CN109667590B - Assembling construction method of steel sleeve - Google Patents
Assembling construction method of steel sleeve Download PDFInfo
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- CN109667590B CN109667590B CN201811455149.3A CN201811455149A CN109667590B CN 109667590 B CN109667590 B CN 109667590B CN 201811455149 A CN201811455149 A CN 201811455149A CN 109667590 B CN109667590 B CN 109667590B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 322
- 239000010959 steel Substances 0.000 title claims abstract description 322
- 238000010276 construction Methods 0.000 title claims abstract description 53
- 238000006243 chemical reaction Methods 0.000 claims abstract description 74
- 238000000034 method Methods 0.000 claims abstract description 48
- 239000004576 sand Substances 0.000 claims abstract description 35
- 238000006073 displacement reaction Methods 0.000 claims abstract description 30
- 238000012360 testing method Methods 0.000 claims abstract description 21
- 238000009434 installation Methods 0.000 claims abstract description 17
- 238000013102 re-test Methods 0.000 claims abstract description 13
- 239000000758 substrate Substances 0.000 claims abstract description 10
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 6
- 230000007547 defect Effects 0.000 claims abstract description 5
- 238000002360 preparation method Methods 0.000 claims abstract description 4
- 230000007704 transition Effects 0.000 claims description 50
- 238000003466 welding Methods 0.000 claims description 43
- 230000005641 tunneling Effects 0.000 claims description 41
- 238000007789 sealing Methods 0.000 claims description 35
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 30
- 239000010720 hydraulic oil Substances 0.000 claims description 18
- 239000000945 filler Substances 0.000 claims description 14
- 238000013461 design Methods 0.000 claims description 13
- 238000005429 filling process Methods 0.000 claims description 12
- 239000000463 material Substances 0.000 claims description 12
- 239000004568 cement Substances 0.000 claims description 10
- 238000001035 drying Methods 0.000 claims description 10
- 230000000694 effects Effects 0.000 claims description 10
- 238000003825 pressing Methods 0.000 claims description 7
- 239000002002 slurry Substances 0.000 claims description 7
- 238000004140 cleaning Methods 0.000 claims description 5
- 235000007164 Oryza sativa Nutrition 0.000 claims description 4
- 235000009566 rice Nutrition 0.000 claims description 4
- 238000005520 cutting process Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 240000007594 Oryza sativa Species 0.000 claims 1
- 230000008569 process Effects 0.000 abstract description 24
- 238000012669 compression test Methods 0.000 abstract 1
- 230000000977 initiatory effect Effects 0.000 abstract 1
- 238000001514 detection method Methods 0.000 description 6
- 239000003921 oil Substances 0.000 description 6
- 238000005259 measurement Methods 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 5
- 230000008859 change Effects 0.000 description 4
- 241000209094 Oryza Species 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 238000007667 floating Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 238000009827 uniform distribution Methods 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—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
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- 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
-
- 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
-
- 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
- E21D9/0678—Adding additives, e.g. chemical compositions, to the slurry or the cuttings
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Environmental & Geological Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses an assembly construction method of a steel sleeve, wherein the steel sleeve comprises an originating steel sleeve and a receiving steel sleeve, and the method comprises the following steps: construction preparation for steel sleeve assembly construction is carried out; measuring and lofting; leveling the substrate; positioning and mounting the lower half-width part of the steel sleeve; re-testing the lower half-width of the steel sleeve after the installation is finished, performing the next construction if the re-testing is qualified, and checking and repairing the defect of the step S4 if the re-testing is unqualified; mounting the upper half of the steel sleeve; reinforcing the steel sleeve; mounting the reaction frame, and mounting displacement percent at corresponding positions of the steel sleeve and the reaction frame; observing the displacement conditions of the reaction frame and the steel sleeve after applying the reaction force; filling sand into the steel sleeve; and performing a compression test, wherein the qualified test party can perform shield starting or shield receiving. The construction process is simple, the process requirements of shield machine initiation or shield machine receiving can be met, a qualified tunnel is obtained, and the construction efficiency is improved.
Description
Technical Field
The invention relates to the technical field of steel sleeve construction, in particular to an assembling construction method of a steel sleeve.
Background
The shield machine is a tunnel boring machine using a shield method, and when a shield tail of the shield machine is dragged out, a large gap exists between a duct piece and a soil body, so that a water flow channel is easily formed, and water gushing and sand gushing at an initial tunnel portal are caused. In the shield starting stage, only rubber curtain plates are adopted for sealing a tunnel door, the shield machine is difficult to maintain pressure, the shield tail cannot be sealed by cement mortar or cement-water glass double-liquid slurry, and the shield machine is difficult to treat after water burst and sand burst occur and is easy to cause settlement and collapse of surrounding structures.
The current shield machine construction scheme mainly comprises a large pipe shed reinforcing scheme and a steel sleeve scheme, the steel sleeve technology is a novel shield technology developed according to a balance principle, and compared with the traditional shield starting technology, the safety performance is greatly improved. A steel sleeve is arranged outside the shield machine, a closed space is formed among the shield body, the steel sleeve, the negative ring duct piece and the reference ring, the closed space is filled with fillers compactly, and pressure maintaining treatment is carried out before starting. The shield machine creates a pressure environment passing through a soil layer before the initial tunneling through the enclosed space of the steel sleeve, effectively prevents the occurrence of water and sand gushing when a tunnel portal is broken, and realizes safe initial tunneling.
The existing construction method for steel sleeve launching and steel sleeve receiving has the defects of complex construction process, incapability of meeting various performance requirements of shield launching and shield receiving and the like.
Disclosure of Invention
In view of the above technical problems in the related art, the present invention provides an assembling construction method for a steel sleeve, which can overcome the above disadvantages in the prior art.
In order to achieve the technical purpose, the technical scheme of the invention is realized as follows:
a steel sleeve assembling construction method comprises the following steps:
s1: construction preparation for steel sleeve assembly construction is carried out;
s2: measuring parameters and lofting a steel sleeve, specifically: rechecking the central coordinates of the portal, the portal steel ring and the elevation of the station bottom plate, lofting the design axis of the station and the elevation of the steel sleeve base, and marking;
s3: leveling the substrate;
s4: the positioning installation of the lower half-width part of the steel sleeve is carried out, and the method specifically comprises the following steps:
s4.1: carrying out ground assembly on the lower half of the fourth base and the lower half of the transition ring;
s4.2: sequentially lowering the lower half of the third base, the lower half of the second base, the lower half of the first base and the lower half of the reference ring (the hydraulic jack in the reference ring is assembled on the ground in advance) into the well and firmly connecting, and installing a waterproof sealing strip at the flange connection part;
s5: re-testing the lower half-width of the steel sleeve after the installation is finished, performing the next construction if the re-testing is qualified, and checking and repairing the defect of the step S4 if the re-testing is unqualified;
s6: mounting the upper half of the steel sleeve;
s7: reinforcing the steel sleeve;
s8: determining the horizontal position and the elevation of a reaction frame according to the size of an originating well, the length of a steel sleeve and the elevation of a portal, mounting the reaction frame, and mounting a displacement percent table at the corresponding position of the steel sleeve and the reaction frame;
s9: providing counterforce for the shield tunneling machine through 30 hydraulic jacks and a counterforce frame during shield tunneling, arranging the hydraulic jacks between the counterforce frame and a steel sleeve datum ring, observing the displacement conditions of the counterforce frame and the steel sleeve after the counterforce is exerted, and starting or receiving after the displacement meets the requirements;
s10: filling sand into the steel sleeve;
s11: and carrying out an air pressure pressurizing and pressure maintaining test and a water pressure pressurizing and pressure maintaining test in the steel sleeve, wherein the shield launching or the shield receiving can be carried out when the pressurizing test is qualified.
Further, step S3 is specifically: selecting a substrate leveling material according to the elevation of the actually retested station bottom plate to level the substrate, wherein the leveled surface needs to exceed the actual standard height by 5-10mm, if the elevation of the actually retested station bottom plate is 2-5cm, leveling is carried out by adopting 10-20mm of rice stones, and if the elevation of the actually retested station bottom plate is lower than 2cm, leveling is carried out by adopting sand; or according to the field condition, pre-burying steel plates in the foundation pit, wherein the pre-buried steel plates are divided into 5 rows and are respectively arranged under 4 bases of the steel sleeve, and the height of the upper surface of the pre-buried steel plates plus the center height of the steel sleeve is parallel and level to the central point of the portal.
Further, step S4.1 specifically includes:
s4.1.1: assembling the lower half of the fourth base and the lower half of the transition ring on the ground in an integral hoisting mode;
s4.1.2: connecting the lower half of the transition ring with the lower half of the fourth base by adopting a bolt and a sealing strip;
s4.1.3: cleaning sundries on the inner side and the outer side of the connected structure;
s4.1.4: the connected structure is positioned in a vertical shaft, the central line of a steel sleeve is ensured to be consistent with the design axis or the construction axis, the transition ring and the portal steel ring are firmly connected, the transition ring and the portal steel ring are in welded connection, the welding seam is fully welded along the inner side and the outer side of the circle of the transition ring, the larger part of the gap is connected with the inner side of the transition ring and the portal steel ring through an arc plate with the outer diameter equal to the inner diameter of the transition ring, and after the full welding of the inner side and the outer side and the welding are finished, the welding seam is blocked by quick-drying.
Further, for receiving the steel sleeve in the step S4.2, the method further includes lowering the end cover into the well, and firmly connecting the end cover and the lower half of the reference ring.
Further, before S6, the method further includes installing 3 rails (43 rails) in the lower half width of the steel sleeve, installing 1 rail at the lowest point, installing 1 rail at each of two sides, and fixing the rails by using rail pressing plates, wherein the included angle between the rails at the two sides is 60 degrees; and then filling sand in the steel sleeve, wherein the sand filling area is the middle area of the rails on the two sides, then descending the shield host, and starting the next construction after finishing descending the shield host and completing the connection with the connecting bridge and the rear matching trolley.
Further, in step S6, after the upper half steel sleeve is installed, it is checked whether the connection between the upper half and the lower half of the steel sleeve and between the steel sleeve sections is firm, whether spot welding or float welding exists in the welding between the transition ring and the steel ring of the tunnel door, if so, the treatment is performed in time, and after the treatment is completed, the quick-drying cement is used for plugging the weld joint, so as to ensure the overall sealing effect of the steel sleeve.
Further, step S7 is specifically: the bottom of the steel sleeve is connected with the side wall of the station by profile steel, the top of the steel sleeve is connected by profile steel and a middle plate, and the bottom and the top of the steel sleeve are respectively provided with 4 supports.
Further, in step S8, 4 horizontal supports are disposed at the bottom of the reaction frame, 4 horizontal supports are disposed at the top of the reaction frame, and a steel pad is added at the contact position of the supports and the wall surface of the main structure to increase the contact area.
Further, in step S9, after the steel sleeve and the reaction frame are mounted, connecting a hydraulic oil pipe between the hydraulic jack and a hydraulic pump station, and placing the pump station in the middle plate; and after the starting steel sleeve, the steel sleeve and the reaction frame are installed, after the debugging of the shield tunneling machine is completed, the negative ring is installed, the shield tunneling machine is pushed forwards until the cutter head panel is close to the tunnel face of the portal without cutting the tunnel face, and the first ring negative ring is assembled and formed in the shield tail and then is integrally pushed backwards until the first ring negative ring is close to the reference ring through the jack.
Further, step S10 specifically includes:
s10.1: leading a conveying pipeline to the steel sleeve from the ground, arranging a funnel on the ground at the upper end of the conveying pipeline, conveying sand into the steel sleeve from the funnel, and drilling a layer of concrete at the bottom of the steel sleeve for receiving the steel sleeve, wherein the height of the upper surface of the concrete is flush with the lowest point of a cutter head so as to prevent the shield tunneling machine from falling when the shield tunneling machine goes out of a tunnel;
s10.2: in order to compact and uniform the filler in the steel sleeve, each filler hole is alternately and respectively filled in the filling process, water is properly added in the filling process, after a cutter head of the shield tunneling machine is close to the tunnel face of a tunnel portal, wall back grouting is carried out on the steel sleeve by hoisting holes close to two ring segments of the datum ring, inert slurry is adopted as grouting materials, and a sealing anti-seepage ring is formed behind the segments.
The invention has the beneficial effects that: the construction process is simple, the process requirements of starting and receiving of the shield tunneling machine can be met, a qualified tunnel is obtained, and the construction efficiency is improved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 is a flow chart of a method of construction of an initial steel casing assembly according to an embodiment of the invention;
FIG. 2 is a flow chart of a method of assembly construction to receive a steel sleeve according to an embodiment of the present invention;
FIG. 3 is a schematic representation of a starting steel casing segment wall post-grouting.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in 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 that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
As shown in fig. 1 to 3, according to an embodiment of the present invention, a method for assembling and constructing a steel sleeve, which is a starting steel sleeve and a receiving steel sleeve, includes the following steps:
s1: construction preparation for steel sleeve assembly construction is carried out;
s2: measuring parameters and lofting a steel sleeve, specifically: rechecking the central coordinates of the portal, the portal steel ring and the elevation of the station bottom plate, lofting the design axis of the station and the elevation of the steel sleeve base, and marking;
s3: leveling the substrate;
s4: the positioning installation of the lower half-width part of the steel sleeve is carried out, and the method specifically comprises the following steps:
s4.1: carrying out ground assembly on the lower half of the fourth base and the lower half of the transition ring;
s4.2: assembling the lower half of the third base, the lower half of the second base, the lower half of the first base and the lower half of the reference ring, and a hydraulic jack in the reference ring on the ground in advance, sequentially descending into the well and firmly connecting, and installing a waterproof sealing strip at the flange connection part;
s5: re-testing the lower half-width of the steel sleeve after the installation is finished, performing the next construction if the re-testing is qualified, and checking and repairing the defect of the step S4 if the re-testing is unqualified;
s6: mounting the upper half of the steel sleeve;
s7: reinforcing the steel sleeve;
s8: determining the horizontal position and the elevation of a reaction frame according to the size of an originating well, the length of a steel sleeve and the elevation of a portal, mounting the reaction frame, and mounting a displacement dial indicator at the corresponding position of the steel sleeve and the reaction frame;
s9: providing counterforce for the shield tunneling machine through 30 hydraulic jacks and a counterforce frame during shield tunneling, arranging the hydraulic jacks between the counterforce frame and a steel sleeve datum ring, observing the displacement conditions of the counterforce frame and the steel sleeve after the counterforce is exerted, and starting or receiving after the displacement meets the requirements;
s10: filling sand into the steel sleeve;
s11: and carrying out an air pressure pressurizing and pressure maintaining test and a water pressure pressurizing and pressure maintaining test in the steel sleeve, wherein the shield launching or the shield receiving can be carried out when the pressurizing test is qualified.
Further, step S3 is specifically: selecting a substrate leveling material according to the elevation of the actually retested station bottom plate to level the substrate, wherein the leveled surface needs to exceed the actual standard height by 5-10mm, if the elevation of the actually retested station bottom plate is 2-5cm, leveling is carried out by adopting 10-20mm of rice stones, and if the elevation of the actually retested station bottom plate is lower than 2cm, leveling is carried out by adopting sand; or according to the field condition, pre-burying steel plates in the foundation pit, wherein the pre-buried steel plates are divided into 5 rows and are respectively arranged under 4 bases of the steel sleeve, and the height of the upper surface of the pre-buried steel plates plus the center height of the steel sleeve is parallel and level to the central point of the portal.
Further, step S4.1 specifically includes:
s4.1.1: assembling the lower half of the fourth base and the lower half of the transition ring on the ground in an integral hoisting mode;
s4.1.2: connecting the lower half of the transition ring with the lower half of the fourth base by adopting a bolt and a sealing strip;
s4.1.3: cleaning sundries on the inner side and the outer side of the connected structure;
s4.1.4: and (3) positioning the connected structure in a vertical shaft, ensuring that the central line of the steel sleeve is consistent with the design axis or the construction axis, firmly connecting the transition ring and the portal steel ring, fully welding the welding line along the inner side and the outer side of the circle of the transition ring, (connecting the transition ring and the inner side of the portal steel ring by an arc plate with the outer diameter equal to the inner diameter of the transition ring at the larger position of the gap, fully welding the inner side and the outer side) and plugging the welding line by using quick-drying cement after the welding is finished.
Further, for receiving the steel sleeve in the step S4.2, the method further includes lowering the end cover into the well, and firmly connecting the end cover and the lower half of the reference ring.
Further, before S6, the method further includes installing 3 rails (43 rails) in the lower half width of the steel sleeve, installing 1 rail at the lowest point, installing 1 rail at each of the two sides, and fixing the rails by using rail pressing plates, wherein the included angle between the rails at the two sides is 60 degrees. And then filling sand in the steel sleeve, wherein the sand filling area is the middle area of the rails on the two sides, then descending the shield host, and starting the next construction after finishing descending the shield host and completing the connection with the connecting bridge and the rear matching trolley.
Further, in step S6, after the upper half steel sleeve is installed, it is checked whether the connection between the upper half and the lower half of the steel sleeve and between the steel sleeve sections is firm, whether spot welding or float welding exists in the welding between the transition ring and the steel ring of the tunnel door, if so, the treatment is performed in time, and after the treatment is completed, the quick-drying cement is used for plugging the weld joint, so as to ensure the overall sealing effect of the steel sleeve.
Further, step S7 is specifically: the bottom of the steel sleeve is connected with the side wall of the station by profile steel, the top of the steel sleeve is connected by profile steel and a middle plate, and the bottom and the top of the steel sleeve are respectively provided with 4 supports.
Further, in step S8, 4 horizontal supports are disposed at the bottom of the reaction frame, 4 horizontal supports are disposed at the top of the reaction frame, and a steel pad is added at the contact position of the supports and the wall surface of the main structure to increase the contact area.
Further, in step S9, after the steel sleeve and the reaction frame are completely installed, a hydraulic oil pipe between the hydraulic jack and a hydraulic pump station is connected, and the pump station is disposed on the middle plate. And after the starting steel sleeve is debugged, the installation of the negative ring is completed, the shield tunneling machine is pushed forwards until the cutter head panel is close to the tunnel face of the portal without cutting the tunnel face, and the first ring negative ring is assembled and formed in the shield tail and then is integrally pushed backwards to be close to the reference ring through the jack.
Further, step S10 specifically includes:
s10.1: leading a conveying pipeline to the steel sleeve from the ground, arranging a funnel on the ground at the upper end of the conveying pipeline, conveying sand into the steel sleeve from the funnel, and drilling a layer of concrete at the bottom of the steel sleeve for receiving the steel sleeve, wherein the height of the upper surface of the concrete is flush with the lowest point of a cutter head so as to prevent the shield tunneling machine from falling when the shield tunneling machine goes out of a tunnel;
s10.2: in order to compact and uniform the filler in the steel sleeve, each filler hole is alternately and respectively filled in the filling process, water is properly added in the filling process, after a cutter head of the shield tunneling machine is close to the tunnel face of a tunnel portal, wall back grouting is carried out on the steel sleeve by hoisting holes close to two ring segments of the datum ring, inert slurry is adopted as grouting materials, and a sealing anti-seepage ring is formed behind the segments.
In order to facilitate understanding of the above-described technical aspects of the present invention, the above-described technical aspects of the present invention will be described in detail below in terms of specific usage.
The steel sleeve assembling construction method specifically comprises a construction method for starting steel sleeve assembling and a construction method for receiving steel sleeve assembling.
The assembly of the starting steel sleeve specifically comprises the steps of cleaning accumulated water, sundries and the like in a station bottom plate before construction, and treating reserved steel bars in a steel sleeve installation area.
Then, carrying out measurement lofting, rechecking the central coordinates of the portal, the portal steel ring and the station bottom plate elevation in the measurement lofting, lofting the design axis and the steel sleeve base elevation, marking, and handing over on-site production responsible persons and on-duty engineers; the posture of the shield tunneling machine is directly determined after the steel sleeve is installed, so that tracking measurement is carried out in the process, and the installation height and the line type of the steel sleeve are ensured to meet the requirements. Except special conditions (small curve starting), the center positioning of the sleeve is controlled horizontally and vertically within +/-30 mm of the center line of the starting tunnel, and the vertical direction of the slurry shield is recommended to be controlled to be-10-15 mm.
And then, carrying out base leveling, wherein a base leveling material is selected according to the actual retested station bottom plate elevation, the leveled surface needs to exceed the actual elevation by 5-10mm, if the actual retested station bottom plate elevation is 2-5cm, the leveling is carried out by adopting 10-20mm of rice stones, and if necessary, a measuring group rechecks the elevation of the leveling layer. Also can be according to the on-the-spot condition pre-buried steel sheet in the foundation ditch, pre-buried steel sheet divide into 5 rows, arrange in under 4 bases of steel sleeve respectively, make pre-buried steel sheet upper surface height and steel sleeve center height and portal central point parallel and level can.
Then, the installation of the lower half-width steel sleeve is carried out, and the installation comprises the following steps: the ground equipment is taken to the half width under fourth base and the changeover portion, and integral hoisting's mode goes on, and the half width under the changeover portion and the half width under the fourth base adopt bolt and sealing strip to connect the completion on ground (connecting bolt is preceding to correspond the flange with 3 locating pins that equal with the bolt aperture and be connected, then correspond and apply bolted connection), and clear up steel sleeve outside and inboard debris, avoid the steel sleeve to appear local protruding after going into the well, lead to the steel sleeve unstable. When the fourth base and the lower half of the transition section are positioned, the central line of the steel sleeve is required to be consistent with the design axis or the construction axis, and the transition section is ensured to be connected and closely attached with the portal steel ring; the transition section is welded with the portal embedded steel ring plate, the welding seam is fully welded along the inner side and the outer side of one circle of the transition ring, and the welding seam is full (the larger part of the seam is welded by one circle of arc-shaped steel plates with the same strength as the transition ring); after the transition ring and the portal steel ring plate are welded, the welding seam is blocked by quick-drying cement, so that the integral sealing effect of the steel sleeve is ensured; then go into the well with third base, second base, first base and the half width down of benchmark ring in proper order and connect firmly in proper order (the intra-annular jack of benchmark is ground equipment in advance), to receiving the steel sleeve, still include with the end cover go into the well to with end cover and the half width down of benchmark ring connect firmly. And the sealing strip is additionally arranged, so that the integral sealing effect of the steel sleeve is ensured. A retaining wall is arranged in front of a shield front shield and a cutter head aiming at the slurry shield, so that the situation that the filler is brought into an excavation bin during slurry circulation debugging and acceptance is avoided. For a starting steel sleeve, finally, 3 rails (43 rails) are arranged in the lower half width of the steel sleeve, 1 rail is arranged at the lowest point, 1 rail is respectively arranged at two sides, the included angle of the rails at the two sides is 60 degrees, the rails are positioned by rail pressing plates, and the rail pressing plates are welded with the bottom of the sleeve.
Filling sand in the sleeve for the first time, which specifically comprises the following steps: after the lower half-range retest of the steel sleeve meets the requirements, sand filling in the steel sleeve for the first time is started; the sand filling area is the middle area of the rails on the two sides, and the sand filling height is not recommended to be higher than the guide rails, so that the influence on the sealing of the shield machine in the later period is prevented.
And then, carrying out the well descending of the shield host: after the first sand filling is finished, starting to perform the shield host downhole work; and after the shield host is completely lowered into the well and is connected with the connecting bridge and the rear matching trolley, starting to install the upper half of the steel sleeve.
And (3) mounting the upper half steel sleeve: and after the shield host is assembled, installing the upper cover of the steel sleeve. 1. Firstly, the upper half of the transition ring is installed, and the welding and sealing method of the transition ring and the portal steel ring is the same as that of the lower half of the transition ring. 2. And (4) installing the block B, and paying attention to the selection of a hoisting point and the installation of a sealing strip between the block B and the transition ring, so that the sealing property after connection is ensured. 3. The upper half part of the reference ring is installed, so that reliable installation of bolts and sealing is ensured. 4. C, D blocks are installed, and B blocks are installed similarly. And 5, mounting the E block at the uppermost part, and then, paying attention to fine adjustment of the D block by using the chain block hoist to ensure the mounting space of the E block. And finally, tightening all the connecting bolts. The method comprises the following steps of (1) inspecting each connecting and mounting place to ensure the integrity of the connection, particularly inspecting the connection between upper and lower semi-circles and sections of a steel sleeve, and inspecting the welding between a transition connecting plate and a portal ring plate to see whether spot welding or floating welding exists or not, and discovering that hidden danger exists and timely processing; and after the welding of the upper half of the transition ring is finished, the welding seam is blocked by using quick-drying cement, so that the integral sealing effect of the steel sleeve is ensured.
And then reinforcing the steel sleeve: in order to ensure the integral stability of the steel sleeve in the shield starting process, the bottom steel sleeve is connected with the side wall of the station by adopting HW250X200X11X11H steel after the steel sleeve is assembled, the top steel sleeve is connected with the middle plate by adopting HW250X250X11X11H steel, the steel sleeve is ensured not to rotate or float upwards in the pressurizing and later starting processes, 4 channels are respectively arranged on the left and right of the bottom and top supports of the steel sleeve, the change of the supports needs to be paid attention to at all times in the shield starting process, if abnormity occurs, the tunneling is immediately stopped, the steel sleeve is reinforced, and the rear recoverable tunneling is finished.
Then, the reaction frame is installed: when the reaction frame is installed, the horizontal position and the elevation are determined according to the size of an initial well, the length of a steel sleeve, the height of a portal mark and the like. Supporting the reaction frame: in order to ensure the stability of the reaction frame, 4 horizontal supports are arranged at the bottom and 4 horizontal supports are arranged at the top, HW250X250X11X11H section steel is adopted for the supports, a steel base plate is added at the contact position of the supports and the wall surface of the main body structure, and the contact area of the supports and the side wall is ensured. The longitudinal inclined support of the reaction frame is supported by a phi 609X16 steel pipe.
Debugging of a hydraulic oil cylinder: 30 hydraulic oil cylinders are arranged between the reaction frame and the steel sleeve reference ring, counter force is provided by the 30 oil cylinders and the reaction frame during shield tunneling, a base of each hydraulic oil cylinder is connected with the reference ring through bolts, a piston rod of each hydraulic oil cylinder pushes the reaction frame, each hydraulic oil cylinder can provide 80t of thrust, the 30 hydraulic oil cylinders are arranged and can provide 2400t of counter force, the required force for pressing the steel sleeve is 217 tons, the negative ring transmits 2000 tons of thrust, and the total is 2217 tons, so that the counter force provided by the oil cylinders meets the requirement of full-section tunneling of the initial section; the hydraulic cylinders share 6 groups, and each 5 groups are used as 1 group and are distributed along the circumferential direction of the reference ring. After connection of the hydraulic oil cylinders is completed, 6 groups of oil cylinders are respectively pressurized by hydraulic pump stations at a station (middle plate), the pressurization is divided into 3 stages, the reaction force is increased to 500t in the first stage, the hydraulic oil cylinders stay for 10min, the dial indicator arranged on the reaction frame is observed to observe the displacement conditions of the reaction frame and the steel sleeve, if large change of the displacement of the reaction frame or the steel sleeve is found, the pre-applied reaction force is immediately reduced to 0, the steel sleeve and the support of the reaction frame are checked according to the displacement conditions of the reaction frame and the steel sleeve, if necessary, the support reinforcement is carried out, the pressure is increased to 500t again after the reinforcement is completed, the displacement conditions of the steel sleeve and the reaction frame are observed, after the displacement of the steel sleeve and the reaction frame is ensured to meet the requirements, the reaction force is increased to 1000t and lasts for 10min, the displacement conditions of the steel sleeve and the reaction frame are observed again, if the reaction force displacement meets the requirements, the displacement conditions of the steel sleeve and, by analogy, after the displacement of the reaction frame and the steel sleeve meets the requirement, the tunneling can be started after the reaction force is increased until the starting required condition is met. After the steel sleeve and the reaction frame are installed and the shield tunneling machine is debugged, the negative ring is installed and the shield tunneling machine is pushed forward until the cutter head panel is close to the tunnel face of the tunnel portal but the tunnel face is not cut. After the first ring negative ring is assembled and formed in the shield tail, the first ring negative ring is integrally pushed backwards to be tightly attached to the reference ring through a jack.
Then filling sand for the second time in the steel sleeve: and the shield tunneling machine is pushed forward until the cutter head panel is close to the tunnel face of the tunnel portal, sand is filled into the steel sleeve for the second time, and the whole steel sleeve is filled with the sand. During the filling process, water is properly added to ensure the compactness of the sand. The method specifically comprises the following steps: and (3) a filling process: in order to convey the sand material into the steel sleeve, a conveying pipeline needs to be led to the steel sleeve from the ground, an 8-inch pipeline is adopted for connection, a funnel is arranged on the ground, and the sand material is directly conveyed into the steel sleeve from the funnel. And (3) compacting the filler: in order to compact and uniformly fill the filler in the steel sleeve, each filler hole is alternately and respectively filled in the filling process, so that uniform distribution is ensured. Grouting the negative ring pipe sheet after the wall is grouted: in order to ensure the sealing effect between the negative ring pipe piece and the steel sleeve and prevent the shield tunneling machine and the pipe piece from rotating, after a cutter head of the shield tunneling machine is close to the tunnel face of the tunnel portal, wall postgrouting is carried out through a hoisting hole close to the two ring pipe pieces of the reference ring, the grouting material adopts inert grout, a sealing anti-seepage ring is formed behind the pipe piece, the grouting pressure is not more than 3.0Bar, and the detailed description is shown in figure 2.
And finally, performing pressure test, wherein the qualified part of the pressure test can be subjected to shield launching, and the method specifically comprises the following steps: after all the work of assembling the steel sleeve is completed, a steel sleeve pressure test is carried out to check the tightness of the steel sleeve, the pressure at the center of the cylinder body is 3bar (if the pressure is larger or no special design requirement exists, 1.3-1.5 times of the initial tunneling pressure is recommended), if the pressure is kept above 2.6bar within 12 hours, the construction requirement can be met, if the pressure is smaller than 2.6bar, a leakage part is found out, the sealing quality of the steel sleeve is checked and repaired, and then the steel sleeve is tested again until the pressure testing requirement is met. The steel sleeve pressurizing test can be carried out by two modes of gas pressure maintaining and water pressure maintaining; (1) pressure pressurization and pressure maintaining: air is injected into the steel sleeve by an air compressor through a pipeline of an inspection hole (DN 20 pipe) reserved at the top, and the air leakage of a connecting node (comprising a tunnel door connecting plate, the circumferential and longitudinal connecting position of the steel sleeve and the connecting position of the steel sleeve and a reaction frame) is inspected in the process of graded pressurization. (2) Water pressure pressurization and pressure maintaining: and (2) extending and connecting a water pipe from the gas filling hole pipeline, filling water into the water pipe, adding the water to a theoretical height (10 m =1bar) according to the pressure setting requirement, and implementing according to a step-by-step pressurizing and pressure maintaining process. And (3) detecting whether water leakage exists at the connecting node (comprising a portal connecting plate, the circumferential and longitudinal connecting position of the steel sleeve and the reaction frame) in the step pressurizing process. Recommended time for each stage of pressurizing process and residence pressure maintaining (taking 3bar as an example of final pressure): controlling the pressurizing time of each stage at 0-1.0bar to be about 10min, and staying for 10min for detection; controlling the pressurizing time of each stage at 1.0-2.0bar to be about 15min, and staying for 25 min; pressurizing at 2.0-2.5bar for 25min, and standing for 45 min; the pressurizing time of 2.5-3.0bar is controlled to be about 45min, and the stay detection time is not less than 120 min. When water leakage or welding seam desoldering is found in the pressurizing detection process, pressure relief must be carried out immediately, and the pressure is processed in time, and bolts are tightened or welded again until the pressure meets the requirements of design files and site construction.
The method specifically comprises the steps of cleaning accumulated water, sundries and the like in a station bottom plate before construction, processing reserved steel bars in a steel sleeve installation area, then carrying out measurement lofting and base leveling, and starting the steel sleeve and receiving the steel sleeve in the same way for the measurement lofting and the base leveling.
Then, positioning and mounting the lower half-width steel sleeve: the ground equipment is taken to the half width under fourth base and the changeover portion, and integral hoisting's mode goes on, and the half width under the changeover portion and the half width under the fourth base adopt bolt and sealing strip to connect the completion on ground (connecting bolt is preceding to correspond the flange with 3 locating pins that equal with the bolt aperture and be connected, then correspond and apply bolted connection), and clear up steel sleeve outside and inboard debris, avoid the steel sleeve to appear local protruding after going into the well, lead to the steel sleeve unstable.
When the fourth base and the lower half of the transition section are positioned, the central line of the steel sleeve is required to be consistent with the design axis or the construction axis, and the transition ring and the portal steel ring are ensured to be connected and closely attached; the transition ring is welded with the portal embedded steel ring plate, the welding seam is fully welded along the inner side and the outer side of one circle of the transition ring, and the welding seam is full (the larger part of the welding seam is welded by a circle of arc-shaped steel plates with the same strength as the transition ring); after the transition ring and the portal steel ring plate are welded, the welding seam is blocked by quick-drying cement, so that the integral sealing effect of the steel sleeve is ensured;
then go into the well with third base, second base, first base and the second half of the range of ring of benchmark in proper order and connect gradually firmly (the intra-annular jack of benchmark ground equipment in advance), still include and go into the well with the head end cover to with head end cover and the second half of the range of ring of benchmark firm in connection, install the sealing strip additional, ensure the whole sealed effect of steel sleeve.
And then, retesting the steel sleeve, wherein the same method is adopted for the steel sleeve starting and receiving during retesting of the steel sleeve.
And then, mounting the upper half steel sleeve, specifically: installing an upper cover of a steel sleeve, 1, firstly installing the upper half width of a transition ring, welding the transition ring with a portal steel ring, and adopting the same connecting and sealing method as the lower half width of the transition ring; 2. installing the block B, and paying attention to the selection of a hoisting point and the installation of a sealing strip between the block B and the transition ring, so as to ensure the sealing property after connection; 3. the upper half part of the reference ring is installed, so that reliable installation of bolts and sealing is ensured; 4. installing a seal head; 5. c, D blocks are installed, and B blocks are installed similarly; and 5, mounting the E block at the uppermost part, and then, paying attention to fine adjustment of the D block by using the chain block hoist to ensure the mounting space of the E block. And finally, tightening all the connecting bolts. The method comprises the following steps of (1) inspecting each connecting and mounting place to ensure the integrity of the connection, particularly inspecting the connection between upper and lower semi-circles and sections of a steel sleeve, and inspecting the welding between a transition connecting plate and a portal ring plate to see whether spot welding or floating welding exists or not, and discovering that hidden danger exists and timely processing; and after the welding of the upper half of the transition ring is finished, the welding seam is blocked by using quick-drying cement, so that the integral sealing effect of the steel sleeve is ensured.
And then, receiving steel sleeve reinforcement: in order to ensure the integral stability of the steel sleeve in the shield starting process, the bottom steel sleeve is connected with the side wall of the station by adopting HW250X200X11X11H steel after the steel sleeve is assembled, the top steel sleeve is connected with the middle plate by adopting HW250X250X11X11H steel, the steel sleeve is ensured not to rotate or float upwards in the pressurizing and later starting processes, 4 channels are respectively arranged on the left and right of the bottom and top supports of the steel sleeve, the change of the supports needs to be paid attention to at all times in the shield starting process, if abnormity occurs, the tunneling is immediately stopped, the steel sleeve is reinforced, and the rear recoverable tunneling is finished.
And (3) mounting a reaction frame, and mounting a displacement dial indicator: when the reaction frame is installed, the horizontal position and the elevation are determined according to the size of an initial well, the length of a steel sleeve, the height of a portal mark and the like. Supporting the reaction frame: in order to ensure the stability of the reaction frame, 4 horizontal supports are arranged at the bottom and 4 horizontal supports are arranged at the top, HW250X250X11X11H section steel is adopted for the supports, and a steel base plate is added at the contact position of the wall surface of the main structure to ensure the contact area between the supports and the side wall. The reaction frame is supported longitudinally by a phi 609X16 steel pipe.
Carrying out pre-counterforce: 30 hydraulic oil cylinders are arranged between the reaction frame and the steel sleeve reference ring, counter force is provided by the 30 oil cylinders and the reaction frame during shield tunneling, a base of each hydraulic oil cylinder is connected with the ring frame beam through bolts, a piston rod of each hydraulic oil cylinder pushes the reaction frame, each hydraulic oil cylinder can provide 80t of thrust, the 30 hydraulic oil cylinders are arranged and can provide 2400t of counter force, the required force for pressing the steel sleeve is 217 tons, the negative ring transmits 2000 tons of thrust, and the total is 2217 tons, so that the counter force provided by the oil cylinders meets the shield receiving requirement; the hydraulic oil cylinders are divided into 6 groups, and each 5 hydraulic oil cylinders are used as 1 group and are distributed along the circumferential direction of the reference ring. After connection of hydraulic cylinders is completed, 6 groups of oil cylinders are respectively pressurized by a hydraulic pump station on a middle layer (middle plate) of a station, the pressurization is divided into 3 stages, the reaction force is increased to 500t in the first stage, the reaction frame stays for 10min, a dial indicator arranged on the reaction frame is observed to observe the displacement conditions of the reaction frame and the steel sleeve, if large change of the displacement of the reaction frame or the steel sleeve is found, the pre-applied reaction force is immediately reduced to 0, the steel sleeve and the support of the reaction frame are checked according to the displacement conditions of the reaction frame and the steel sleeve, if necessary, supplementary support reinforcement is carried out, the pressure is increased to 500t again after reinforcement is completed, the displacement conditions of the steel sleeve and the reaction frame are observed, after the displacement of the steel sleeve and the reaction frame meets requirements, the reaction force is increased to 1000t and lasts for 10min, the displacement conditions of the steel sleeve and the reaction frame are observed again, if the displacement conditions meet the requirements, the reaction force is increased to 1300t to observe the displacement, by analogy, after ensuring that the displacement of the reaction frame and the steel sleeve meets the requirements, the reaction force is increased until the condition required by receiving is met, and then the steel sleeve can be received.
Filling sand in the receiving sleeve: when the steel sleeve is used for receiving the shield tunneling machine, in order to prevent the shield tunneling machine from 'falling head' when going out of a hole, a layer of concrete (low-grade cement) is drilled at the bottom of the sleeve, and the upper surface of the concrete is preferably level to the lowest point of the cutter head. In order to convey sand materials into the steel sleeve in the filling process, a conveying pipeline needs to be led to the steel sleeve from the ground, an 8-inch pipeline is adopted for connection, a funnel is arranged on the ground, and the sand materials are directly conveyed into the steel sleeve from the funnel. In order to compact and uniformly fill the filler in the steel sleeve, the filler is alternately and respectively filled in each filler hole in the filling process, the uniform distribution is ensured, and the whole steel sleeve is filled with the sand filling at this time. During the filling process, water is properly added to ensure the compactness of the sand.
Finally, pressure test is carried out, shield receiving can be carried out if the pressure test is qualified, and the pressure test of the steel sleeve can be carried out
After all the work of assembling the steel sleeve is completed, a steel sleeve pressure test is carried out to check the tightness of the steel sleeve, the pressure at the center of the cylinder body is 3bar (if the pressure is larger or no special design requirement exists, 1.3-1.5 times of the initial tunneling pressure is recommended), if the pressure is kept above 2.6bar within 12 hours, the construction requirement can be met, if the pressure is smaller than 2.6bar, a leakage part is found out, the sealing quality of the steel sleeve is checked and repaired, and then the steel sleeve is tested again until the pressure testing requirement is met. The steel sleeve pressurizing test can be carried out by two modes of gas pressure maintaining and water pressure maintaining; (1) pressure pressurization and pressure maintaining: air is injected into the steel sleeve by an air compressor through a check hole pipeline (DN 20 pipe) reserved at the top, and the connection node (including a tunnel door connecting plate, the circumferential and longitudinal connection position of the steel sleeve and the connection position of the steel sleeve and a reaction frame) is checked for air leakage in the graded pressurizing process. (2) Water pressure pressurization and pressure maintaining: and (2) extending and connecting a water pipe from the gas filling hole pipeline, filling water into the water pipe, adding the water to a theoretical height (10 m =1bar) according to the pressure setting requirement, and implementing according to a step-by-step pressurizing and pressure maintaining process. And (3) detecting whether water leakage exists at the connecting node (comprising a portal connecting plate, the circumferential and longitudinal connecting position of the steel sleeve and the reaction frame) in the step pressurizing process. Recommended time for each stage of pressurizing process and residence pressure maintaining (taking 3bar as an example of final pressure): controlling the pressurizing time of each stage at 0-1.0bar to be about 10min, and staying for 10min for detection; controlling the pressurizing time of each stage at 1.0-2.0bar to be about 15min, and staying for 25 min; pressurizing at 2.0-2.5bar for 25min, and standing for 45 min; the pressurizing time of 2.5-3.0bar is controlled to be about 45min, and the stay detection time is not less than 120 min. When water leakage or welding seam desoldering is found in the pressurizing detection process, pressure relief must be carried out immediately, and the pressure is processed in time, and bolts are tightened or welded again until the pressure meets the requirements of design files and site construction.
In conclusion, the construction process is simple, the process requirements of starting and receiving of the shield machine can be met, a qualified tunnel is obtained, and the construction efficiency is improved.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (10)
1. The assembling construction method of the steel sleeve comprises the following steps:
s1: construction preparation for steel sleeve assembly construction is carried out;
s2: measuring parameters and lofting a steel sleeve, specifically: rechecking the central coordinates of the portal, the portal steel ring and the elevation of the station bottom plate, lofting the design axis of the station and the elevation of the steel sleeve base, and marking;
s3: leveling the substrate;
s4: the positioning installation of the lower half-width part of the steel sleeve is carried out, and the method specifically comprises the following steps:
s4.1: carrying out ground assembly on the lower half of the fourth base and the lower half of the transition ring;
s4.2: sequentially lowering the lower half of the third base, the lower half of the second base, the lower half of the first base and the base of the reference ring into the well and firmly connecting the lower half of the third base and the lower half of the second base with the base of the reference ring, and adding a waterproof sealing strip at the joint;
s5: re-testing the lower half-width of the steel sleeve after the installation is finished, performing the next construction if the re-testing is qualified, and checking and repairing the defect of the step S4 if the re-testing is unqualified;
s6: mounting the upper half of the steel sleeve;
s7: reinforcing the steel sleeve;
s8: determining the horizontal position and the elevation of a reaction frame according to the size of an originating well, the length of a steel sleeve and the elevation of a portal, mounting the reaction frame, and mounting a displacement dial indicator at the corresponding position of the steel sleeve and the reaction frame;
s9: providing counterforce for the shield tunneling machine through 30 hydraulic jacks and a counterforce frame during shield tunneling, arranging the hydraulic jacks between the counterforce frame and a steel sleeve datum ring, observing the displacement conditions of the counterforce frame and the steel sleeve after the counterforce is exerted, and starting or receiving after the displacement meets the requirements;
s10: filling sand into the steel sleeve;
s11: and carrying out an air pressure pressurizing and pressure maintaining test and a water pressure pressurizing and pressure maintaining test in the steel sleeve, wherein the shield launching or the shield receiving can be carried out when the pressurizing test is qualified.
2. The steel sleeve assembling construction method according to claim 1, wherein the step S3 is specifically: selecting a substrate leveling material according to the elevation of the actually retested station bottom plate to level the substrate, wherein the leveled surface needs to exceed the actual standard height by 5-10mm, if the elevation of the actually retested station bottom plate is 2-5cm, leveling is carried out by adopting 10-20mm of rice stones, and if the elevation of the actually retested station bottom plate is lower than 2cm, leveling is carried out by adopting sand; or according to the field condition, pre-burying steel plates in the foundation pit, wherein the pre-buried steel plates are divided into 5 rows and are respectively arranged under 4 bases of the steel sleeve, and the height of the upper surface of the pre-buried steel plates plus the center height of the steel sleeve is parallel and level to the central point of the portal.
3. The method for assembling and constructing a steel sleeve as claimed in claim 1, wherein the step S4.1 specifically comprises:
s4.1.1: assembling the lower half of the fourth base and the lower half of the transition ring on the ground in an integral hoisting mode;
s4.1.2: connecting the lower half of the transition ring with the lower half of the fourth base by adopting a bolt and a sealing strip;
s4.1.3: cleaning sundries on the inner side and the outer side of the connected structure;
s4.1.4: the connected structure is positioned in a vertical shaft, the central line of a steel sleeve is ensured to be consistent with the design axis or the construction axis, the transition ring and the portal steel ring are firmly connected, the transition ring and the portal steel ring are in welded connection, the welding line is fully welded along the inner side and the outer side of the circle of the transition ring, the larger part of the gap is connected with the inner side of the transition ring and the portal steel ring through an arc plate with the outer diameter equal to the inner diameter of the transition ring, then the inner side and the outer side are fully welded, and after the welding is completed, the welding line is blocked by quick-drying cement.
4. The method of claim 3, wherein step S4.2 further comprises lowering the end cap down the well and securing the end cap to the lower half of the reference ring.
5. The method of assembling and constructing a steel casing according to claim 1, further comprising installing 3 rails in the lower half of the steel casing before S6 for a starting steel casing, installing 1 rail at the lowest point of the lower half of the steel casing, installing 1 rail at each of two sides with an included angle of 60 degrees, and fixing the rails by using rail pressing plates; and then filling sand in the steel sleeve, wherein the sand filling area is the middle area of the rails on the two sides, then descending the shield host, and starting the next construction after finishing descending the shield host and completing the connection with the connecting bridge and the rear matching trolley.
6. The steel sleeve assembling construction method according to claim 1, wherein in step S6, after the upper half of the steel sleeve is installed, whether the connection between the upper half and the lower half of the steel sleeve and between the steel sleeve sections is firm or not, whether spot welding or float welding exists in the welding between the transition ring and the steel ring of the tunnel door or not is checked, if so, the treatment is carried out in time, and after the treatment is finished, the quick-drying cement is used for plugging the welding seam, so as to ensure the overall sealing effect of the steel sleeve.
7. The steel sleeve assembling construction method according to claim 1, wherein the step S7 is specifically: the bottom of the steel sleeve is connected with the side wall of the station by profile steel, the top of the steel sleeve is connected by profile steel and a middle plate, and the bottom and the top of the steel sleeve are respectively provided with 4 supports.
8. The method of claim 1, wherein in step S8, 4 horizontal supports are provided at the bottom of the reaction frame, 4 horizontal supports are provided at the top of the reaction frame, and a steel backing plate is added at the contact position of the supports and the wall surface of the main structure to increase the contact area.
9. The assembly construction method of the steel sleeve according to claim 1, wherein in step S9, after the steel sleeve and the reaction frame are completely installed, a hydraulic oil pipe between the hydraulic jack and a hydraulic pump station is connected, and the pump station is arranged on the middle plate; and after the starting steel sleeve, the steel sleeve and the reaction frame are installed, after the debugging of the shield tunneling machine is completed, the negative ring is installed, the shield tunneling machine is pushed forwards until the cutter head panel is close to the tunnel face of the portal without cutting the tunnel face, and the first ring negative ring is assembled and formed in the shield tail and then is integrally pushed backwards until the first ring negative ring is close to the reference ring through the jack.
10. The steel sleeve assembling construction method according to claim 1, wherein the step S10 specifically includes:
s10.1: leading a conveying pipeline to the steel sleeve from the ground, arranging a funnel on the ground at the upper end of the conveying pipeline, conveying sand into the steel sleeve from the funnel, and drilling a layer of concrete at the bottom of the steel sleeve for receiving the steel sleeve, wherein the height of the upper surface of the concrete is flush with the lowest point of a cutter head so as to prevent the shield tunneling machine from falling when the shield tunneling machine goes out of a tunnel;
s10.2: in order to compact and uniform the filler in the steel sleeve, each filler hole is alternately and respectively filled in the filling process, water is properly added in the filling process, after a cutter head of the shield tunneling machine is close to the tunnel face of a tunnel portal, wall back grouting is carried out on the steel sleeve by hoisting holes close to two ring segments of the datum ring, inert slurry is adopted as grouting material, and a sealing anti-seepage ring is formed behind the segments.
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| CN112816157A (en) * | 2020-12-31 | 2021-05-18 | 淮安市中球盾构技术服务有限公司 | Steel sleeve airtight detection system |
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| CN101608551B (en) * | 2009-06-15 | 2011-06-22 | 广东华隧建设股份有限公司 | Closed origin and arrival construction method of shield machine |
| CN106837362B (en) * | 2017-04-24 | 2023-02-07 | 中铁十八局集团有限公司 | Shield tunneling machine initial construction device and construction method |
| CN107575240B (en) * | 2017-09-28 | 2023-06-02 | 中建交通建设集团有限公司 | Shield tunneling machine seal starting and receiving device for welding connection and operation method thereof |
| CN108678757A (en) * | 2018-05-10 | 2018-10-19 | 淮安市中球盾构技术服务有限公司 | Shield machine thread-changing method of reseptance based on steel bushing reception device |
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