, the continental region of China has 56 cities (individual projects approved by local governments are not included in statistics) which are 6902.5 kilometers in total line establishment scale (including new commissioning projects which still have construction shows and investment amount happening in the year in part 2019), and the year-on-year growth is 8.3%. Line 279 under construction. In an 6902.5 km line under construction, 5632.8 km underground line accounts for 81.6%, 416.4 km ground line accounts for 6%, 853.2 km overhead line accounts for 12.4%. For urban rail transit underground lines, the construction is mostly carried out by a shield method, however, in urban areas, especially in central areas where underground pipelines are complex and surface structures are criss-cross, a large amount of practical statistical data show that the reasons for causing ground settlement in the subway shield project include stratum loss caused by construction, remolding soil reconsolidation caused by disturbance and shearing damage to the stratum near the subway shield tunnel, and the like, construction excavation has a great influence on the surrounding environment, and serious economic loss and social influence are caused by damage of the underground pipelines caused by excessive deformation and deformation, cracking, even collapse and the like of the upper buildings caused by excessive surface settlement. Therefore, it is very important how to prevent the collapse of surrounding rocks, effectively control the ground settlement caused by excavation and reduce the influence of excavation on the surrounding environment in the tunnel excavation process.
Under the unfavorable geological conditions of hydrogeology (water-rich sand layer, soft silt stratum, upper soft and lower hard stratum), the auxiliary measures currently adopted during the construction of the shield tunneling machine are ground surface mortar anchor rods or ground surface grouting reinforcement, a method for reducing the underground water level, deep mixing pile reinforcement, high-pressure rotary grouting reinforcement, freezing method reinforcement and the like.
The prior art has the following defects: for urban rail transit underground lines, construction is mostly carried out by a shield method, subway projects are built in urban areas, particularly in central areas where underground pipelines are complex and surface structures are criss-cross, at present, stratum reinforcement on the ground is usually affected by the ground structures and the underground pipelines, if the ground structures are built, stratum reinforcement construction cannot be carried out, safety accidents for breaking the pipelines during construction exist when the underground pipelines are longitudinally and transversely crossed, and partial parts cannot be reinforced when the underground pipelines are more, so that the stratum reinforcement effect is affected; due to the fact that the shield machine is buried deeply, when the stratum at the upper part of the shield machine is reinforced, the influence of construction control quality is large, and the expected reinforcing effect cannot be guaranteed; when the ground is reinforced, a lot of influences and inconvenience are brought to road damage, peripheral traffic, pedestrians and daily safe civilized construction.
Disclosure of Invention
Technical problem to be solved
Aiming at the defects of the prior art, the invention provides an advanced grouting reinforcement device and method for shield construction, which solve the problem that part of underground pipelines cannot be reinforced when the number of underground pipelines is large, so that the stratum reinforcement effect is influenced; due to the fact that the shield machine is buried deeply, when the stratum at the upper part of the shield machine is reinforced, the influence of construction control quality is large, and the expected reinforcing effect cannot be guaranteed; the ground reinforcing method has the problems of great influence and inconvenience on road damage, peripheral traffic, pedestrians and daily safe civilized construction.
(II) technical scheme
In order to achieve the purpose, the invention is realized by the following technical scheme: the utility model provides a be used for shield structure method construction advance slip casting reinforcing apparatus, a serial communication port, shield structure method construction advance slip casting reinforcing apparatus is including current shield structure machine, ten advance slip casting holes are reserved to shield structure machine's aircraft nose, shield structure machine's rig is provided with the ring flange in preformed hole drill way position, preformed hole position is provided with the rig, and the drilling rod and the inseparable sliding connection of preformed hole position of rig, be provided with the connecting hole in the drilling rod, and the connecting hole is close to the rig position and is provided with the connecting pipe.
Preferably, the ten advanced grouting holes are formed, six horizontal drill holes are formed in the middle of the machine head, and four drill holes are formed in the top of the machine head.
Preferably, the flange plate is fixedly connected with the side wall of the machine head of the shield tunneling machine through a plurality of fastening bolts, and the position of the connecting pipe is fixedly connected with a gate valve.
Preferably, the method comprises the following specific steps: the construction sequence of the advanced grouting process comprises construction preparation → platform construction → drilling machine construction → slurry material and slurry making → grouting operation → grouting and hole sealing.
Preferably, the construction preparation includes:
s1 drilling parameter setting
The diameter of a preformed hole in a shield body of a shield machine is 100mm, the diameters of a drill rod and a drill bit of a drilling machine are 42mm (the length of a single section of drill rod is 1.5-2.0 m, a grouting pore channel is formed in the drill rod), and a flange plate is arranged at the orifice of the preformed hole for connection and fixation; the drilling depth is 10-18 m, and the specific depth is adjusted according to the actual situation;
s2 slurry parameter settings
The grout is double-grout, the grouting parameters of the double-grout are that the water-cement ratio of cement grout is 1:1, the baume degree of water glass is 40 (1:1 dilution), the volume ratio of cement grout to water glass is 1:1, the deep-setting time of the grout is 20-30 s, the grouting pressure is controlled to be about 0.3-0.5MPa, reverse grouting is adopted, the grouting pressure is adjusted according to monitoring or actual conditions, a forward grouting water-stopping measure is adopted in the drilling process, the grouting grout adopts phosphoric acid, and the grout proportion is that the water and the phosphoric acid are 10:1 (volume ratio);
s3 safety technology crossing bottom
Before operation, related operation personnel are organized to conduct safety technology cross training, the grouting reinforcement intention and specific parameters and requirements of construction are familiar, the specific conditions of the operation environment are known, and whether self labor protection articles are equipped in place or not is checked.
Preferably, the platform is built by adopting a gantry crane and a battery locomotive to convey the drilling machine to a shield tail scaffold building area, then a chain block is hung on the upper part of the shield body to hoist the drilling machine, and the hoisting height is higher than the scaffold platform height; the shield advance drilling and grouting reinforcement construction are carried out on a scaffold platform erected in a shield shell, due to the limitation of operating environment (factors such as an erector, a bridge frame and a slurry pipeline), the scaffold platform is adjusted according to the actual situation on site, the row spacing between scaffolds is not more than 1.5m in principle, the operating platform can use oil cylinders extending out of two sides, pipe pieces on two sides and the bridge frame in the middle as supporting points, the platform plate is a fully-paved stainless steel walkway plate, and in order to offset the impact force during drilling, platform throwing support needs to be arranged on the rear side of the platform according to the actual conditions; after the platform is built, safety guardrails are arranged around the platform.
Preferably, after the platform is erected and passes the acceptance check, the drilling machine is lowered to the scaffold platform; after the drilling machine is in place, the drilling machine is adjusted, the inclination of a drill rod of the drilling machine is adjusted, the drill rod and the reserved hole channel of the shield body are ensured to be aligned, and the drilling machine is debugged before drilling, so that the equipment runs normally; before formal drilling, the equipment at the shield tail of the shield tunneling machine is covered and protected by using color strip cloth, so that the equipment is prevented from being polluted in the drilling process; before the drilling machine is constructed, firstly, the drilling machine is subjected to trial operation, and after the trial operation of the drilling machine is normal, drilling is started; the section number of the drill rod is recorded in detail in the drilling process, so that the accuracy of the drilling depth is ensured; when drilling, slowly operating, and mastering the influence of the stratum on the drilling machine so as to determine drilling parameters under the stratum condition; closely observing the drilling condition, stopping drilling immediately when the drilling is stuck or difficult to drill, and performing construction after analyzing reasons; and recording is made during drilling, the stratum condition is comprehensively reflected, the accurate geological and hydrographic condition is provided for grouting construction, and the recording is made after drilling is finished.
Preferably, the grouting slurry is cement-water glass slurry; the cement is PO.42.5 ordinary portland cement, the used cement is fresh and has no agglomeration, and each batch of the incoming cement has delivery qualification certificate and inspection and analysis report; the water cement ratio of the cement paste is 1:1, the concentration of the original water glass pulp is 40 Baume degrees, and water glass diluent is prepared by water, wherein the cement paste and the water glass diluent are 1:1 (volume ratio); the specific proportion can be adjusted on site according to the on-site condensation time; the pulping equipment is a blade type stirrer; in order to ensure the uniformity of the slurry and not to precipitate in the grouting clearance, two stirring slurry storage barrels are additionally processed, and the capacity is 0.4 cubic meter; in order to facilitate slurry suction, more than two slurry taking ports are arranged on the outer side of the slurry storage barrel so as to ensure the supply of slurry during large-flow grouting; and mixing the slurry according to the selected proportioning parameters of the slurry, wherein the slurry is filtered by a 1 x 1mm mesh screen after being mixed, so that the slurry is ensured to be uniform.
Preferably, adopting a retreating type grouting method, after drilling is finished, sealing, injecting cement-water glass double-liquid slurry after the sealing slurry is condensed, retreating a drill rod after the pressure is reached, performing grouting operation on the lower section, and circulating the steps until the hole is finished; during grouting, lifting a drill rod while grouting, strictly controlling the lifting amplitude, wherein each step is 0.3-0.4 m, withdrawing at a constant speed, paying attention to the change of grouting parameters, continuously lifting the drill rod after the grouting amount or the grouting pressure reaches a designed value, and keeping in mind that grout enters an excavation bin or wraps a shield body due to excessive pressure, wherein the grouting pressure is 0.3-0.5 MPa; the grouting pressure is strictly controlled in the grouting process, the grouting amount is closely concerned, when the pressure suddenly rises or the slurry overflows from a hole wall and a section sand layer, grouting is immediately stopped, and measures such as grouting parameter adjustment or displacement are adopted for re-grouting after reasons are found out; when grouting is needed to be suspended, the water glass slurry suction pipe is taken out and placed into the clear water barrel, then the cement pipe is taken out, the grouting pipe is pulled out for 1m, and grouting is stopped after clear water is injected into the hole, so that the pipeline is kept smooth, and the grouting section is not influenced by water injection; during grouting, the cutter head must be rotated discontinuously to prevent the slurry from flowing into the tunnel face and being fixedly connected to clamp the cutter head.
Preferably, the single-hole grouting finishing standard is controlled in a quantitative and constant-pressure combined mode; the quantitative standard is that when the grouting amount reaches 1.5-2 times of the designed grouting amount, the pressure is not increased, and measures such as quick setting grout and the like can be adopted to finish the hole grouting; the standard of constant pressure is that in the grouting process, the pressure gradually rises, the flow gradually falls, and when the grouting pressure reaches the designed grouting pressure and the slurry suction amount is little or no, the hole grouting can be finished; the end standard is a reference value, and the actual end standard is finally determined through field tests; performing tertiary hole sealing by using phosphoric acid solution in the grouting process, wherein when a drill rod is drilled into a fifth hole for the first time, the drilling position of the drill rod is in a soil bin of the shield machine, hole sealing is needed to prevent slurry in the soil bin from flowing back, the drilling depth is 10-12 meters, the grouting depth is 5.4-7.4 meters, the grouting pressure is 1-2MPa, the dosage of the phosphoric acid solution is 220-440L, the dosage of water glass is 110-220L, and the slurry spreading radius is 1.5 m; when the drill rod drills the ninth drill (the deepest position of grouting) for the second time, the drilling position of the drill rod is the deepest position of grouting, the hole needs to be sealed to prevent the injection solution from overflowing to the outside of the required grouting range, the drilling depth is 16-18 meters, the grouting depth is 9.4-11.4 meters, the grouting pressure is 1-2MPa, the dosage of the phosphoric acid solution is 220-440L, the dosage of the water glass is 110-220L, and the diffusion radius of the slurry is 1.5 m; the third time, when the hole is retreated to the shallowest position (namely the hole grouting completion position), generally when the hole is retreated to the rest 6-7 rods, the hole sealing is finished and the grouting is finished, the drilling depth is 12-14 m, the grouting depth is 5.4-7.4 m, the grouting pressure is 1.4-2.6MPa, the dosage of phosphoric acid solution is 220-440L, the dosage of water glass is 110-220L, and the slurry diffusion radius is 1.5 m.
The working principle is as follows: the working principle comprises the following specific steps: the construction sequence of the advanced grouting process comprises construction preparation → platform construction → drilling machine construction → slurry material and slurry making → grouting operation → grouting and hole sealing.
The construction preparation includes:
s1 drilling parameter setting
The diameter of a preformed hole in a shield body of a shield machine is 100mm, the diameters of a drill rod and a drill bit of a drilling machine are 42mm (the length of a single section of drill rod is 1.5-2.0 m, a grouting pore channel is formed in the drill rod), and a flange plate is arranged at the orifice of the preformed hole for connection and fixation; the drilling depth is 10-18 m, and the specific depth is adjusted according to the actual situation;
s2 slurry parameter settings
The grout is double-grout, the grouting parameters of the double-grout are that the water-cement ratio of cement grout is 1:1, the baume degree of water glass is 40 (1:1 dilution), the volume ratio of cement grout to water glass is 1:1, the deep-setting time of the grout is 20-30 s, the grouting pressure is controlled to be about 0.3-0.5MPa, reverse grouting is adopted, the grouting pressure is adjusted according to monitoring or actual conditions, a forward grouting water-stopping measure is adopted in the drilling process, the grouting grout adopts phosphoric acid, and the grout proportion is that the water and the phosphoric acid are 10:1 (volume ratio);
s3 safety technology crossing bottom
Before operation, related operation personnel are organized to conduct safety technology cross training, the grouting reinforcement intention and specific parameters and requirements of construction are familiar, the specific conditions of the operation environment are known, and whether self labor protection articles are equipped in place or not is checked.
The platform is built by adopting a gantry crane and a battery locomotive to convey the drilling machine to a shield tail scaffold building area, then a chain block is hung on the upper part of a shield body to hoist the drilling machine, and the hoisting height is higher than the scaffold platform height; the shield advance drilling and grouting reinforcement construction are carried out on a scaffold platform erected in a shield shell, due to the limitation of operating environment (factors such as an erector, a bridge frame and a slurry pipeline), the scaffold platform is adjusted according to the actual situation on site, the row spacing between scaffolds is not more than 1.5m in principle, the operating platform can use oil cylinders extending out of two sides, pipe pieces on two sides and the bridge frame in the middle as supporting points, the platform plate is a fully-paved stainless steel walkway plate, and in order to offset the impact force during drilling, platform throwing support needs to be arranged on the rear side of the platform according to the actual conditions; after the platform is built, safety guardrails are arranged around the platform.
After the platform is erected and passes the acceptance check, the drilling machine is lowered to the scaffold platform; after the drilling machine is in place, the drilling machine is adjusted, the inclination of a drill rod of the drilling machine is adjusted, the drill rod and the reserved hole channel of the shield body are ensured to be aligned, and the drilling machine is debugged before drilling, so that the equipment runs normally; before formal drilling, the equipment at the shield tail of the shield tunneling machine is covered and protected by using color strip cloth, so that the equipment is prevented from being polluted in the drilling process; before the drilling machine is constructed, firstly, the drilling machine is subjected to trial operation, and after the trial operation of the drilling machine is normal, drilling is started; the section number of the drill rod is recorded in detail in the drilling process, so that the accuracy of the drilling depth is ensured; when drilling, slowly operating, and mastering the influence of the stratum on the drilling machine so as to determine drilling parameters under the stratum condition; closely observing the drilling condition, stopping drilling immediately when the drilling is stuck or difficult to drill, and performing construction after analyzing reasons; and recording is made during drilling, the stratum condition is comprehensively reflected, the accurate geological and hydrographic condition is provided for grouting construction, and the recording is made after drilling is finished.
The grouting slurry is cement-water glass slurry; the cement is PO.42.5 ordinary portland cement, the used cement is fresh and has no agglomeration, and each batch of the incoming cement has delivery qualification certificate and inspection and analysis report; the water cement ratio of the cement paste is 1:1, the concentration of the original water glass pulp is 40 Baume degrees, and water glass diluent is prepared by water, wherein the cement paste and the water glass diluent are 1:1 (volume ratio); the specific proportion can be adjusted on site according to the on-site condensation time; the pulping equipment is a blade type stirrer; in order to ensure the uniformity of the slurry and not to precipitate in the grouting clearance, two stirring slurry storage barrels are additionally processed, and the capacity is 0.4 cubic meter; in order to facilitate slurry suction, more than two slurry taking ports are arranged on the outer side of the slurry storage barrel so as to ensure the supply of slurry during large-flow grouting; and mixing the slurry according to the selected proportioning parameters of the slurry, wherein the slurry is filtered by a 1 x 1mm mesh screen after being mixed, so that the slurry is ensured to be uniform.
Adopting backward grouting, after drilling, firstly sealing, injecting cement-water glass double-liquid slurry after the sealing slurry is condensed, after the pressure is reached, backward drilling the rod, performing the next-stage grouting operation, and circulating the operation until the hole is finished; during grouting, lifting a drill rod while grouting, strictly controlling the lifting amplitude, wherein each step is 0.3-0.4 m, withdrawing at a constant speed, paying attention to the change of grouting parameters, continuously lifting the drill rod after the grouting amount or the grouting pressure reaches a designed value, and keeping in mind that grout enters an excavation bin or wraps a shield body due to excessive pressure, wherein the grouting pressure is 0.3-0.5 MPa; the grouting pressure is strictly controlled in the grouting process, the grouting amount is closely concerned, when the pressure suddenly rises or the slurry overflows from a hole wall and a section sand layer, grouting is immediately stopped, and measures such as grouting parameter adjustment or displacement are adopted for re-grouting after reasons are found out; when grouting is needed to be suspended, the water glass slurry suction pipe is taken out and placed into the clear water barrel, then the cement pipe is taken out, the grouting pipe is pulled out for 1m, and grouting is stopped after clear water is injected into the hole, so that the pipeline is kept smooth, and the grouting section is not influenced by water injection; during grouting, the cutter head must be rotated discontinuously to prevent the slurry from flowing into the tunnel face and being fixedly connected to clamp the cutter head.
The single-hole grouting ending standard is controlled in a quantitative and constant-pressure combined mode; the quantitative standard is that when the grouting amount reaches 1.5-2 times of the designed grouting amount, the pressure is not increased, and measures such as quick setting grout and the like can be adopted to finish the hole grouting; the standard of constant pressure is that in the grouting process, the pressure gradually rises, the flow gradually falls, and when the grouting pressure reaches the designed grouting pressure and the slurry suction amount is little or no, the hole grouting can be finished; the end standard is a reference value, and the actual end standard is finally determined through field tests; performing tertiary hole sealing by using phosphoric acid solution in the grouting process, wherein when a drill rod is drilled into a fifth hole for the first time, the drilling position of the drill rod is in a soil bin of the shield machine, hole sealing is needed to prevent slurry in the soil bin from flowing back, the drilling depth is 10-12 meters, the grouting depth is 5.4-7.4 meters, the grouting pressure is 1-2MPa, the dosage of the phosphoric acid solution is 220-440L, the dosage of water glass is 110-220L, and the slurry spreading radius is 1.5 m; when the drill rod drills the ninth drill (the deepest position of grouting) for the second time, the drilling position of the drill rod is the deepest position of grouting, the hole needs to be sealed to prevent the injection solution from overflowing to the outside of the required grouting range, the drilling depth is 16-18 meters, the grouting depth is 9.4-11.4 meters, the grouting pressure is 1-2MPa, the dosage of the phosphoric acid solution is 220-440L, the dosage of the water glass is 110-220L, and the diffusion radius of the slurry is 1.5 m; the third time, when the hole is retreated to the shallowest position (namely the hole grouting completion position), generally when the hole is retreated to the rest 6-7 rods, the hole sealing is finished and the grouting is finished, the drilling depth is 12-14 m, the grouting depth is 5.4-7.4 m, the grouting pressure is 1.4-2.6MPa, the dosage of phosphoric acid solution is 220-440L, the dosage of water glass is 110-220L, and the slurry diffusion radius is 1.5 m.
(III) advantageous effects
The invention provides an advanced grouting reinforcement device and method for shield construction. The method has the following beneficial effects:
1. the invention provides a device and a method for advance grouting reinforcement in shield construction, wherein an earth pressure balance shield machine is provided with 10 advance drilling hole positions around a shield body, when grouting reinforcement is needed, a gate valve at the position of the reserved hole is opened, a drilling machine is arranged at the position for drilling and grouting construction, and advance pre-grouting reinforcement in a hole is carried out on a stratum at the front end of a cutter head.
2. The invention provides an advanced grouting reinforcement device and method for shield construction, which are used for pre-performing radioactive pre-grouting treatment in the horizontal direction on a shield path in advance, and compacting soil mass in a range of 4-10 m above an arch part in front of a shield cutter head to form a semicircular closed shell, so that the water permeability of the soil mass is reduced as much as possible, and the overall stability of the soil mass above the front of the shield cutter head is improved.
3. The invention provides a device and a method for advanced grouting reinforcement in shield construction, wherein three times of phosphoric acid solution hole sealing are arranged according to actual engineering conditions in the grouting process, the hole sealing is needed to prevent slurry in a soil bin from flowing back when the hole is drilled into the soil bin of a shield machine for the first time, the hole sealing is needed to prevent the injected solution from overflowing out of the needed grouting range when the hole is drilled into the deepest position of grouting for the second time, and the hole sealing is finished grouting when the hole is retreated from a rod to be grouted to the shallowest position for the third time.
4. The invention provides a device and a method for reinforcing advanced grouting in shield construction, which technically emphasize a geological processing mode during the process that a shield passes through a dense building and a hard stratum at the upper part and the lower part, and has better implementation effect in practical engineering.
5. The invention provides an advanced grouting reinforcement device and method for shield construction, wherein the shield construction has a plurality of risk sources (penetrating through dense building structure groups, entering a bin under pressure for checking and replacing a cutter and passing through a long-distance upper soft lower hard stratum), reinforcement treatment is required, and the ground of the shield does not have reinforcement conditions, so that the reinforcement of a shutdown risk point from a hole by utilizing an advanced grouting hole of the shield is a good choice, and the advanced grouting reinforcement device and method are particularly used under the conditions of deep tunnel burying, poor geological conditions and long shutdown time so as to ensure the safety of the shield construction.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example (b):
the embodiment of the invention provides an advanced grouting reinforcement device for shield construction, which is characterized by comprising an existing shield machine, ten advanced grouting holes are reserved in the machine head of the shield machine, a flange plate is arranged at the orifice position of a preformed hole of a drilling machine of the shield machine, the drilling machine is arranged at the position of the preformed hole, a drilling rod of the drilling machine is closely and slidably connected with the position of the preformed hole, a connecting hole is formed in the drilling rod, and a connecting pipe is arranged at the position, close to the drilling machine, of the connecting hole.
And the ten advanced grouting holes are formed, wherein six horizontal drilling holes are formed in the middle of the machine head, and four drilling holes are formed in the top of the machine head. The flange plate is fixedly connected with the machine head side wall of the shield tunneling machine through a plurality of fastening bolts, and the position of the connecting pipe is fixedly connected with a gate valve.
The method comprises the following specific steps: the construction sequence of the advanced grouting process comprises construction preparation → platform construction → drilling machine construction → slurry material and slurry making → grouting operation → grouting and hole sealing.
The construction preparation comprises the following steps:
s1 drilling parameter setting
The diameter of a preformed hole in a shield body of a shield machine is 100mm, the diameters of a drill rod and a drill bit of a drilling machine are 42mm (the length of a single section of drill rod is 1.5-2.0 m, a grouting pore channel is formed in the drill rod), and a flange plate is arranged at the orifice of the preformed hole for connection and fixation; the drilling depth is 10-18 m, and the specific depth is adjusted according to the actual situation;
s2 slurry parameter settings
The grout is double-grout, the grouting parameters of the double-grout are that the water-cement ratio of cement grout is 1:1, the baume degree of water glass is 40 (1:1 dilution), the volume ratio of cement grout to water glass is 1:1, the deep-setting time of the grout is 20-30 s, the grouting pressure is controlled to be about 0.3-0.5MPa, reverse grouting is adopted, the grouting pressure is adjusted according to monitoring or actual conditions, a forward grouting water-stopping measure is adopted in the drilling process, the grouting grout adopts phosphoric acid, and the grout proportion is that the water and the phosphoric acid are 10:1 (volume ratio);
s3 safety technology crossing bottom
Before operation, related operation personnel are organized to conduct safety technology cross training, the grouting reinforcement intention and specific parameters and requirements of construction are familiar, the specific conditions of the operation environment are known, and whether self labor protection articles are equipped in place or not is checked.
The platform is built by adopting a gantry crane and a battery locomotive to convey the drilling machine to a scaffold building area at the tail of the shield, then a chain block is hung on the upper part of the shield body to hoist the drilling machine, and the hoisting height is higher than the scaffold platform height; the shield advance drilling and grouting reinforcement construction are carried out on a scaffold platform erected in a shield shell, due to the limitation of operating environment (factors such as an erector, a bridge frame and a slurry pipeline), the scaffold platform is adjusted according to the actual situation on site, the row spacing between scaffolds is not more than 1.5m in principle, the operating platform can use oil cylinders extending out of two sides, pipe pieces on two sides and the bridge frame in the middle as supporting points, the platform plate is a fully-paved stainless steel walkway plate, and in order to offset the impact force during drilling, platform throwing support needs to be arranged on the rear side of the platform according to the actual conditions; after the platform is built, safety guardrails are arranged around the platform.
After the platform is erected and passes the acceptance check, the drilling machine is lowered to the scaffold platform; after the drilling machine is in place, the drilling machine is adjusted, the inclination of a drill rod of the drilling machine is adjusted, the drill rod and the reserved hole channel of the shield body are ensured to be aligned, and the drilling machine is debugged before drilling, so that the equipment runs normally; before formal drilling, the equipment at the shield tail of the shield tunneling machine is covered and protected by using color strip cloth, so that the equipment is prevented from being polluted in the drilling process; before the drilling machine is constructed, firstly, the drilling machine is subjected to trial operation, and after the trial operation of the drilling machine is normal, drilling is started; the section number of the drill rod is recorded in detail in the drilling process, so that the accuracy of the drilling depth is ensured; when drilling, slowly operating, and mastering the influence of the stratum on the drilling machine so as to determine drilling parameters under the stratum condition; closely observing the drilling condition, stopping drilling immediately when the drilling is stuck or difficult to drill, and performing construction after analyzing reasons; and recording is made during drilling, the stratum condition is comprehensively reflected, the accurate geological and hydrographic condition is provided for grouting construction, and the recording is made after drilling is finished.
The grouting slurry is cement-water glass slurry; the cement is PO.42.5 ordinary portland cement, the used cement is fresh and has no agglomeration, and each batch of the incoming cement has delivery qualification certificate and inspection and analysis report; the water cement ratio of the cement paste is 1:1, the concentration of the original water glass pulp is 40 Baume degrees, and water glass diluent is prepared by water, wherein the cement paste and the water glass diluent are 1:1 (volume ratio); the specific proportion can be adjusted on site according to the on-site condensation time; the pulping equipment is a blade type stirrer; in order to ensure the uniformity of the slurry and not to precipitate in the grouting clearance, two stirring slurry storage barrels are additionally processed, and the capacity is 0.4 cubic meter; in order to facilitate slurry suction, more than two slurry taking ports are arranged on the outer side of the slurry storage barrel so as to ensure the supply of slurry during large-flow grouting; and mixing the slurry according to the selected proportioning parameters of the slurry, wherein the slurry is filtered by a 1 x 1mm mesh screen after being mixed, so that the slurry is ensured to be uniform.
Adopting backward grouting, after drilling, firstly sealing, injecting cement-water glass double-liquid slurry after the sealing slurry is condensed, after the pressure is reached, backward drilling the rod, performing the next-stage grouting operation, and circulating the operation until the hole is finished; during grouting, lifting a drill rod while grouting, strictly controlling the lifting amplitude, wherein each step is 0.3-0.4 m, withdrawing at a constant speed, paying attention to the change of grouting parameters, continuously lifting the drill rod after the grouting amount or the grouting pressure reaches a designed value, and keeping in mind that grout enters an excavation bin or wraps a shield body due to excessive pressure, wherein the grouting pressure is 0.3-0.5 MPa; the grouting pressure is strictly controlled in the grouting process, the grouting amount is closely concerned, when the pressure suddenly rises or the slurry overflows from a hole wall and a section sand layer, grouting is immediately stopped, and measures such as grouting parameter adjustment or displacement are adopted for re-grouting after reasons are found out; when grouting is needed to be suspended, the water glass slurry suction pipe is taken out and placed into the clear water barrel, then the cement pipe is taken out, the grouting pipe is pulled out for 1m, and grouting is stopped after clear water is injected into the hole, so that the pipeline is kept smooth, and the grouting section is not influenced by water injection; during grouting, the cutter head must be rotated discontinuously to prevent the slurry from flowing into the tunnel face and being fixedly connected to clamp the cutter head.
The single-hole grouting ending standard is controlled in a quantitative and constant-pressure combined mode; the quantitative standard is that when the grouting amount reaches 1.5-2 times of the designed grouting amount, the pressure is not increased, and measures such as quick setting grout and the like can be adopted to finish the hole grouting; the standard of constant pressure is that in the grouting process, the pressure gradually rises, the flow gradually falls, and when the grouting pressure reaches the designed grouting pressure and the slurry suction amount is little or no, the hole grouting can be finished; the end standard is a reference value, and the actual end standard is finally determined through field tests; performing tertiary hole sealing by using phosphoric acid solution in the grouting process, wherein when a drill rod is drilled into a fifth hole for the first time, the drilling position of the drill rod is in a soil bin of the shield machine, hole sealing is needed to prevent slurry in the soil bin from flowing back, the drilling depth is 10-12 meters, the grouting depth is 5.4-7.4 meters, the grouting pressure is 1-2MPa, the dosage of the phosphoric acid solution is 220-440L, the dosage of water glass is 110-220L, and the slurry spreading radius is 1.5 m; when the drill rod drills the ninth drill (the deepest position of grouting) for the second time, the drilling position of the drill rod is the deepest position of grouting, the hole needs to be sealed to prevent the injection solution from overflowing to the outside of the required grouting range, the drilling depth is 16-18 meters, the grouting depth is 9.4-11.4 meters, the grouting pressure is 1-2MPa, the dosage of the phosphoric acid solution is 220-440L, the dosage of the water glass is 110-220L, and the diffusion radius of the slurry is 1.5 m; the third time, when the hole is retreated to the shallowest position (namely the hole grouting completion position), generally when the hole is retreated to the rest 6-7 rods, the hole sealing is finished and the grouting is finished, the drilling depth is 12-14 m, the grouting depth is 5.4-7.4 m, the grouting pressure is 1.4-2.6MPa, the dosage of phosphoric acid solution is 220-440L, the dosage of water glass is 110-220L, and the slurry diffusion radius is 1.5 m.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. The utility model provides a be used for shield structure method construction advance slip casting reinforcing apparatus, a serial communication port, shield structure method construction advance slip casting reinforcing apparatus is including current shield structure machine, ten advance slip casting holes are reserved to shield structure machine's aircraft nose, shield structure machine's rig is provided with the ring flange in preformed hole drill way position, preformed hole position is provided with the rig, and the drilling rod and the inseparable sliding connection of preformed hole position of rig, be provided with the connecting hole in the drilling rod, and the connecting hole is close to the rig position and is provided with the connecting pipe.
2. The advanced grouting reinforcement device for shield construction according to claim 1, wherein ten advanced grouting holes are formed, six horizontal drilling holes are formed in the middle of the machine head, and four drilling holes are formed in the top of the machine head.
3. The advanced grouting reinforcement device for shield construction according to claim 1, wherein the flange is fixedly connected with a side wall of a machine head of the shield machine through a plurality of fastening bolts, and the connecting pipe is fixedly connected with a gate valve.
4. The advanced grouting reinforcement method for shield construction according to claim 1, characterized in that: the method comprises the following specific steps: the construction sequence of the advanced grouting process comprises construction preparation → platform construction → drilling machine construction → slurry material and slurry making → grouting operation → grouting and hole sealing.
5. The advanced grouting reinforcement method for shield construction according to claim 4, characterized in that: the construction preparation includes:
s1 drilling parameter setting
The diameter of a preformed hole in a shield body of a shield machine is 100mm, the diameters of a drill rod and a drill bit of a drilling machine are 42mm (the length of a single section of drill rod is 1.5-2.0 m, a grouting pore channel is formed in the drill rod), and a flange plate is arranged at the orifice of the preformed hole for connection and fixation; the drilling depth is 10-18 m, and the specific depth is adjusted according to the actual situation;
s2 slurry parameter settings
The grout is double-grout, the grouting parameters of the double-grout are that the water-cement ratio of cement grout is 1:1, the baume degree of water glass is 40 (1:1 dilution), the volume ratio of cement grout to water glass is 1:1, the deep-setting time of the grout is 20-30 s, the grouting pressure is controlled to be about 0.3-0.5MPa, reverse grouting is adopted, the grouting pressure is adjusted according to monitoring or actual conditions, a forward grouting water-stopping measure is adopted in the drilling process, the grouting grout adopts phosphoric acid, and the grout proportion is that the water and the phosphoric acid are 10:1 (volume ratio);
s3 safety technology crossing bottom
Before operation, related operation personnel are organized to conduct safety technology cross training, the grouting reinforcement intention and specific parameters and requirements of construction are familiar, the specific conditions of the operation environment are known, and whether self labor protection articles are equipped in place or not is checked.
6. The advanced grouting reinforcement method for shield construction according to claim 4, characterized in that: the platform is built by adopting a gantry crane and a battery locomotive to convey the drilling machine to a shield tail scaffold building area, then a chain block is hung on the upper part of a shield body to hoist the drilling machine, and the hoisting height is higher than the scaffold platform height; the shield advance drilling and grouting reinforcement construction are carried out on a scaffold platform erected in a shield shell, due to the limitation of operating environment (factors such as an erector, a bridge frame and a slurry pipeline), the scaffold platform is adjusted according to the actual situation on site, the row spacing between scaffolds is not more than 1.5m in principle, the operating platform can use oil cylinders extending out of two sides, pipe pieces on two sides and the bridge frame in the middle as supporting points, the platform plate is a fully-paved stainless steel walkway plate, and in order to offset the impact force during drilling, platform throwing support needs to be arranged on the rear side of the platform according to the actual conditions; after the platform is built, safety guardrails are arranged around the platform.
7. The advanced grouting reinforcement method for shield construction according to claim 4, characterized in that: after the platform is erected and passes the acceptance check, the drilling machine is lowered to the scaffold platform; after the drilling machine is in place, the drilling machine is adjusted, the inclination of a drill rod of the drilling machine is adjusted, the drill rod and the reserved hole channel of the shield body are ensured to be aligned, and the drilling machine is debugged before drilling, so that the equipment runs normally; before formal drilling, the equipment at the shield tail of the shield tunneling machine is covered and protected by using color strip cloth, so that the equipment is prevented from being polluted in the drilling process; before the drilling machine is constructed, firstly, the drilling machine is subjected to trial operation, and after the trial operation of the drilling machine is normal, drilling is started; the section number of the drill rod is recorded in detail in the drilling process, so that the accuracy of the drilling depth is ensured; when drilling, slowly operating, and mastering the influence of the stratum on the drilling machine so as to determine drilling parameters under the stratum condition; closely observing the drilling condition, stopping drilling immediately when the drilling is stuck or difficult to drill, and performing construction after analyzing reasons; and recording is made during drilling, the stratum condition is comprehensively reflected, the accurate geological and hydrographic condition is provided for grouting construction, and the recording is made after drilling is finished.
8. The advanced grouting reinforcement method for shield construction according to claim 4, characterized in that: the grouting slurry is cement-water glass slurry; the cement is PO.42.5 ordinary portland cement, the used cement is fresh and has no agglomeration, and each batch of the incoming cement has delivery qualification certificate and inspection and analysis report; the water cement ratio of the cement paste is 1:1, the concentration of the original water glass pulp is 40 Baume degrees, and water glass diluent is prepared by water, wherein the cement paste and the water glass diluent are 1:1 (volume ratio); the specific proportion can be adjusted on site according to the on-site condensation time; the pulping equipment is a blade type stirrer; in order to ensure the uniformity of the slurry and not to precipitate in the grouting clearance, two stirring slurry storage barrels are additionally processed, and the capacity is 0.4 cubic meter; in order to facilitate slurry suction, more than two slurry taking ports are arranged on the outer side of the slurry storage barrel so as to ensure the supply of slurry during large-flow grouting; and mixing the slurry according to the selected proportioning parameters of the slurry, wherein the slurry is filtered by a 1 x 1mm mesh screen after being mixed, so that the slurry is ensured to be uniform.
9. The advanced grouting reinforcement method for shield construction according to claim 4, characterized in that: adopting backward grouting, after drilling, firstly sealing, injecting cement-water glass double-liquid slurry after the sealing slurry is condensed, after the pressure is reached, backward drilling the rod, performing the next-stage grouting operation, and circulating the operation until the hole is finished; during grouting, lifting a drill rod while grouting, strictly controlling the lifting amplitude, wherein each step is 0.3-0.4 m, withdrawing at a constant speed, paying attention to the change of grouting parameters, continuously lifting the drill rod after the grouting amount or the grouting pressure reaches a designed value, and keeping in mind that grout enters an excavation bin or wraps a shield body due to excessive pressure, wherein the grouting pressure is 0.3-0.5 MPa; the grouting pressure is strictly controlled in the grouting process, the grouting amount is closely concerned, when the pressure suddenly rises or the slurry overflows from a hole wall and a section sand layer, grouting is immediately stopped, and measures such as grouting parameter adjustment or displacement are adopted for re-grouting after reasons are found out; when grouting is needed to be suspended, the water glass slurry suction pipe is taken out and placed into the clear water barrel, then the cement pipe is taken out, the grouting pipe is pulled out for 1m, and grouting is stopped after clear water is injected into the hole, so that the pipeline is kept smooth, and the grouting section is not influenced by water injection; during grouting, the cutter head must be rotated discontinuously to prevent the slurry from flowing into the tunnel face and being fixedly connected to clamp the cutter head.
10. The advanced grouting reinforcement method for shield construction according to claim 4, characterized in that: the single-hole grouting ending standard is controlled in a quantitative and constant-pressure combined mode; the quantitative standard is that when the grouting amount reaches 1.5-2 times of the designed grouting amount, the pressure is not increased, and measures such as quick setting grout and the like can be adopted to finish the hole grouting; the standard of constant pressure is that in the grouting process, the pressure gradually rises, the flow gradually falls, and when the grouting pressure reaches the designed grouting pressure and the slurry suction amount is little or no, the hole grouting can be finished; the end standard is a reference value, and the actual end standard is finally determined through field tests; performing tertiary hole sealing by using phosphoric acid solution in the grouting process, wherein when a drill rod is drilled into a fifth hole for the first time, the drilling position of the drill rod is in a soil bin of the shield machine, hole sealing is needed to prevent slurry in the soil bin from flowing back, the drilling depth is 10-12 meters, the grouting depth is 5.4-7.4 meters, the grouting pressure is 1-2MPa, the dosage of the phosphoric acid solution is 220-440L, the dosage of water glass is 110-220L, and the slurry spreading radius is 1.5 m; when the drill rod drills the ninth drill (the deepest position of grouting) for the second time, the drilling position of the drill rod is the deepest position of grouting, the hole needs to be sealed to prevent the injection solution from overflowing to the outside of the required grouting range, the drilling depth is 16-18 meters, the grouting depth is 9.4-11.4 meters, the grouting pressure is 1-2MPa, the dosage of the phosphoric acid solution is 220-440L, the dosage of the water glass is 110-220L, and the diffusion radius of the slurry is 1.5 m; the third time, when the hole is retreated to the shallowest position (namely the hole grouting completion position), generally when the hole is retreated to the rest 6-7 rods, the hole sealing is finished and the grouting is finished, the drilling depth is 12-14 m, the grouting depth is 5.4-7.4 m, the grouting pressure is 1.4-2.6MPa, the dosage of phosphoric acid solution is 220-440L, the dosage of water glass is 110-220L, and the slurry diffusion radius is 1.5 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011618253.7A CN112647960A (en) | 2020-12-30 | 2020-12-30 | Advanced grouting reinforcement device and method for shield construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011618253.7A CN112647960A (en) | 2020-12-30 | 2020-12-30 | Advanced grouting reinforcement device and method for shield construction |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112647960A true CN112647960A (en) | 2021-04-13 |
Family
ID=75364548
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011618253.7A Pending CN112647960A (en) | 2020-12-30 | 2020-12-30 | Advanced grouting reinforcement device and method for shield construction |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112647960A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113236300A (en) * | 2021-05-24 | 2021-08-10 | 中铁建华南建设有限公司 | Advanced grouting method for shield construction |
| CN113236299A (en) * | 2021-05-24 | 2021-08-10 | 中铁建华南建设有限公司 | Advanced grouting system for shield construction |
| CN113266377A (en) * | 2021-06-21 | 2021-08-17 | 中铁十二局集团有限公司 | Construction method for filling karst cave by using shield machine advanced grouting pipe |
| CN113323675A (en) * | 2021-05-19 | 2021-08-31 | 广州轨道交通建设监理有限公司 | Shield under-pressure system and under-pressure warehouse entry reinforcing method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102052079A (en) * | 2010-11-19 | 2011-05-11 | 中铁一局集团有限公司 | Method for exchanging tool of shield machine for tunnel construction |
| CN110259465A (en) * | 2019-06-28 | 2019-09-20 | 中铁二局集团有限公司 | A kind of method that list shield double mode TBM pre-grouting reinforces fault belt |
| CN110374606A (en) * | 2019-08-02 | 2019-10-25 | 中铁十四局集团大盾构工程有限公司 | Slurry shield seabed broken formation pre-grouting pressure maintaining construction method |
| CN111852485A (en) * | 2020-07-27 | 2020-10-30 | 中交第二公路工程局有限公司 | Construction method for shield tunnel downward-penetrating sensitive building group in shallow-buried weak stratum |
| CN215057361U (en) * | 2020-12-30 | 2021-12-07 | 华南理工大学 | Be used for shield to construct leading slip casting reinforcing apparatus of method construction |
-
2020
- 2020-12-30 CN CN202011618253.7A patent/CN112647960A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102052079A (en) * | 2010-11-19 | 2011-05-11 | 中铁一局集团有限公司 | Method for exchanging tool of shield machine for tunnel construction |
| CN110259465A (en) * | 2019-06-28 | 2019-09-20 | 中铁二局集团有限公司 | A kind of method that list shield double mode TBM pre-grouting reinforces fault belt |
| CN110374606A (en) * | 2019-08-02 | 2019-10-25 | 中铁十四局集团大盾构工程有限公司 | Slurry shield seabed broken formation pre-grouting pressure maintaining construction method |
| CN111852485A (en) * | 2020-07-27 | 2020-10-30 | 中交第二公路工程局有限公司 | Construction method for shield tunnel downward-penetrating sensitive building group in shallow-buried weak stratum |
| CN215057361U (en) * | 2020-12-30 | 2021-12-07 | 华南理工大学 | Be used for shield to construct leading slip casting reinforcing apparatus of method construction |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113323675A (en) * | 2021-05-19 | 2021-08-31 | 广州轨道交通建设监理有限公司 | Shield under-pressure system and under-pressure warehouse entry reinforcing method |
| CN113236300A (en) * | 2021-05-24 | 2021-08-10 | 中铁建华南建设有限公司 | Advanced grouting method for shield construction |
| CN113236299A (en) * | 2021-05-24 | 2021-08-10 | 中铁建华南建设有限公司 | Advanced grouting system for shield construction |
| CN113266377A (en) * | 2021-06-21 | 2021-08-17 | 中铁十二局集团有限公司 | Construction method for filling karst cave by using shield machine advanced grouting pipe |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112647960A (en) | Advanced grouting reinforcement device and method for shield construction | |
| CN109629455B (en) | Construction method for reconstructing bridge of highway | |
| CN101638987B (en) | Tunnel construction method for crossing high-pressure water-enriched fracture zone with curtain grouting and grout stopping wall | |
| WO2021223573A1 (en) | Construction structure for communication and connection between newly added mined channel and existing station hall layer | |
| CN106837351A (en) | Tunnel Karst water detects Treatment Methods | |
| CN106837353A (en) | Filling karst constructing tunnel processing method | |
| CN110821503B (en) | Construction method for main body of ultra-deep shield section air shaft after tunnel advance | |
| CN110067563A (en) | Close on the station entrance-exit main structure construction method of urban architecture and road | |
| CN109972609A (en) | A kind of railway traffic engineering construction method of underground continuous wall | |
| CN111997685A (en) | Construction method for highway to penetrate through coal seam goaf section | |
| CN110130936B (en) | Construction method for sudden encountering untreated karst cave or crack in shield tunneling process | |
| CN111810180B (en) | Construction method for ultra-large-diameter earth pressure balance jacking pipe to penetrate through expressway | |
| CN110924967A (en) | Fine control construction method for shield proximity sensitive building in water-rich sandy gravel stratum | |
| CN112412496A (en) | Full-section advanced curtain grouting construction method for water-rich broken geological zone tunnel | |
| CN110469332B (en) | Advanced support consolidation method for tunnel penetrating through debris flow accumulation body | |
| CN114233385B (en) | Treatment method for mud-bursting water of inclined shaft | |
| CN110984221A (en) | Construction method for reinforcing end socket at initial end of air shaft and guide wall structure | |
| CN109386293A (en) | The sealed reception construction method of large section rectangular top pipe | |
| CN111794774A (en) | Rapid entering protection structure of half cut single-pressure open cut tunnel and construction method | |
| CN112983456A (en) | Water-rich sand layer multi-row pipe jacking surface deformation control method | |
| CN215057361U (en) | Be used for shield to construct leading slip casting reinforcing apparatus of method construction | |
| AU2021101943A4 (en) | A construction control method for a subway shield to penetrate through existing buildings | |
| CN107339109A (en) | The construction method of existing road is worn under super Shallow tunnel with large cross-section | |
| CN104747208B (en) | Grouting reinforcement grout diffusion regulation method | |
| CN212563261U (en) | Half cut single-pressure type open cut tunnel advances hole protective structure fast |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |