CN108374664B - Construction method for sealing and passing through air shaft steel sleeve in middle of water-rich soft soil stratum - Google Patents
Construction method for sealing and passing through air shaft steel sleeve in middle of water-rich soft soil stratum Download PDFInfo
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- CN108374664B CN108374664B CN201810124035.4A CN201810124035A CN108374664B CN 108374664 B CN108374664 B CN 108374664B CN 201810124035 A CN201810124035 A CN 201810124035A CN 108374664 B CN108374664 B CN 108374664B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 50
- 239000010959 steel Substances 0.000 title claims abstract description 50
- 238000010276 construction Methods 0.000 title claims abstract description 43
- 239000002689 soil Substances 0.000 title claims abstract description 30
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 16
- 238000007789 sealing Methods 0.000 title claims abstract description 13
- 238000007710 freezing Methods 0.000 claims abstract description 63
- 230000008014 freezing Effects 0.000 claims abstract description 61
- 230000002787 reinforcement Effects 0.000 claims abstract description 37
- 238000000034 method Methods 0.000 claims abstract description 32
- 230000005641 tunneling Effects 0.000 claims abstract description 23
- 239000002002 slurry Substances 0.000 claims abstract description 20
- 239000004519 grease Substances 0.000 claims description 22
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- 230000000977 initiatory effect Effects 0.000 claims description 13
- 239000004570 mortar (masonry) Substances 0.000 claims description 10
- 238000002347 injection Methods 0.000 claims description 8
- 239000007924 injection Substances 0.000 claims description 8
- 238000005520 cutting process Methods 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 5
- 238000005507 spraying Methods 0.000 claims description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 4
- 239000007788 liquid Substances 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 3
- 238000005498 polishing Methods 0.000 claims description 3
- 231100000241 scar Toxicity 0.000 claims description 3
- 230000001360 synchronised effect Effects 0.000 claims description 3
- 238000005299 abrasion Methods 0.000 claims description 2
- 238000007569 slipcasting Methods 0.000 claims description 2
- 239000004576 sand Substances 0.000 abstract description 7
- 238000005516 engineering process Methods 0.000 abstract description 4
- 239000000945 filler Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000010881 fly ash Substances 0.000 description 2
- 238000004321 preservation Methods 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 229920006395 saturated elastomer Polymers 0.000 description 2
- 238000004378 air conditioning Methods 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000004134 energy conservation Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000008234 soft water Substances 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- 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
-
- 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
-
- 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
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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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
- E21D9/0621—Shield advancing devices
-
- 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the field of shield construction, in particular to a construction method for sealing and passing through a station of a steel sleeve of an air shaft in the middle of a water-rich soft soil stratum. The invention adopts the 'balance principle', integrally considers receiving and secondary starting, adopts the steel sleeve to simulate the tunneling of the slurry shield machine in a soft soil sand layer, completes segment assembly in the steel sleeve, and utilizes high-pressure jet grouting reinforcement to increase the stability of the stratum and reduce the risk; a freezing method is used as a waterproof curtain, and a normal pressure environment is created in the process of replacing the cutter and the tail brush; the construction risk of the shield machine from beginning to reaching is effectively avoided. The method has the advantages of simple process, novel method, advanced technology, good process connection continuity, high safety performance, strong practicability and good popularization prospect.
Description
Technical Field
The invention relates to the field of shield construction, in particular to a construction method for closing a steel sleeve of an air shaft in the middle of a water-rich soft soil stratum.
Background
The urban road traffic system is a sum of various facilities such as vehicles or trains and rails which are served for urban passenger traffic and are generally characterized by taking electric power as power and a wheel-rail running mode, and has the advantages of large transportation energy, high speed, low cost, energy conservation, capability of relieving ground traffic congestion, contribution to environmental protection and the like, wherein subways are the most common. Although the subway does not require that all lines of the system are built in an underground tunnel, the main body part of the subway is usually located underground, when the subway runs in a closed mode, the interior of the subway tunnel is basically isolated from the outside atmosphere, only fresh air required by passengers is supplied, an air conditioning system is usually adopted in a station, the exchange of fresh air with a station air conditioner is realized in an interval by means of the piston effect of a travelling crane, and a middle air shaft is required to be added when the distance is longer to meet the air supply quantity.
With the increasing maturity of shield construction technology, the shield method is widely applied to urban subway construction, and how to avoid the risk of shield construction, especially major accidents, is a key concern in construction. In recent years, the statistics of shield accidents shows that major shield accidents often occur at the initial stage and the arrival stage, particularly the major accidents such as sand gushing and water gushing are more likely to occur in a weak water-rich saturated silt stratum, the initial and receiving times are reduced in small-size structures, and the method for effectively reducing risks by adopting a closed station-crossing for the intermediate air shaft is an effective method for reducing risks.
Disclosure of Invention
In order to avoid the construction risk caused by starting of a small space structure, a balance principle is adopted, receiving and secondary starting are considered integrally, a steel sleeve is adopted to simulate the tunneling of a slurry shield machine in a soft soil sand layer, segment assembly is completed in the steel sleeve, and high-pressure rotary jet is utilized to reinforce to increase the stability of the stratum and reduce the risk; a freezing method is used as a waterproof curtain, and a normal pressure environment is created in the process of replacing the cutter and the tail brush; the construction risk of the shield machine from beginning to reaching is effectively avoided. The invention provides the airtight station-crossing construction method for the steel sleeve of the air shaft in the middle of the water-rich soft soil stratum, which has the advantages of simple process, novel method, advanced technology, good process connection continuity and high safety performance.
The originating method of the present invention comprises the steps of:
the airtight station-crossing construction method for the air shaft steel sleeve in the middle of the water-rich soft soil stratum comprises the following steps of:
s1, after the construction of a main body structure of the middle air shaft is completed, high-pressure rotary jet grouting reinforcement construction is carried out on two sides of a tunnel portal underground diaphragm wall;
s2, laying and constructing a freezing pipe, a temperature measuring hole and a temperature measuring line in a high-pressure rotary spraying reinforcement range in a manner of clinging to a tunnel portal underground diaphragm wall, and further freezing and reinforcing after the freezing equipment and the freezing pipeline are installed and debugged; the freezing reinforcement comprises receiving end freezing reinforcement and initiating end freezing reinforcement.
S3, in the freezing reinforcement construction, the steel sleeve is synchronously installed;
s4, after the steel sleeve is installed, the sealing performance of the steel sleeve is tested, and after the freezing reinforcement is confirmed to reach the design strength, the tunnel portal underground connecting wall is broken;
s5, pouring an M10 mortar base with the thickness of 12-15 centimeters in a range of 60 degrees at the bottom of the steel sleeve, quickly removing the soil facing surface reinforcing steel bars of the tunnel portal diaphragm wall, and preparing modified soil in the steel sleeve for backfilling;
s6, backfilling modified soil in the steel sleeve for construction;
s7, after the steel sleeve is backfilled and sealed again, keeping the freezing and reinforcing of the initiating end to continue freezing, and simultaneously pulling out the freezing and reinforcing pipe of the receiving end to further start the shield machine to receive;
s8, after grouting of the receiving end portal is completed, replacing the cutter to be replaced according to the abrasion conditions of the cutter head and the cutter; the shield tunneling machine moves forwards properly, and the shield tail brush is replaced;
s9, after the steel sleeve is sealed again, the freezing and reinforcing freezing pipe at the initiating end is pulled out;
and S10, after the freezing and reinforcing freezing pipe at the initial end is pulled out, the shield machine performs secondary initial starting and resumes tunneling.
Step S7, removing the freezing and reinforcing freezing pipe at the receiving end, further starting the shield machine to receive, strictly controlling the tunneling posture in the shield machine receiving process, reducing the rotating speed, the propelling speed and the propelling force of a cutter head, controlling the shield tail clearance, ensuring the uniformity of the shield tail clearance, and installing a turning ring segment for adjustment if necessary; strictly controlling the pressure of the incision; the pressure injection of grease at the tail of the shield is enhanced in the propelling process, the slurry leakage of the tail of the shield is prevented, after the duct piece is separated from a tail ring of the shield, secondary slurry injection is carried out from a slurry injection hole reserved on the duct piece to the outer side of the duct piece, a hoop is applied in time, and double-liquid slurry is adopted as slurry for slurry injection, so that a leakage channel between an excavated soil body and a duct piece shell is effectively blocked; during grouting, the secondary grouting hole position, the grouting pressure and the grouting amount are strictly controlled, so that the quality of a water-closing ring is ensured, and the shield tail brush is prevented from being broken down; and after the shield machine is continuously propelled and the sealing of the tunnel portal is finished, the backfill is discharged from the empty cabin under the condition that the cutter head does not rotate.
Step S8 shield tail brush replacement comprises the following steps:
H1. the shield tunneling machine tunnels forwards in a propulsion mode, the propulsion oil cylinders are uniformly arranged clockwise from 12 o 'clock along the circular cross section in the shield shell of the shield tunneling machine, the angle between every two adjacent propulsion oil cylinders is 22.5 degrees, the propulsion oil cylinders are numbered, the number of the propulsion oil cylinder in the 12 o' clock direction is 1, the number of the other propulsion oil cylinders in the clockwise direction is 2-16, and when the extension of the propulsion oil cylinders is 2150mm, the tail shield is exposed out of the reinforcing ring; placing 16 prepared support pads with the length of 800mm between the duct piece and a thrust cylinder by using a duct piece mounting machine in a duct piece assembling mode, sequentially operating the thrust cylinder to enable the thrust cylinder to abut against the support pads, and pushing a shield tunneling machine forwards by using the thrust cylinder to tunnel for 700mm, wherein three shield tail brushes are exposed;
H2. moving and extending the grasping head of the segment mounting machine, fixing the support pad at the position of the No. 1 pushing oil cylinder on the segment mounting machine, retracting the pushing oil cylinder at the position of the No. 1, removing the support pad at the position of the No. 1, and removing the support pad at the position of the No. 2 in the same manner;
H3. cleaning grease, mortar and the like on the shield tail brush and the groove, cutting off the damaged shield tail brush, polishing and flattening the residual scar left after cutting off the shield tail brush, further welding a new shield tail brush again, and smearing shield tail sealing grease on the shield tail brush after welding is finished;
h4 repeating the steps H2 and H3, and sequentially replacing the rest shield tail brushes, wherein only the support pads of two adjacent point positions can be removed each time until the replacement of all the point position shield tail brushes is completed;
H5. removing the support pads at corresponding positions according to the installation positions of the segments and installing the segments, starting to fill grease into the shield tail after all the segments are installed and the segment bolts are tightened, wherein the grease filling amount is up to the point of filling the grooves, stopping filling the grease when the oil pressure of the grease bin reaches more than 10bar, starting slurry circulation, recovering normal tunneling, and paying attention to the fact that the synchronous grouting pressure does not exceed 3.0bar during normal tunneling so as to avoid puncturing the shield tail brush and causing the damage of the shield tail brush again.
The invention communicates the receiving and starting tunnel portal through the combination of a reinforcing mode and a steel sleeve, integrally considers the receiving and the secondary starting, adopts the steel sleeve to simulate the tunneling of a slurry shield machine in a soft soil sand layer according to the balance principle, completes the segment assembly in the steel sleeve and normally tunnels; the stability of the stratum is improved and the risk is reduced by using high-pressure jet grouting reinforcement; a freezing method is used as a waterproof curtain, a normal pressure environment is created in the replacement process of the cutter and the tail brush, and the construction risk of the shield tunneling machine from beginning to reaching is effectively avoided. The method has the advantages of simple process, novel method, good process connection continuity, high safety coefficient, strong practicability and good popularization prospect.
Drawings
FIG. 1 is a schematic structural diagram of an air shaft body according to the present invention;
FIG. 2 is a schematic view of step S1 of the construction method of the present invention;
FIG. 3 is a schematic view of step S2 of the construction method of the present invention;
FIG. 4 is a schematic view of step S3 of the construction method of the present invention;
FIG. 5 is a schematic view of step S4 of the construction method of the present invention;
FIG. 6 is a schematic view of steps S5 and S6 of the construction method of the present invention;
FIG. 7 is a schematic view of step S7 of the construction method of the present invention;
FIG. 8 is a schematic view of step S8 of the construction method of the present invention;
FIG. 9 is a schematic view of step S9 of the construction method of the present invention;
FIG. 10 is a schematic view of step S10 of the construction method of the present invention;
FIG. 11 is a schematic view of a mortar base according to the present invention;
FIG. 12 is a schematic view of a thrust cylinder of a shield tunneling machine for tightly supporting a segment of a pipe;
fig. 13 is a schematic diagram of the tail shield exposing the tail brush after the shield machine tightly supports the pad.
In the figure: 1-main structure of a middle air shaft, 2-ground diaphragm wall of a tunnel portal, 3-pre-embedding steel ring of the tunnel portal in the main structure, 4-high-pressure jet grouting reinforcement, 5-freezing reinforcement of a receiving end, 6-freezing reinforcement of an initiating end, 7-steel sleeve, 8-modified soil, 9-shield machine, 10-pipe piece, 11-mortar base, 12-propulsion oil cylinder, 13-shield tail brush, 14-shield shell and 15-support pad.
Detailed Description
The embodiments of the invention will be further described with reference to the accompanying drawings in which:
the construction method for the middle air shaft steel sleeve closed station-crossing of the water-rich soft soil stratum as shown in fig. 1 to 13 is suitable for all structures with short distance between the middle receiving end and the secondary initiating end in shield tunneling, and particularly has obvious advantages in the middle air shaft station-crossing of the soft water-rich saturated silt stratum, and the initiating method comprises the following steps:
s1, after the construction of a main body structure 1 of the middle air shaft and the tunnel door underground connecting walls 2 on two sides of the main body structure 1 is completed, high-pressure rotary spraying reinforcement 4 is carried out; according to the requirements of design drawings, a construction scheme is compiled, pile testing is carried out, construction parameters are determined according to the pile testing results, construction is carried out, the strength of the high-pressure jet grouting reinforcement 4 body is reduced as much as possible on the basis of meeting the design requirements, and later-stage tunneling is facilitated;
s2, deeply designing freezing reinforcement according to the total design requirement, closely arranging freezing pipes, temperature measuring holes and temperature measuring lines on the tunnel portal underground diaphragm wall 2 within the range of the high-pressure rotary spraying reinforcement 4, and further freezing reinforcement after the freezing equipment and the freezing pipeline are installed and debugged; the freezing reinforcement comprises a receiving end freezing reinforcement 5 and an initiating end freezing reinforcement 6;
s3, installing a steel sleeve 7; in the freezing process, the steel sleeve 7 can be installed, the steel sleeve 7 is installed from the reserved opening of the main structure 1 of the middle air shaft in the sequence of inner to outer, the air tightness test is carried out after the installation is finished, the air pressure is not less than 2 times of the water pressure of the cut, and the air pressure loss in 24 hours is not more than 10% so as to meet the requirement;
s4, after the steel sleeve 7 is installed, sealing is carried out to meet the requirements, and freezing and reinforcing 5/6 are carried out to achieve the design effect, the tunnel portal diaphragm wall 2 is broken, the tunnel portal diaphragm wall is broken according to the sequence of blocking, layering, from inside to outside and from top to bottom, reinforcing steel bars of the tunnel portal diaphragm wall 2 on the earth facing side are reserved, continuous maintenance and freezing are carried out in the tunnel portal breaking process, and the frozen earth surface heat preservation of a freezing reinforcement body 5/6 is well carried out;
s5, pouring an M10 mortar base 11 with the thickness of 13cm in the range of 60 degrees at the bottom of the steel sleeve 7, and ensuring that the cambered surface of the mortar base 11 is matched with the outer cambered surface of the shield tunneling machine 9 so as to avoid head drop when the cutter head forms the reinforcing body 4. When the mortar base 11 reaches 2MPa, quickly removing the heat-preservation cut-off underground diaphragm wall 2 soil facing surface reinforcing steel bars, and preparing modified soil in the steel sleeve 7 for backfilling;
s6, after the steel sleeve 7 is checked, filling materials are filled into the steel sleeve 7, wherein the filling materials mainly comprise modified soil 8, the modified soil 8 mainly comprises fly ash and fine sand, and the ratio of the fly ash to the fine sand is 1: 10. During backfilling, a funnel is arranged on the ground, the middle part of the backfilling is connected by adopting a pipeline, and the filler is directly conveyed into the steel sleeve 7 from the funnel. If the filler is not conveyed smoothly enough in the filling process, the filler can be flushed down by adopting a flushing mode, and the function of compacting the filler can be achieved;
s7, after the steel sleeve 7 is backfilled and sealed again, the freezing pipe of the receiving end freezing reinforcement 5 can be pulled out, and the freezing reinforcement 6 of the initiating end is continuously frozen; the shield machine 9 can receive after the freezing pipe of the freezing reinforcement 5 is pulled out at the receiving end, and the tunneling attitude is strictly controlled in the receiving process of the shield machine 9, so that the rotating speed, the propelling speed and the propelling force of the cutter head are reduced. Controlling the gap of the shield tail to ensure the uniformity of the gap of the shield tail, and installing a turning ring segment for adjustment if necessary; strictly controlling the pressure of the incision; in the propelling process, the pressure injection of shield tail grease is enhanced, the shield tail is prevented from leaking slurry, after the duct piece 10 is separated from the shield tail 5 rings, secondary grouting is carried out from a grouting hole reserved on the duct piece 10 to the outer side of the duct piece 10, a hoop is applied in time, and double-liquid slurry is adopted for grouting slurry, so that a leakage channel between an excavated soil body and a duct piece 10 shell is effectively blocked; during grouting, the secondary grouting hole position, the grouting pressure and the grouting amount are strictly controlled, so that the quality of the water-closing ring is ensured, and the shield tail brush 13 is not broken down; after the barrel of the shield tunneling machine 9 is pushed to the position and the sealing of the tunnel door is completed, backfill materials are discharged from the empty cabin under the condition that the cutter head does not rotate;
and S8, after grouting of the portal at the receiving end is completed, pressure relief is carried out on the steel sleeve 7, the grouting effect of the portal is checked, if the leakage water is small, normal-pressure opening is carried out, and if the leakage water is large, grouting plugging is carried out again. After entering the warehouse, the staff firstly cleans the cutter disc. After cleaning, one person enters the excavation bin for inspection, and other persons monitor and record at the inlet of the gas bin. After one cutter position is checked, the personnel quit the excavation bin, rotate the cutter head and check the next cutter position, and detailed records are needed to be made on the checking condition; a specific cutter processing scheme is formulated according to the cutter head, the cutter checking record and the front geological condition, and the cutter to be replaced is replaced according to the processing scheme; the shield machine 9 moves forward properly, and the shield tail brush 13 is replaced;
s9, when the cutter, the cutter head and the shield tail brush 13 are replaced, the steel sleeve 7 is sealed again, and then the freezing pipe of the initial end freezing reinforcement 6 can be pulled out;
and S10, freezing and reinforcing the initial end, pulling out the freezing pipe 6, and then starting and recovering the tunneling for the second time by the shield machine 9.
Step S7, removing the freezing pipe of the freezing reinforcement 5 at the receiving end, further starting the receiving of the shield machine 9, strictly controlling the tunneling posture in the receiving process of the shield machine 9, reducing the rotating speed, the propelling speed and the propelling force of a cutter head, controlling the shield tail gap, ensuring the uniformity of the shield tail gap, and installing a turning ring segment for adjustment if necessary; strictly controlling the pressure of the incision; in the propelling process, the pressure injection of shield tail grease is enhanced, the shield tail is prevented from leaking slurry, after the duct piece 10 is separated from the shield tail 5 rings, secondary grouting is carried out from a grouting hole reserved on the duct piece 10 to the outer side of the duct piece 10, a hoop is applied in time, and double-liquid slurry is adopted for grouting slurry, so that a leakage channel between an excavated soil body and a duct piece 10 shell is effectively blocked; during grouting, the secondary grouting hole position, the grouting pressure and the grouting amount are strictly controlled, so that the quality of the water-closing ring is ensured, and the shield tail brush 13 is not punctured; and after the shield machine 9 is continuously pushed and the sealing of the tunnel portal is finished, the backfill materials are discharged from the empty cabin under the condition that the cutter head does not rotate.
Step S8 shield tail brush 13 replacement includes the following steps:
H1. the shield machine 9 tunnels forwards in a propulsion mode, the propulsion oil cylinders 12 are uniformly arranged clockwise from 12 o 'clock along a circular section in a shield shell 14 of the shield machine 9, the angle between every two adjacent propulsion oil cylinders 12 is 22.5 degrees, the propulsion oil cylinders 12 are numbered, the propulsion oil cylinder 12 in the 12 o' clock direction is No. 1, the other propulsion oil cylinders 12 in the clockwise direction are No. 2-16 respectively, and when the extension of the propulsion oil cylinders 12 is 2150mm, the tail shield is exposed out of a reinforcing ring; placing 16 prepared and standby supporting pads 15 with the length of 800mm between a duct piece 10 and a propulsion oil cylinder 12 by using a duct piece 10 installing machine in a duct piece 10 assembling mode, sequentially operating the propulsion oil cylinder 12 to enable the propulsion oil cylinder 12 to be tightly abutted against the supporting pads 15, and utilizing the propulsion oil cylinder 12 to forwardly push a shield machine 9 to tunnel for 700mm, wherein three shield tail brushes 13 are exposed;
H2. moving and extending the grasping head of the segment mounting machine, fixing the support pad 15 at the position of the No. 1 propulsion oil cylinder 12 on the segment mounting machine, retracting the propulsion oil cylinder 12 at the position of No. 1, removing the support pad 15 at the 1-point position, and removing the support pad 15 at the 2-point position in the same way;
H3. cleaning the shield tail brush 13 and grease, mortar and the like on the groove, cutting off the damaged shield tail brush 13, polishing and flattening the residual scar left after cutting off the shield tail brush 13, further welding a new shield tail brush 13 again, and smearing shield tail sealing grease on the shield tail brush 13 after welding is finished;
h4 repeating the steps H2 and H3, and sequentially replacing the rest shield tail brushes 13, wherein only the support pads 15 of two adjacent point positions can be detached each time until the replacement of all the point position shield tail brushes 13 is completed;
H5. demolish the brace 15 and install pipe piece 10 according to section of jurisdiction 10 mounted position corresponding position, treat that all section of jurisdiction 10 are installed and the section of jurisdiction 10 bolt is tightened the back, begin to annotate the grease to the shield tail, annotate the grease volume and will reach and fill up the slot till, stop to annotate the grease when the grease storehouse oil pressure reaches more than 10bar, open the mud circulation, resume normal tunnelling, should pay attention to synchronous slip casting pressure and must not exceed 3.0bar during normal tunnelling to puncture shield tail brush 13, cause shield tail brush 13 to damage once more.
The airtight station-crossing construction method for the air shaft steel sleeve in the middle of the water-rich soft soil stratum adopts a balance principle, integrally considers receiving and secondary starting, adopts the steel sleeve to simulate the tunneling of a slurry shield machine in a soft soil sand layer, and completes segment assembly in the steel sleeve, so that the construction risk of starting and reaching can be effectively avoided, the technology is advanced, and the safety performance is high.
Claims (3)
1. The airtight station-crossing construction method for the air shaft steel sleeve in the middle of the water-rich soft soil stratum is characterized by comprising the following steps of:
s1, after the construction of a main body structure (1) of the middle air shaft is finished, high-pressure rotary spraying reinforcement (4) is carried out on two sides of a tunnel door diaphragm wall (2);
s2, laying construction of freezing pipes, temperature measuring holes and temperature measuring lines is carried out in a mode of clinging to the tunnel door diaphragm wall (2) within the range of high-pressure rotary spraying reinforcement (4), and freezing reinforcement is carried out after the freezing equipment and the freezing pipelines are installed and debugged; the freezing reinforcement comprises a receiving end freezing reinforcement (5) and an initiating end freezing reinforcement (6);
s3, in the freezing and reinforcing construction, the steel sleeve (7) is synchronously installed;
s4, after the steel sleeve (7) is installed, the sealing performance of the steel sleeve is tested, and after the freezing reinforcement is confirmed to reach the design strength, the tunnel portal diaphragm wall (2) is broken;
s5, pouring an M10 mortar base (11) with the thickness of 12-15 centimeters in a 60-degree range at the bottom of the steel sleeve (7), quickly removing the soil facing surface reinforcing steel bars of the tunnel portal diaphragm wall (2), and preparing for backfilling modified soil in the steel sleeve (7);
s6, backfilling modified soil (8) in the steel sleeve (7) for construction;
s7, after the steel sleeve (7) is backfilled and sealed again, keeping the freezing reinforcement (6) of the initiating end to be frozen continuously, simultaneously pulling out the freezing pipe of the freezing reinforcement (5) of the receiving end, and further starting the shield machine (9) to receive;
s8, after grouting of the receiving end portal is completed, replacing the cutter to be replaced according to the abrasion conditions of the cutter head and the cutter; the shield machine (9) moves forward properly, and the shield tail brush (13) is replaced;
s9, removing the freezing pipe of the freezing reinforcement (6) at the initiating end after the steel sleeve (7) is sealed again;
and S10, after the freezing pipe at the initiating end is frozen and reinforced (6) is pulled out, the shield machine (9) carries out secondary initiating and resumes tunneling.
2. The water-rich soft soil stratum middle air shaft steel sleeve closed station-crossing construction method according to claim 1, characterized in that: step S7, removing a freezing pipe of a receiving end freezing reinforcement (5), further starting a shield machine (9) to receive, strictly controlling a tunneling posture in the receiving process of the shield machine (9), reducing the rotating speed, the propelling speed and the propelling force of a cutter head, controlling a shield tail gap, ensuring the uniformity of the shield tail gap, and installing a turning ring segment for adjustment if necessary; strictly controlling the pressure of the incision; in the propelling process, the pressure injection of shield tail grease is enhanced, the shield tail is prevented from leaking slurry, after the duct piece (10) is separated from the shield tail 5 rings, secondary grouting is carried out from a grouting hole reserved on the duct piece (10) to the outer side of the duct piece (10) and a hoop is applied in time, and the grouting slurry adopts double-liquid slurry, so that a leakage channel between an excavated soil body and a duct piece (10) shell is effectively blocked; during grouting, the secondary grouting hole position, the grouting pressure and the grouting amount are strictly controlled, so that the quality of the water-closing ring is ensured, and the shield tail brush (13) is not punctured; and after the shield machine (9) is continuously pushed and the sealing of the tunnel door is finished, the backfill materials are discharged from the empty cabin under the condition that the cutter head does not rotate.
3. The water-rich soft soil stratum middle air shaft steel sleeve closed station-crossing construction method according to claim 1, characterized in that: step S8 the shield tail brush (13) replacement includes the steps of:
H1. the shield machine (9) is driven forwards in a driving mode, the thrust cylinders (12) are uniformly arranged clockwise from 12 o 'clock along the inner circular section of a shield shell (14) of the shield machine (9), the angle between every two adjacent thrust cylinders (12) is 22.5 degrees, the thrust cylinders (12) are numbered, the thrust cylinder (12) in the 12 o' clock direction is No. 1, the other thrust cylinders (12) in the clockwise direction are respectively No. 2-16, and when the extension of the thrust cylinder (12) is 2150mm, the tail shield is exposed out of the reinforcing ring; placing 16 supporting pads (15) with the length of 800mm to be used between the duct piece (10) and a propulsion oil cylinder (12) by using a duct piece (10) installing machine in an assembling mode of the duct piece (10), sequentially operating the propulsion oil cylinder (12) to enable the propulsion oil cylinder to be tightly propped against the supporting pads (15), pushing a shield machine (9) forwards by using the propulsion oil cylinder (12) to tunnel for 700mm, and exposing three shield tail brushes (13) at the moment;
H2. moving and extending out of a grasping head of the segment mounting machine, fixing a support pad (15) at the position of the No. 1 pushing cylinder (12) on the segment mounting machine, retracting the pushing cylinder (12) at the position of No. 1, removing the support pad (15) at the 1-point position, and similarly removing the support pad (15) at the 2-point position;
H3. cleaning grease and mortar on the shield tail brush (13) and the groove, cutting off the damaged shield tail brush (13), polishing and flattening the residual scar after cutting off the shield tail brush (13), further re-welding a new shield tail brush (13), and smearing shield tail sealing grease on the shield tail brush (13) after welding is finished;
H4. repeating the steps H2 and H3, and sequentially replacing the rest shield tail brushes (13), wherein only the support pads (15) of two adjacent point positions can be detached each time until the replacement of all the point position shield tail brushes (13) is completed;
H5. demolish supporting pad (15) and the dress section of jurisdiction (10) of corresponding position according to section of jurisdiction (10) mounted position, treat that all section of jurisdiction (10) installation are accomplished and section of jurisdiction (10) bolt is tightened the back, begin to annotate the grease to the shield tail, the grease injection volume will reach and fill up the slot, stop to annotate the grease when the grease storehouse oil pressure reaches more than 10bar, open the mud circulation, resume normal tunnelling, should pay attention to synchronous slip casting pressure and must not exceed 3.0bar during normal tunnelling, in order to avoid puncturing shield tail brush (13), cause shield tail brush (13) to damage once more.
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| CN201810124035.4A CN108374664B (en) | 2018-02-07 | 2018-02-07 | Construction method for sealing and passing through air shaft steel sleeve in middle of water-rich soft soil stratum |
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| CN109162741B (en) * | 2018-10-29 | 2020-02-07 | 中铁十二局集团有限公司 | Method for synchronous construction of shield penetrating piston air duct and upper structure of piston air duct |
| CN109356596B (en) * | 2018-10-30 | 2020-05-12 | 中建交通建设集团有限公司 | Method for launching and receiving shield tunneling machine by utilizing recyclable underground continuous wall and steel sleeve |
| CN109630144B (en) * | 2018-12-05 | 2020-07-07 | 中交二航局第三工程有限公司 | Method for replacing two shield tail brush rings of shield tunneling machine for water-rich stratum tunnel construction |
| CN109899073A (en) * | 2019-03-19 | 2019-06-18 | 上海城建市政工程（集团）有限公司 | A kind of shield launching method |
| CN110924961B (en) * | 2019-12-06 | 2021-04-02 | 中交第三航务工程局有限公司 | Construction method for starting shield tunneling machine to pass through existing station |
| CN111441784A (en) * | 2020-04-17 | 2020-07-24 | 中铁十二局集团有限公司 | Shield receiving construction method for steel ring device without tunnel portal |
| CN111911186A (en) * | 2020-08-06 | 2020-11-10 | 中铁隆工程集团有限公司 | Construction method for receiving steel sleeve |
| CN111945704A (en) * | 2020-08-13 | 2020-11-17 | 中铁二十局集团第一工程有限公司 | Method for reinforcing water-rich silt stratum by obliquely arranging multiple rows of freezing pipes |
| CN113153322B (en) * | 2021-04-01 | 2024-02-23 | 中铁七局集团郑州工程有限公司 | Shield horizontal freezing originating construction method under existing operation subway |
| CN117967324B (en) * | 2024-04-02 | 2024-06-14 | 中铁二十二局集团轨道工程有限公司 | Rectangular steel sleeve passing station and receiving construction method for pipe jacking equipment |
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