CN114737979A - Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region - Google Patents
Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region Download PDFInfo
- Publication number
- CN114737979A CN114737979A CN202210247912.3A CN202210247912A CN114737979A CN 114737979 A CN114737979 A CN 114737979A CN 202210247912 A CN202210247912 A CN 202210247912A CN 114737979 A CN114737979 A CN 114737979A
- Authority
- CN
- China
- Prior art keywords
- shield
- grouting
- pipe
- water
- pipeline
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 148
- 238000010276 construction Methods 0.000 title claims abstract description 80
- 238000012544 monitoring process Methods 0.000 claims abstract description 57
- 238000000034 method Methods 0.000 claims abstract description 38
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 35
- 230000008569 process Effects 0.000 claims abstract description 33
- 230000000149 penetrating effect Effects 0.000 claims abstract description 15
- 230000005641 tunneling Effects 0.000 claims abstract description 14
- 238000012423 maintenance Methods 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 77
- 239000010959 steel Substances 0.000 claims description 77
- 239000002002 slurry Substances 0.000 claims description 45
- 230000002787 reinforcement Effects 0.000 claims description 35
- 239000004568 cement Substances 0.000 claims description 34
- 239000011440 grout Substances 0.000 claims description 22
- 238000007689 inspection Methods 0.000 claims description 19
- 238000009412 basement excavation Methods 0.000 claims description 17
- 230000005540 biological transmission Effects 0.000 claims description 14
- 239000004567 concrete Substances 0.000 claims description 13
- 238000005553 drilling Methods 0.000 claims description 12
- 239000004576 sand Substances 0.000 claims description 11
- 230000001360 synchronised effect Effects 0.000 claims description 8
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 239000000440 bentonite Substances 0.000 claims description 6
- 229910000278 bentonite Inorganic materials 0.000 claims description 6
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 6
- 235000019353 potassium silicate Nutrition 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 238000005507 spraying Methods 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 5
- 235000008733 Citrus aurantifolia Nutrition 0.000 claims description 3
- 239000011398 Portland cement Substances 0.000 claims description 3
- 235000011941 Tilia x europaea Nutrition 0.000 claims description 3
- 230000009471 action Effects 0.000 claims description 3
- 239000003638 chemical reducing agent Substances 0.000 claims description 3
- 239000004927 clay Substances 0.000 claims description 3
- 239000010881 fly ash Substances 0.000 claims description 3
- 239000004571 lime Substances 0.000 claims description 3
- 239000012466 permeate Substances 0.000 claims description 3
- 239000004033 plastic Substances 0.000 claims description 3
- 239000000126 substance Substances 0.000 claims description 3
- 238000004880 explosion Methods 0.000 claims description 2
- 230000035515 penetration Effects 0.000 abstract description 10
- 239000002689 soil Substances 0.000 description 10
- 239000000463 material Substances 0.000 description 6
- 239000011378 shotcrete Substances 0.000 description 4
- 238000012360 testing method Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 238000007569 slipcasting Methods 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000009172 bursting Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000009189 diving Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 239000003292 glue Substances 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000001050 lubricating effect Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000000047 product Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000011257 shell material Substances 0.000 description 1
- 239000002351 wastewater Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—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
- 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
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
-
- 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
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/028—Laying or reclaiming pipes on land, e.g. above the ground in the ground
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Mechanical Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a construction method for continuously passing a large-diameter water pipeline downwards in a shield region. The construction method mainly aims at the construction of continuously downwards penetrating at least two large-diameter water conveying pipelines in a large-diameter shield interval, the downwards penetrating area is provided with a maintenance well of the water conveying pipelines, and the construction method sequentially comprises the steps of downwards penetrating the water conveying pipeline range and the water conveying pipeline maintenance well in the left and right lines of the shield interval, reinforcing the construction range of a pipe shed vertical shaft, constructing the pipe shed vertical shaft, burying a monitoring point, trial tunneling of the shield, and radially grouting and reinforcing in the downward penetrating process of the shield. The construction method has strong universality, orderly process connection and small influence of cross operation, solves the related problem of continuous downward penetration of the large-diameter water delivery pipeline in the shield interval, can be widely applied to the construction of downward penetration of other buildings (structures) in the shield interval, ensures the construction quality of the tunnel in the shield interval and avoids the occurrence of breakage of the large-diameter water delivery pipeline.
Description
Technical Field
The invention provides the field of construction of a shield downward-penetrating large-diameter water pipeline, and particularly relates to a construction method for continuously downward penetrating a large-diameter water pipeline in a shield interval.
Background
The subway is a rapid, large-traffic and electric power traction rail transit built in a city, trains run on a fully-closed line, the line located in a central urban area is basically arranged in an underground tunnel, the subway tunnel built in the prior art usually adopts a shield method, and as the line arrangement under a developed urban main road is complicated, the pipeline passing under a shield machine is inevitable in the subway construction process, particularly in a water-rich soft stratum, the shield tunneling is carried out, the ground surface settlement is difficult to control, and the damage to the pipeline is particularly serious.
With the development of urban subways in China, the geological and environmental conditions are more and more complex, the problem of continuous short-distance downward passing of large-diameter water conveying pipelines is often encountered in a subway shield region, and as the distance between two large-diameter water conveying pipelines is short, when a shield tunnel passes through pipelines at a short distance, the requirement on pipeline settlement is high, the shield construction difficulty is high, and the settlement is easy after construction; however, once the pipeline is settled or differential settlement exceeds the early warning value in the process of downward moving, the pipeline cannot be used, water supply is cut off, production of water-using cities and life of residents are affected, and immeasurable economic loss can be caused. In addition, in the construction process of the large-diameter water transmission pipeline, a water transmission pipeline maintenance well also exists, and if the maintenance well exists in a shield underpass pipeline area, the construction risk is higher. In order to ensure the safety of the underground penetration of the shield section of the urban rail transit, a construction method for continuously penetrating the large-diameter water transmission pipeline downwards in the shield section needs to be researched, and the method has important significance for the settlement control of the subsequent underground shield section underground water transmission pipeline.
Disclosure of Invention
The invention provides a construction method for continuously passing a large-diameter water conveying pipeline downwards in a shield region according to the defects of the prior art. The construction method can solve the problems of settlement and differential settlement caused by the close-distance downward passing of the water conveying pipeline in the shield region; the differential settlement of the inspection well of the large-diameter water pipeline is effectively controlled; by improving the synchronous grouting and shield grouting slurry in the shield tunneling process, the settlement of the water conveying pipeline above the shield body is reduced.
In order to solve the technical problem, the invention provides a construction method for continuously passing a large-diameter water conveying pipeline downwards in a shield interval, which is characterized by comprising the following steps of: the construction method mainly aims at the construction that at least two large-diameter water transmission pipelines are continuously penetrated downwards in a large-diameter shield interval, and the downward penetrating area is provided with a maintenance well of the water transmission pipelines, and the construction method specifically comprises the following construction steps:
(1) determining the range of two water conveying pipelines which are penetrated downwards on the left line and the right line of a shield interval and the distance between the shield interval and the two water conveying pipelines through geological exploration, designing a reinforcing scheme aiming at the region of at least two water conveying pipelines which are penetrated downwards on the left line and the right line of the shield interval, wherein the reinforcing scheme comprises grouting reinforcement and pipe shed reinforcement, and determining the construction position of a pipe shed vertical shaft;
(2) grouting reinforcement of sleeve valve pipes is carried out from the ground by arranging grouting sleeve valve pipes aiming at the range of a water conveying pipeline passing downwards from the left line and the right line of a shield interval and around a manhole, and when the grouting sleeve valve pipes are arranged, reserved sleeve valve pipes are obliquely arranged along the length range of each water conveying pipeline to be passed close to the two sides of the water conveying pipeline, and the reserved sleeve valve pipes on the two sides of the same water conveying pipeline are inclined from the ground to the bottom of the water conveying pipeline and intersect at the top of a shield area; grouting slurry for grouting reinforcement of the sleeve valve pipe is cement slurry, and grouting pressure is 0.3-0.8 Mpa; the width of a sleeve valve pipe grouting reinforcement plane in the range of a left and right underline water conveying pipeline of the shield interval is 9-10 m on each side of the center line of the tunnel on each side, the reinforcement length is 6-7 m outside the edge of the water conveying pipeline to be penetrated, the reinforcement height is the range from the top of the shield interval to the height of the water conveying pipeline 1/2, the reinforcement range of the sleeve valve pipe grouting plane around the inspection well is at least 2m of the structural outline, and the reinforcement height is the range from the top of the shield interval to the position of a well head;
(3) the construction range of the pipe-shed shaft is reinforced by rotary jet grouting, the plane reinforcing range is at least 1.5m outside the outer contour of the pipe-shed shaft, and the reinforcing height is from the top of a water pipeline to be penetrated to the position below the bottom of the pipe-shed shaft;
(4) after the grouting reinforcement in the step (2) and the step (3) is completed, constructing a pipe shed vertical shaft by adopting an inverted well wall method; the bottom of the pipe shed shaft is located below the top of the shield interval, the bottom of the pipe shed shaft is backfilled by plain concrete for 300-450 mm, and the wall of the pipe shed shaft is reinforced in the construction process of the pipe shed shaft;
(5) after the construction of the pipe shed shaft in the step (4) is finished, constructing a pipe shed from the side wall of the pipe shed shaft towards the area between the water conveying pipeline to be penetrated and the shield interval, wherein the length of the pipe shed covers at least two water conveying pipelines to be penetrated; after the construction of the pipe shed is completed, removing the vertical shaft supporting structure intruding into the shield region, and layering, compacting and backfilling the powdery clay of the vertical shaft of the pipe shed to the ground;
(6) manually digging holes on a water pipeline in a shield underpass area, and burying monitoring points, wherein the monitoring points are distributed along the central axis of the water pipeline to be penetrated at intervals of 4.5-5.5 m; the monitoring points comprise steel pipes welded with steel plates at the bottoms and monitoring reinforcing steel bars inserted into the center positions of the steel pipes, the monitoring reinforcing steel bars are fixed at the center positions of the steel plates, the monitoring points are fixedly bonded on a water conveying pipeline to be penetrated through the steel plates and vertically upward, and coarse sand is filled in the steel pile casings;
(7) after the monitoring points are buried completely in the step (6), trial excavation is carried out before the shield penetrates through the water pipeline, the trial excavation length is not less than 100m, the same monitoring points are buried in the water pipeline in the trial excavation section according to the burying requirements of the monitoring points in the step (6) on the water pipeline in the trial excavation section, settlement monitoring is carried out in the trial excavation process, and the excavation parameters of the shield machine are determined;
(8) in the process of passing the water pipeline under the shield, thick slurry is used for synchronous grouting and filling a shield body, and radial grouting is performed on the upper part of a shield interval through a duct piece in at least 10-ring areas in front of and behind the central line of the shield tunneling to the water pipeline, so that a secondary reinforcing structure is formed between a pipe shed area and the shield interval; and the radial grouting adopts cement-water-glass double-liquid slurry, and the grouting pressure is 0.3-0.8 MPa.
The invention has the following excellent technical scheme: the grouting reinforcement height of the ground sleeve valve pipe in the step (2) is 0.5m above the top of the shield interval to the height of the circle center of the water pipeline to be penetrated, and the reinforcement height of the inspection well is 0.5m above the top of the shield interval to the position close to the well mouth; and (4) performing rotary spraying grouting on the pipe shed vertical shaft in the step (3) to reinforce the height of the pipe shed vertical shaft within a range from the top of the water pipeline to be penetrated to the position 5m below the bottom of the pipe shed vertical shaft.
The invention has the following excellent technical scheme: the grouting sleeve valve pipe for grouting reinforcement of the middle sleeve valve pipe in the step (2) vertically extends to the top surface of the shield interval from the ground, and the included angle between the reserved sleeve valve pipe and the ground is 40-45 degrees; the grouting sleeve valve pipe and the reserved sleeve valve pipe are formed by connecting single-section PVC plastic pipes with the lengths of 450-550 mm through screw joints, the ends of the grouting sleeve valve pipe and the reserved sleeve valve pipe are provided with oblique openings, the inner diameter of the sleeve valve pipe is phi 48mm, the outer diameter of the sleeve valve pipe is 58mm, and the center distance of the steel pipes is 500 mm; forming a hole by using an XY-100 drilling machine; the grouting pipe positioned in the grouting area is provided with a grout overflow hole, and the outside of the grouting pipe provided with the grout overflow hole area is wrapped with a rubber sleeve with the anti-explosion pressure of 0.3 MPa; the rubber sleeve is flushed away by the grout under the action of pressure during grouting to enable the grout to permeate into the stratum, and when grouting is stopped, the rubber sleeve rebounds and wraps the sleeve valve pipe tightly; the grouting slurry adopts superfine cement slurry, the cement adopts 42.5 common Portland cement, and the water cement ratio is 1: 0.8-1: 1.
the invention has the following excellent technical scheme: the pipe shed vertical shaft supporting structure in the step (4) comprises a shaft wall supporting structure, shaft wall anchor pipes which are arranged outwards from the shaft wall of the vertical shaft and steel inclined struts arranged at each corner of the vertical shaft, wherein the shaft wall supporting structure is formed by hanging reinforcing mesh sheets on the shaft wall and spraying concrete after erecting reinforcing grids; the well wall anchor pipe and the steel inclined strut are both continuously arranged along the working vertical shaft from top to bottom; the well wall anchor pipe is a corresponding well wall supporting structure of each excavated finished working vertical well, a circle of anchor pipe with the length of 1.8-2.3 m is arranged on the well wall of the working vertical well in a driving mode, the horizontal angle of the anchor pipe is 8-12 degrees, and the transverse distance is 0.4-0.6 m; the vertical spacing of the steel inclined struts is 1.8-2.2 m; and before the shield is tunneled to a water delivery pipeline, removing the steel bar grating and the steel diagonal brace in the reinforced concrete well wall supporting structure of the working vertical shaft in the shield interval area, and completing backfilling of the working vertical shaft.
The invention has the advantages that: the diameter of the pipe shed in the step (5) is 108mm, the wall thickness is 8mm, the distance is 300mm, the type of the grout is cement paste, and the grouting pressure is 0.3-0.8 Mpa.
The invention has the following excellent technical scheme: selecting steel pipes with the diameter of 32-48mm and the length of 1.5-6 m as the steel pipes of the monitoring points in the step (6), wherein the length of the monitoring steel bars is greater than that of the steel pipes; in the process of installing the monitoring point, a steel casing is arranged outside the steel pipe, and the steel casing is taken down after the steel pipe is filled with coarse sand.
The invention has the following excellent technical scheme: and (4) in the step (7), the earth surface settlement monitoring points of the shield trial excavation section are buried by manually digging holes by using a Luoyang shovel, the burying intervals of the monitoring points are 4-6 m, and the arrangement length of the earth surface settlement monitoring points is the whole trial excavation section.
The invention has the following excellent technical scheme: the thick slurry used for shield synchronous grouting and shield body filling in the step (8) comprises the following substances in proportion: lime (kg/m)3) Fly ash (kg/m)3) Sand (kg/m)3) Bentonite (kg/m)3) Water (kg/m)3) Water reducing agent (kg/m)3) The slump of the grout was 210mm and the strength of the grout 30d was 1.0MPa 100:390:700:50:400: 1.5.
The invention has the following excellent technical scheme: in the step (8), the radial grouting through the shield segment is radial grouting through segment grouting holes or reserved grouting holes in the upper area of the shield segment, the length of a grouting pipe is 2-3 m, the diameter of a guide pipe is 20mm, and a plugging ball valve is arranged at the end part; the cement slurry and water glass double-liquid slurry adopts cement slurry with a water-cement ratio of 1:1, and the ratio of the cement slurry to the water glass solution is 1: 1.
The invention has the beneficial effects that:
(1) according to the invention, the soil body below the water transmission pipeline is reinforced by adopting the sleeve valve pipe ground, a vertical waterproof curtain is formed at the periphery of the water transmission pipeline through pre-grouting, the influence of upper-layer diving on the water transmission pipeline is cut off, and the soil body at the periphery of the water transmission pipeline is compacted and reinforced; the settlement influence of the water conveying pipeline and the inspection well in the shield downward penetration process is reduced, and soil around the pipeline and the inspection well is stabilized; and when the settlement of the water conveying pipeline exceeds an early warning value, the reserved sleeve valve pipes are grouted so as to stabilize the soil body below the pipeline, reduce the settlement deformation trend of the pipeline and ensure the shield construction safety.
(2) The invention arranges a large pipe shed with diameter of phi 108 multiplied by 8mm in a pipe shed well, and cement slurry is injected into the pipe shed. Pipe shed one end is supported on pipe shed well grid, and pipe shed stress state is cantilever structure, the better soil body of having stabilized between pipeline below and the shield tunnel, has reduced the pipeline below and has passed through the risk that the in-process soil body collapses. The differential settlement of the water conveying pipeline is well controlled.
(3) According to the invention, thick slurry is injected into the shield body part in the process of tunneling the shield interval downward-passing water pipeline, so that the gap between the shield body and the surrounding soil body is filled, and the shield body part settlement of the shield in the process of downward-passing the water pipeline is reduced; the characteristics of good workability and slow strength increase rate of thick slurry are utilized, the lubricating effect is achieved, the frictional resistance between the shield body and the soil body is reduced, and the thrust in the shield tunneling process is indirectly reduced, so that the problems that the thrust reaches the limit value in the tunneling process of the shield tunneling machine and normal construction cannot be carried out due to the fact that the frictional force between the shield body and the surrounding reinforcing bodies is increased after the traditional cement slurry is injected are solved, and the settlement generated in the downward penetration process of the shield is effectively controlled; and the sedimentation value and the change rate of the slurry are reduced compared with the traditional slurry as proved by experimental monitoring data.
(4) In the process of downwards penetrating the water pipeline, the radial grouting pipe is additionally arranged in the shield tunnel, the grout type is cement-water-glass double-liquid grout, the soil body on the upper part of the pipe piece is radially grouted and reinforced in the downwards penetrating process, the pipe is annularly supported above the shield tunnel structure, the settlement of the water pipeline caused by downwards penetrating the shield tunnel is reduced, the settlement of the water pipeline caused by the pipe piece after being separated from the tail of the shield is well controlled, and the cavity of the soil body below the water pipeline caused by the shield tunneling above the shield tunnel is effectively filled.
(5) According to the invention, the monitoring points use steel pipes with different diameters to replace sprayed concrete dado, so that the influence of the monitoring points on the surrounding environment is reduced, the engineering quantity for breaking the concrete of the manual hole digging dado is reduced, and the steel pipe support has higher strength and smaller deformation than the sprayed concrete support, so that the safety of operators is ensured; coarse sand in backfilling around the reinforcing steel bars of the automatic monitoring points enables the settlement data of the pipelines and the monitoring points to be more accurate and sensitive, so that the construction parameters are adjusted in the construction process of the shield underpass pipeline, the settlement of the water conveying pipeline is reduced, and the construction safety is guaranteed.
The construction method has strong universality, orderly process connection and small influence of cross operation, solves the related problem of continuous downward penetration of the large-diameter water delivery pipeline in the shield interval, can be widely applied to the construction of downward penetration of other buildings (structures) in the shield interval, ensures the construction quality of the tunnel in the shield interval and avoids the occurrence of breakage of the large-diameter water delivery pipeline.
Drawings
FIG. 1 is a schematic plan view of the present invention;
FIG. 2 is a cross-sectional view AA' of FIG. 1;
FIG. 3 is a cross-sectional view of BB' of FIG. 1;
FIG. 4 is a schematic plan view of a pipe shed well according to the present invention;
FIG. 5 is a cross-sectional view of the pipe shed well of the present invention;
FIG. 6 is a schematic view of the installation of the monitoring point of the present invention;
FIG. 7 is a top view of FIG. 6;
fig. 8 is a schematic view of the structure of the monitoring point of the present invention.
In the figure: 1-shield tunnel, 2-water pipeline, 3-pipe shed shaft, 300-wall of a well anchor pipe, 301-wall of a well supporting structure, 302-steel bracing, 4-shaft supporting structure, 5-sleeve valve pipe slip casting reinforced structure, 6-pipe shed reinforced structure, 7-radial slip casting reinforced structure, 8-plain concrete back cover layer, 9-water pipeline inspection well, 10-slip casting sleeve valve pipe, 11-reserved sleeve valve pipe, 12-water pipeline inspection well reinforced structure, 13-monitoring point, 1300-steel pipe, 1301-monitoring reinforcing steel bar, 1302-steel plate, 1303-coarse sand and 14-steel casing.
Detailed Description
The invention is further illustrated by the following examples and figures. Fig. 1 to 8 are drawings of embodiments of the present invention, which are drawn in a simplified manner and are only used for the purpose of clearly and concisely illustrating the embodiments of the present invention. The following technical solutions presented in the drawings are specific to the embodiments of the present invention, and are not intended to limit the scope of the claimed invention.
In the following embodiments, it is to be understood that the terms "upper", "lower", "inner", "outer", "left", "right", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, or the orientations or positional relationships that the products of the present invention are conventionally placed in use, or the orientations or positional relationships that are conventionally understood by those skilled in the art, and are used for convenience of description and simplification of description, but do not indicate or imply that the devices or elements that are referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus should not be construed as limiting the present invention.
The embodiment is shown in fig. 1, and mainly aims at the situation that a shield tunnel 1 continuously downwards penetrates through at least two water conveying pipelines 2 which are arranged in parallel, and a water conveying pipeline inspection well 9 is positioned in a downwards penetrating area; the construction structure in the embodiment comprises a pipe shed shaft 3, a shaft supporting structure 4, an inspection well reinforcing structure 12, a sleeve valve pipe grouting reinforcing structure 5, a pipe shed reinforcing structure 6 and a radial grouting reinforcing structure 7, wherein the sleeve valve pipe grouting reinforcing structure 5, the pipe shed reinforcing structure 6 and the radial grouting reinforcing structure are positioned between a water conveying pipeline 2 and a shield tunnel 1. The pipe shed shaft 3 in the embodiment is a square shaft, the structural size of the left and right line pipe shed shafts is 5.7m multiplied by 10.9m, and the pit depth is 13.88 m; the pipe shed shaft 3 is positioned at one side of one of the water conveying pipelines 2, the shaft bottom of the shaft extends to the position below the top of the shield tunnel 1, C25 plain concrete is backfilled at the shaft bottom of the pipe shed, the thickness of the C25 plain concrete is 350mm, a shaft wall anchor pipe 300 is arranged outside the shaft wall of the pipe shed shaft 3, a shaft wall supporting structure 301 is arranged in the shaft wall, and steel inclined struts 302 are arranged at the corners of the pipe shed shaft 3; the well wall supporting structure 301 comprises a reinforced concrete supporting structure and a ring beam reinforcing structure, wherein the reinforced concrete supporting structure is formed by hanging a reinforcing mesh sheet on a well wall of primary sprayed concrete, erecting a reinforcing bar grid and spraying concrete. The ring beam reinforcing structure comprises a pre-embedded horizontal support and a horizontal ring beam positioned above the pre-embedded horizontal support; the vertical spacing of the well wall anchor pipes 4 is equal to that of the steel bar grating, and the transverse spacing is 0.4-0.6 m; the vertical spacing of the steel diagonal braces 302 is 1.8-2.2 m. After the construction of the pipe shed well is finished, a phi 108 pipe shed is arranged at a position of 1.0m on the top of a bottom plate of the pipe shed well to form a pipe shed reinforced structure 6, the diameter of the pipe shed is 108mm, and the wall thickness of the pipe shed is 8 mm; the distance between the left wire tunnels is 300mm, the length of each single wire is 32m, and the total number of the wires is 31. The distance between the right wire huts is 300mm, the length of each single wire hut is 32m, and the total number of the single wires is 28.
The construction process of the present invention is further described with reference to the following embodiment, which is a construction section of a water transmission pipeline passing through a certain shield zone in a certain subway line, wherein the construction section comprises a station, a shield zone and an entrance and exit section line. The shield interval runs from north to south, and the length of a single line is 972.492 m. The two lines of the interval are arranged in an eight-line shape, the line distance is 15-67.9 m, the line of the interval is in a V-shaped slope, the maximum longitudinal slope is 28 per thousand, the minimum longitudinal slope is 2 per thousand, a communication channel and a waste water pump room are arranged, and the earth covering thickness of the interval structure is about 10.8-18.1 m. Two water conveying pipelines which are arranged side by side penetrate through the positive line section at the position YK29+ 848.798-YK 29+863.975, the pipelines are made of steel pipes and concrete pipes, the buried depth is 5.9m, the inner diameter is 3.2m, and the distance from the outer wall of the tunnel structure is 1.991-2.630 m. The distance between the local downward-penetrating inspection well position of the left line shield interval and the inspection well bottom is 1.55m, the inspection well is of a concrete rectangular structure, the well depth is about 11.2-11.4 m, and the plane size is 4.5 multiplied by 6.2 m.
And 2 shield machines are adopted for tunneling in the shield zone of the standard section, tunneling construction is started in the shield zone of the left line firstly, and after the left line is tunneled to 100 rings and acceptance is finished, tunneling construction is started in the shield zone of the right line. The construction method is described in detail by the construction process of the left line, the section of the water pipe penetrating downwards in the shield zone of the left line is mainly constructed by five parts, namely grouting of a sleeve valve pipe on the ground, construction of a pipe shed well and a cantilever support of the pipe shed well, construction of an automatic monitoring point buried by manual hole digging, construction of a manual monitoring point in a test section before penetrating downwards in the shield, and construction of the water pipe penetrating downwards in the shield, and the specific construction process is as follows:
(1) as shown in fig. 1, a water pipeline 2 starts to pass through a left line shield interval at a position 146m away from a receiving well, and two water pipelines sequentially pass through from south to north, so as to reduce the influence of shield construction on the water pipelines, sleeve valve pipe grouting reinforcement is carried out on the ranges of the two water pipelines 2 and the water pipeline inspection well 9 which pass through the left line shield interval and the periphery of the water pipeline inspection well 9 from the ground by arranging grouting sleeve valve pipes, and when the grouting sleeve valve pipes are arranged, reserved sleeve valve pipes are obliquely arranged along the length range of each water pipeline to be passed close to two sides of the water pipeline, and the reserved sleeve valve pipes on two sides of the same water pipeline are inclined from the ground to the bottom of the water pipeline and intersect at the top of a shield area; the width of a sleeve valve pipe grouting reinforcement plane in the range of a water conveying pipeline passing through the left line and the right line of the shield interval is 9.1m on each side of the center line of the tunnel on each side, the reinforcement length is 6m outside the edge of the water conveying pipeline to be passed, the reinforcement height is from the top of the shield interval to the center of the water conveying pipeline, and the average reinforcement height is 6.4 m; the reinforcement range of the grouting plane of the sleeve valve pipe around the inspection well is at least 2m of the outer periphery of the structure, and the reinforcement height is 0.5m above the top of the shield interval to the position of a well mouth; the grouting slurry adopts superfine cement slurry, the cement adopts 42.5 common Portland cement, and the water cement ratio is 1: 0.8-1: 1, grouting pressure is 0.3-0.8 Mpa; the specific process is as follows:
a. drawing a sleeve valve pipe hole position arrangement diagram according to the reinforcement range of a left line shield interval by downwards passing two water conveying pipelines 2 and a water conveying pipeline manhole 9 and the sleeve valve pipe interval; firstly, leveling a field, calculating the coordinate position of a sleeve valve pipe hole position arrangement diagram according to the coordinates of the laid control points, discharging hole positions by using a total station, measuring the ground elevation by using a level gauge, determining the depth of a pilot hole, moving a drilling machine to the drilling position, adjusting the angle of the drilling machine, and ensuring the perpendicularity of a straight hole or the angle of an inclined hole; and then the drilling construction is started. The geological drilling machine adopts a rotary geological drilling machine to form holes, the drilling mode is that holes are drilled at intervals of two, the distance between sleeve valve pipes is 0.5m, the drilling depth of straight holes in a sleeve valve pipe grouting reinforcement structure area between the water conveying pipeline 2 and the shield tunnel 1 is about 12m, and the depth is 0.5m from the top of a shield interval; the vertical depth of the inclined hole of the reserved grouting pipe 11 is 13.5-18.0 m, and the angle is 44 degrees;
b. the shell material is slurry prepared by mixing cement and bentonite according to a certain proportion; no. 42.5 cement is selected as the cement, and a filling form is adopted, so that the cement is prevented from being damped in rainy seasons; the bentonite is fine bentonite, and larger granular substances are not required; manually pouring the mixed casing material into the space between the outer wall of the sleeve valve pipe and the hole wall from top to bottom until the casing material overflows from the hole opening, wherein the casing material pouring is continuously carried out without intermediate pause, the casing material pouring time is shortest, and the longest casing material pouring time is not more than 20 minutes;
c. the grouting sleeve valve pipe 10 and the reserved sleeve valve pipe 11 are made of PVC plastic pipes, the inner diameter is phi 48mm, and the outer diameter is 58 mm; the drill hole is formed by an XY-100 drilling machine, the length of a single section of the sleeve valve pipe is 500mm, the inner wall of the sleeve valve pipe is smooth, a connector is provided with a screw buckle, and the end head is provided with an oblique opening. The grouting area of the grouting pipe is provided with 6 grout overflow holes with the diameter of phi 8mm, and the outside of the hole part is tightly sleeved with a rubber sleeve with the bursting pressure of 0.3MPa, and the rubber sleeve covers the grout overflow holes. And a layer of rubber sleeve is wrapped outside each group of grout injection holes, and the rubber sleeve has the function of preventing drilling mud or casing materials from entering the pipe. When grouting, the rubber sleeve is flushed by the grout under the action of pressure to enable the grout to permeate into the stratum, and when grouting is stopped, the rubber sleeve rebounds and tightly wraps the sleeve valve pipe to prevent fluid outside the pipe from entering the pipe; grouting the sleeve valve pipe by using a grouting perforated pipe, wherein the type of grouting slurry is cement slurry, the water cement ratio is 1:1, and the grouting pressure is preferably 0.3-0.8 Mpa;
d. and sequentially completing the grouting process of the inspection well reinforcing structure 12 and the sleeve valve pipe grouting reinforcing structure 5 through the installed sleeve valve pipes.
(2) And (3) construction of a pipe shed vertical shaft 4: before the construction of the pipe shed vertical shaft 4, the construction range of the pipe shed vertical shaft 4 is reinforced by rotary spraying grouting, the plane reinforcing range is at least 1.5m outside the outer contour of the pipe shed vertical shaft, and the reinforcing height is from the top of a water pipeline to be penetrated to the bottom of the pipe shed vertical shaft; then, constructing a locking collar beam of the pipe shed vertical shaft, and when the construction is finished and the collar beam concrete reaches 75% of the design strength, starting to downwards excavate the pipe shed vertical shaft, wherein the primary support of the pipe shed vertical shaft adopts steel grids and C25 net-sprayed concrete, the vertical distance of the grids is 0.5m, the vertical distance of an inclined strut and a counter strut of the pipe shed vertical shaft is 2.0m, I25a I-shaped steel and an angle strut is I28b I-shaped steel; i-shaped steel reinforced horizontal ring beams are arranged around the primary support of the pipe shed vertical shaft, the vertical distance is 2.0m, I-shaped steel horizontal supports are arranged at the bottom of the horizontal ring beams, grids of the primary support of the pipe shed vertical shaft are arranged in a clearance mode, and the horizontal distance is 1.0 m; the anchor pipes are DN32 steel pipes, the length is 2m, the vertical distance is 1.0m, the horizontal distance is 1m, and the anchor pipes are arranged in a quincunx shape; after the base is excavated to the designed elevation, sealing the base by using C25 plain concrete, wherein the thickness is 350 mm;
(3) and (3) after the construction of the tubular shed shaft in the step (2) is finished, constructing a tubular shed reinforcing structure 6, wherein the close-spaced tubular sheds of the tubular shed reinforcing structure 6 are constructed by adopting a tubular shed machine, the diameter of each tubular shed is 108mm, the wall thickness is 8mm, the distance is 300mm, the length of each tubular shed is 32m, the total number of the tubular sheds is 31, the grout type is cement paste, and the grouting pressure is 0.3-0.8 Mpa. Because the length of the pipe sheds is long and is limited by the width of the working well, the pipe sheds are jacked and constructed in a short-circuit mode, and the pipe sheds are connected through screw threads; after the pipe shed construction is finished, cement paste is injected into the pipe shed, so that the overall rigidity of the pipe shed is improved; and removing the steel bar grating and the steel diagonal brace in the reinforced concrete well wall supporting structure of the working vertical shaft in the shield interval area before the pipe shed construction is finished and the shield is tunneled to the water delivery pipeline, and finishing the backfilling of the working vertical shaft.
(4) According to a water pipeline monitoring point location layout diagram, a central line is discharged by a measurer, and the accuracy of a manual hole digging monitoring point is controlled by using a cross line; the monitoring points comprise a steel pipe 1300 with a steel plate 1302 welded at the bottom and a monitoring steel bar 1301 inserted into the center of the steel casing, and the monitoring steel bar is fixed at the center of the steel plate; in the process of installing the monitoring point, as shown in fig. 6 and 7, the steel plate 1302 of the monitoring point is fixed right above the water conveying pipeline 2 by using bar planting glue, the monitoring point is vertically upward, then the steel casing 14 is arranged outside the steel pipe 1300, and after the steel pipe 1300 is filled with coarse sand 1303, the steel casing 14 is taken down. The excavation depth of the water pipeline is 6.0m, the steel protecting cylinder 14 adopts steel pipes with the diameters of phi 850mm, phi 800mm, phi 750mm and phi 700mm, the wall thickness is 10mm, the steel pipes with the lengths of 1.5m are mutually sleeved, after the steel pipes are excavated to the top of the water pipeline, the diameters of the steel pipes are 32-48mm, the diameters of the steel bars at monitoring points are 25mm, and the lengths of the steel bars are 2.4m or 6 m. The bottom of the monitoring point is welded in the middle of a steel plate with the thickness of 200mm multiplied by 5 mm.
(5) Carrying out test section construction on similar parts of a stratum before downward penetration of a shield interval, wherein the line segment of a shield downward penetration water delivery pipe penetrates through the stratum and is silty clay and medium coarse sand, and manually burying ground surface settlement monitoring points of the shield downward penetration test section by digging holes with a Luoyang shovel, wherein the burying depth of the monitoring points is 5m, the spacing is 5m, and the arrangement length is 100 m; then the thick slurry parameter is determined to be lime (kg/m) through experiments3) Fly ash (kg/m)3) Sand (kg/m)3) Bentonite (kg/m)3) Water (kg/m3), additive (water reducing agent) (kg/m3) 100:390:700:50:400:1.5, slump 210mm, slurry workability better, and thick slurry 30d strength 1.0 MPa. The thick slurry is used for synchronous grouting and filling the shield body in the tunneling process of the test section, and monitoring data of the thick slurry shows that the maximum settlement of the earth surface above the shield body is 2.0mm, so the thick slurry with the mixture ratio is selected for synchronous grouting and shield grouting when the shield penetrates a pipeline.
(8) In the process of passing a water pipeline under a shield, thick slurry in the step (7) is used for synchronous grouting and filling a shield body, 7-aperture radial grouting is carried out through segment grouting holes or reserved grouting holes in the upper area of shield segments in the range of 10 rings in front of and behind the central line of the pipeline, and grouting positions and grouting amount are controlled according to real-time settlement data during grouting; 2 grouting pipes for radial grouting are 2.7m long, 1 grouting pipe is 2.4m long, and 3 grouting pipes are 1m long. The grouting slurry adopts cement-water-glass double-slurry, and the water-cement ratio is 1:1, the ratio of cement paste to water glass solution is 1: and 1, grouting pressure is 0.3-0.8 MPa. The diameter of the small conduit is 20mm, the end part is provided with a ball valve for plugging cement and water glass double-liquid slurry, and deep hole secondary grouting is adopted, so that the risk that the grouting pressure is large and slurry wraps the shield body can be effectively prevented.
The above description is only one embodiment of the present invention, and the description is specific and detailed, but not construed as limiting the scope of the present invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.
Claims (9)
1. A construction method for continuously passing a large-diameter water pipeline downwards in a shield interval is characterized by comprising the following steps: the construction method mainly aims at the construction that at least two large-diameter water transmission pipelines are continuously penetrated downwards in a large-diameter shield interval, and the downward penetrating area is provided with a maintenance well of the water transmission pipelines, and the construction method specifically comprises the following construction steps:
(1) determining the range of two water conveying pipelines which are penetrated downwards on the left line and the right line of a shield interval and the distance between the shield interval and the two water conveying pipelines through geological exploration, designing a reinforcing scheme aiming at the region of at least two water conveying pipelines which are penetrated downwards on the left line and the right line of the shield interval, wherein the reinforcing scheme comprises grouting reinforcement and pipe shed reinforcement, and determining the construction position of a pipe shed vertical shaft;
(2) grouting reinforcement is carried out on sleeve valve pipes from the ground by arranging grouting sleeve valve pipes in the range of a left and right underline water conveying pipeline in a shield interval and around an inspection well, and when the grouting sleeve valve pipes are arranged, reserved sleeve valve pipes are obliquely arranged along the length range of each water conveying pipeline to be penetrated and close to the two sides of the water conveying pipeline, and the reserved sleeve valve pipes on the two sides of the same water conveying pipeline are inclined from the ground to the bottom of the water conveying pipeline and intersect at the top of a shield area; grouting slurry for grouting reinforcement of the sleeve valve pipe is cement slurry, and grouting pressure is 0.3-0.8 Mpa; the width of a sleeve valve pipe grouting reinforcement plane in the range of a left and right underline water conveying pipeline of the shield interval is 9-10 m on each side of the center line of the tunnel on each side, the reinforcement length is 6-7 m outside the edge of the water conveying pipeline to be penetrated, the reinforcement height is the range from the top of the shield interval to the height of the water conveying pipeline 1/2, the reinforcement range of the sleeve valve pipe grouting plane around the inspection well is at least 2m of the structural outline, and the reinforcement height is the range from the top of the shield interval to the position of a well head;
(3) the construction range of the pipe shed vertical shaft is reinforced by rotary spraying grouting, the plane reinforcing range is at least 1.5m outside the outer contour of the pipe shed vertical shaft, and the reinforcing height is from the top of a water pipeline to be penetrated to the bottom of the pipe shed vertical shaft;
(4) after the grouting reinforcement in the step (2) and the step (3) is completed, constructing a pipe shed vertical shaft by adopting an inverted well wall method; the bottom of the pipe shed shaft is located below the top of the shield interval, the bottom of the pipe shed shaft is backfilled by plain concrete for 300-450 mm, and the wall of the pipe shed shaft is reinforced in the construction process of the pipe shed shaft;
(5) after the construction of the pipe shed shaft in the step (4) is finished, constructing a pipe shed from the side wall of the pipe shed shaft towards the area between the water conveying pipeline to be penetrated and the shield interval, wherein the length of the pipe shed covers at least two water conveying pipelines to be penetrated; after the construction of the pipe shed is completed, removing the vertical shaft supporting structure intruding into the shield region, and layering, compacting and backfilling the powdery clay of the vertical shaft of the pipe shed to the ground;
(6) manually digging holes on a water pipeline in a shield underpass area, and burying monitoring points, wherein the monitoring points are distributed along the central axis of the water pipeline to be penetrated at intervals of 4.5-5.5 m; the monitoring points comprise steel pipes with steel plates welded at the bottoms and monitoring reinforcing steel bars inserted into the center of the steel pipes, the monitoring reinforcing steel bars are fixed at the center of the steel plates, the monitoring points are fixedly bonded on the water conveying pipeline to be penetrated through the steel plates and vertically upward, and the steel pipes are filled with coarse sand;
(7) after the monitoring points are buried completely in the step (6), trial excavation is carried out on the parts similar to the stratum before the shield penetrates through the water pipeline, the trial excavation length is not less than 100m, the same monitoring points are buried on the water pipeline of the trial excavation section according to the burying requirements of the monitoring points in the step (6) on the water pipeline of the trial excavation section, settlement monitoring is carried out in the trial excavation process, and the excavation parameters of the shield machine are determined;
(8) in the process of passing a water pipeline under a shield, thick slurry is used for synchronous grouting and filling radial holes of a shield body, and radial grouting is performed on the upper part of a shield interval in the area of at least 10 rings in front of and behind the central line of the water pipeline in the process of tunneling the shield through a duct piece to form a secondary reinforcing structure between a pipe shed area and the shield interval; and the radial grouting adopts cement-water-glass double-liquid slurry, and the grouting pressure is 0.3-0.8 MPa.
2. The construction method of the shield interval continuous downward-passing large-diameter water conveying pipeline according to claim 1, characterized in that: the grouting reinforcement height of the ground sleeve valve pipe in the step (2) is 0.5m above the top of the shield interval to the height of the circle center of the water pipeline to be penetrated, and the reinforcement height of the inspection well is 0.5m above the top of the shield interval to the position close to the well mouth; and (4) the reinforcing height of the jet grouting pile of the pipe shed vertical shaft in the step (3) is within a range from the top of the water pipeline to be penetrated to the bottom of the pipe shed vertical shaft by 5 m.
3. The construction method of the shield interval continuous downward-passing large-diameter water conveying pipeline according to claim 1, characterized in that: the grouting sleeve valve pipe for grouting reinforcement of the middle sleeve valve pipe in the step (2) vertically extends to the top surface of the shield interval from the ground, and the included angle between the reserved sleeve valve pipe and the ground is 40-45 degrees; the grouting sleeve valve pipe and the reserved sleeve valve pipe are formed by connecting single-section PVC plastic pipes with the lengths of 450-550 mm through screw joints, the ends of the grouting sleeve valve pipe and the reserved sleeve valve pipe are provided with oblique openings, the inner diameter of the sleeve valve pipe is phi 48mm, the outer diameter of the sleeve valve pipe is 58mm, and the center distance of the steel pipes is 500 mm; forming a hole by using an XY-100 drilling machine; the grouting pipe positioned in the grouting area is provided with a grout overflow hole, and a rubber sleeve with the anti-explosion pressure of 0.3MPa is wrapped outside the grouting pipe provided with the grout overflow hole; the rubber sleeve is flushed away by the grout under the action of pressure during grouting to enable the grout to permeate into the stratum, and when grouting is stopped, the rubber sleeve rebounds and wraps the sleeve valve pipe tightly; the grouting slurry adopts superfine cement slurry, the cement adopts 42.5 common Portland cement, and the water cement ratio is 1: 0.8-1: 1.
4. the construction method of the shield interval continuous downward-passing large-diameter water conveying pipeline according to claim 1, characterized in that: the pipe shed vertical shaft supporting structure in the step (4) comprises a shaft wall supporting structure, shaft wall anchor pipes which are arranged outwards from the shaft wall of the vertical shaft and steel inclined struts arranged at each corner of the vertical shaft, wherein the shaft wall supporting structure is formed by hanging reinforcing mesh sheets on the shaft wall and spraying concrete after erecting reinforcing grids; the well wall anchor pipe and the steel inclined strut are both continuously arranged along the working vertical shaft from top to bottom; the well wall anchor pipe is a corresponding well wall supporting structure of each excavated finished working vertical well, a circle of anchor pipe with the length of 1.8-2.3 m is arranged on the well wall of the working vertical well in a driving mode, the horizontal angle of the anchor pipe is 8-12 degrees, and the transverse distance is 0.4-0.6 m; the vertical spacing of the steel inclined struts is 1.8-2.2 m; and before the shield is tunneled to a water delivery pipeline, removing the steel bar grating and the steel diagonal brace in the reinforced concrete well wall supporting structure of the working vertical shaft in the shield interval area, and completing backfilling of the working vertical shaft.
5. The construction method of the shield interval continuous downward-passing large-diameter water conveying pipeline according to claim 1, characterized in that: the diameter of the pipe shed in the step (5) is 108mm, the wall thickness is 8mm, the distance is 300mm, the type of the grout is cement paste, and the grouting pressure is 0.3-0.8 Mpa.
6. The construction method of the shield interval continuous downward-passing large-diameter water pipeline according to claim 1, characterized in that: selecting steel pipes with the diameter of 32-48mm and the length of 1.5-6 m as the steel pipes of the monitoring points in the step (6), wherein the length of the monitoring steel bars is larger than that of the steel pipes; in the process of installing the monitoring point, a steel casing is arranged outside the steel pipe, and the steel casing is taken down after the steel pipe is filled with coarse sand.
7. The construction method of the shield interval continuous downward-passing large-diameter water conveying pipeline according to claim 1, characterized in that: and (4) in the step (7), the earth surface settlement monitoring points of the shield trial excavation section are buried by manually digging holes by using a Luoyang shovel, the burying intervals of the monitoring points are 4-6 m, and the arrangement length of the earth surface settlement monitoring points is the whole trial excavation section.
8. The construction method of the shield interval continuous downward-passing large-diameter water conveying pipeline according to claim 1, characterized in that: the thick slurry used for shield synchronous grouting and shield body filling in the step (8) comprises the following substances in proportion: lime (kg/m)3) Fly ash (kg/m)3) Sand (kg/m)3) Bentonite (kg/m)3) Water (kg/m)3) Water reducing agent (kg/m)3) The slump of the grout was 210mm and the strength of the grout 30d was 1.0MPa 100:390:700:50:400: 1.5.
9. The construction method of the shield interval continuous downward-passing large-diameter water pipeline according to claim 1, characterized in that: in the step (8), the radial grouting through the shield segment is radial grouting through a segment grouting hole or a reserved grouting hole in the upper area of the shield segment, the length of the grouting pipe is 2-3 m, the diameter of the guide pipe is 20mm, and the end part of the grouting pipe is provided with a plugging ball valve; the cement slurry and the water glass double-liquid slurry adopt cement slurry with the water-cement ratio of 1:1, and the ratio of the cement slurry to the water glass solution is 1: 1.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210247912.3A CN114737979B (en) | 2022-03-14 | 2022-03-14 | Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210247912.3A CN114737979B (en) | 2022-03-14 | 2022-03-14 | Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114737979A true CN114737979A (en) | 2022-07-12 |
| CN114737979B CN114737979B (en) | 2023-04-07 |
Family
ID=82275749
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210247912.3A Active CN114737979B (en) | 2022-03-14 | 2022-03-14 | Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114737979B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115125999A (en) * | 2022-07-29 | 2022-09-30 | 国家电网有限公司 | Method for shortening construction time of electric vertical shaft of filled earth stratum |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05287985A (en) * | 1992-04-14 | 1993-11-02 | Taisei Corp | Method of jointing vertical shaft |
| CN104453918A (en) * | 2014-10-30 | 2015-03-25 | 中铁四局集团第二工程有限公司 | Water-rich sandy cobble stratum shield short-range underneath pass rigid bridge construction method |
| CN107060786A (en) * | 2017-06-19 | 2017-08-18 | 湖南大学 | A kind of Shield Construction Method Used method that groups of building are worn under karst region |
| CN109653755A (en) * | 2019-01-03 | 2019-04-19 | 中铁隧道集团二处有限公司 | The construction method of ballastless track roadbed is passed through in a kind of sedimentation of major diameter slurry shield zero |
| CN109812271A (en) * | 2019-01-25 | 2019-05-28 | 中铁十一局集团城市轨道工程有限公司 | A kind of shield crosses the construction method for invading limit box culvert |
| CN111852485A (en) * | 2020-07-27 | 2020-10-30 | 中交第二公路工程局有限公司 | Construction method for shield tunnel downward-penetrating sensitive building group in shallow-buried weak stratum |
| CN112538870A (en) * | 2020-11-30 | 2021-03-23 | 中铁二十局集团第五工程有限公司 | Isolation and reinforcement structure and method for water-rich sand layer shield tunnel to pass through viaduct |
-
2022
- 2022-03-14 CN CN202210247912.3A patent/CN114737979B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05287985A (en) * | 1992-04-14 | 1993-11-02 | Taisei Corp | Method of jointing vertical shaft |
| CN104453918A (en) * | 2014-10-30 | 2015-03-25 | 中铁四局集团第二工程有限公司 | Water-rich sandy cobble stratum shield short-range underneath pass rigid bridge construction method |
| CN107060786A (en) * | 2017-06-19 | 2017-08-18 | 湖南大学 | A kind of Shield Construction Method Used method that groups of building are worn under karst region |
| CN109653755A (en) * | 2019-01-03 | 2019-04-19 | 中铁隧道集团二处有限公司 | The construction method of ballastless track roadbed is passed through in a kind of sedimentation of major diameter slurry shield zero |
| CN109812271A (en) * | 2019-01-25 | 2019-05-28 | 中铁十一局集团城市轨道工程有限公司 | A kind of shield crosses the construction method for invading limit box culvert |
| CN111852485A (en) * | 2020-07-27 | 2020-10-30 | 中交第二公路工程局有限公司 | Construction method for shield tunnel downward-penetrating sensitive building group in shallow-buried weak stratum |
| CN112538870A (en) * | 2020-11-30 | 2021-03-23 | 中铁二十局集团第五工程有限公司 | Isolation and reinforcement structure and method for water-rich sand layer shield tunnel to pass through viaduct |
Non-Patent Citations (3)
| Title |
|---|
| 方华昌;: "盾构区间砂卵石地层建筑物斜孔钢花管管棚注浆加固" * |
| 王呼佳;: "粉细砂地层中盾构隧道洞内注浆加固技术研究" * |
| 钟可;傅鹤林;张加兵;: "富水砂卵石地层中超近距离盾构下穿既有运营隧道加固方案研究" * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115125999A (en) * | 2022-07-29 | 2022-09-30 | 国家电网有限公司 | Method for shortening construction time of electric vertical shaft of filled earth stratum |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114737979B (en) | 2023-04-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110821503B (en) | Construction method for main body of ultra-deep shield section air shaft after tunnel advance | |
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN109208637A (en) | Increase the construction method of open-cut station newly on the basis of existing tunnel | |
| CN205172598U (en) | Pipe curtain spouts a supporting construction soon | |
| CN106545005A (en) | A kind of reinforcing body and reinforcement means of subway tunnel shield termination | |
| CN111396067B (en) | Comprehensive shield steel sleeve receiving construction method in complex environment | |
| CN102322064A (en) | Construction method for underground diaphragm wall of deep foundation pit for subway station in collapsible loess areas | |
| CN111206937A (en) | Pile group construction method for removing intruding main body structure in shield interval | |
| CN111997624A (en) | Shallow-buried large-section underground excavation rectangular tunnel construction method | |
| CN112502139A (en) | Construction method for excavation of deep pit by three-axis stirring pile curtain water stop and rotary digging cast-in-place pile support | |
| CN108265706A (en) | A kind of engineering pile and pile-formation process in solution cavity geology | |
| CN106522981B (en) | Pass through the method for protecting support in goaf tunnel | |
| CN112177635A (en) | Construction method of step multiple advanced small guide pipe and construction method of overlapped tunnel | |
| CN114737979B (en) | Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region | |
| CN110777775A (en) | Foundation pit structure and construction method thereof | |
| CN114109442A (en) | Tunnel karst broken zone collapse half-section curtain forward grouting reinforcement treatment method | |
| CN111424695B (en) | Seepage-proofing and leakage-stopping method for deep-buried karst pipeline | |
| CN113309526A (en) | Construction method for excavation and support of subway station buckling arch | |
| CN112145203A (en) | Full-face advancing type sectional grouting construction method and overlapped tunnel construction method | |
| CN108180018A (en) | A kind of shallow embedding collapsible loess tunnel Core Soil and glass bolt anchorage construction method | |
| CN217028947U (en) | Construction structure of shield tunnel lower-passing water pipeline | |
| CN115839251A (en) | Up-down overlapping tunnel construction method based on advanced pre-reinforcement | |
| CN115030731A (en) | Pilot tunnel construction method in cross tunnel engineering | |
| CN208039234U (en) | A kind of engineering pile in solution cavity geology | |
| CN110985017B (en) | Construction method for shield tunneling of rainwater box culvert under expansive soil stratum |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |