CN107916935B - Soil body composite reinforcement structure for soft soil shield to penetrate existing subway and construction method - Google Patents
Soil body composite reinforcement structure for soft soil shield to penetrate existing subway and construction method Download PDFInfo
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- CN107916935B CN107916935B CN201711116073.7A CN201711116073A CN107916935B CN 107916935 B CN107916935 B CN 107916935B CN 201711116073 A CN201711116073 A CN 201711116073A CN 107916935 B CN107916935 B CN 107916935B
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- 239000002689 soil Substances 0.000 title claims abstract description 64
- 239000002131 composite material Substances 0.000 title claims abstract description 14
- 230000002787 reinforcement Effects 0.000 title claims abstract description 12
- 238000010276 construction Methods 0.000 title claims description 61
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 103
- 239000010959 steel Substances 0.000 claims abstract description 103
- 238000005507 spraying Methods 0.000 claims abstract description 23
- 230000008093 supporting effect Effects 0.000 claims abstract description 8
- 238000005553 drilling Methods 0.000 claims description 68
- 238000000034 method Methods 0.000 claims description 24
- 239000002002 slurry Substances 0.000 claims description 23
- 238000013461 design Methods 0.000 claims description 19
- 230000008569 process Effects 0.000 claims description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 230000004888 barrier function Effects 0.000 claims description 6
- 230000008859 change Effects 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 230000000149 penetrating effect Effects 0.000 claims description 5
- 238000003466 welding Methods 0.000 claims description 4
- 229920000742 Cotton Polymers 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 3
- 238000002474 experimental method Methods 0.000 claims description 3
- 238000005086 pumping Methods 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 2
- 238000002156 mixing Methods 0.000 claims description 2
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 239000004568 cement Substances 0.000 description 8
- 241000233805 Phoenix Species 0.000 description 4
- 230000006378 damage Effects 0.000 description 4
- 238000005259 measurement Methods 0.000 description 4
- 238000012544 monitoring process Methods 0.000 description 4
- 239000000523 sample Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 238000005192 partition Methods 0.000 description 3
- 230000006978 adaptation Effects 0.000 description 2
- 238000012937 correction Methods 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 230000003137 locomotive effect Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
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- 238000004062 sedimentation Methods 0.000 description 2
- 244000208734 Pisonia aculeata Species 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
- 229910045601 alloy Inorganic materials 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
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- 238000007689 inspection Methods 0.000 description 1
- 230000009191 jumping Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000003287 optical effect Effects 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to a soil body composite reinforcement structure for a soft soil shield to pass through the existing subway, which comprises the following components: the device comprises a shield tunnel contour line, an angle-adjustable pipe shed and a horizontal jet grouting pile; the outside of the outline of the shield tunnel to be dug is provided with a row of angle-adjustable pipe sheds, each angle-adjustable pipe shed comprises pipe shed steel pipes, horizontal jet grouting piles are arranged between the adjacent pipe shed steel pipes, and each horizontal jet grouting pile wraps the angle-adjustable pipe shed and is in meshed lap joint with the adjacent horizontal jet grouting piles; the horizontal jet grouting pile comprises a jet grouting drill rod and a drill rod jacket, and the pipe shed steel pipe and the jet grouting drill rod are connected in an alternate mode. The beneficial effects of the invention are as follows: the invention combines the angle-adjustable pipe shed with the horizontal rotary spraying, combines hardness and softness, applies both softness and hardness, fully plays the respective characteristics, can well cooperate to obtain good integral supporting effect, can well adapt to the environment of soft soil areas, strengthens soil, and can well control the deformation of the existing subways.
Description
Technical Field
The invention relates to the field of soil body composite reinforcement construction of a soft soil area shield crossing an existing subway, in particular to a soil body composite reinforcement structure of the soft soil area shield crossing the existing subway and a construction method.
Background
With the continuous promotion of the urban process, urban underground rail transit becomes more important, and the subway lines are always intersected when a complete subway network is built. In the construction of the subway tunnel shield, the condition that a newly built shield tunnel passes through the existing operation subway tunnel is increased. The newly built shield tunnel can produce many adverse effects to the subway tunnel of operation, such as section of jurisdiction fracture, joint open, bolt inefficacy, vertical differential settlement and horizontal displacement are too big etc. harm, especially the existing tunnel in weak soil area is more liable to take place deformation and section of jurisdiction damage, influences locomotive operation's comfort level, and the roughness aggravates train wearing and tearing, seriously will lead to locomotive derailment etc. serious accident. Therefore, before crossing, the soil body in the range of the existing operation subway needs to be reinforced, the deformation resistance capability of the existing subway is enhanced, and the normal operation of the existing subway is ensured.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a soil body composite reinforcing structure for a soft soil shield to penetrate through the existing subway and a construction method.
The invention further aims to provide a soil body composite reinforcing structure for the soft soil shield to penetrate through the existing subway. The invention aims at realizing the following technical scheme:
the soil body composite reinforcement structure that this kind of weak soil shield passed through existing subway includes: the device comprises a shield tunnel contour line, an angle-adjustable pipe shed and a horizontal jet grouting pile; the outside of the outline of the shield tunnel to be dug is provided with a row of angle-adjustable pipe sheds, each angle-adjustable pipe shed comprises pipe shed steel pipes, horizontal jet grouting piles are arranged between the adjacent pipe shed steel pipes, and each horizontal jet grouting pile wraps the angle-adjustable pipe shed and is in meshed lap joint with the adjacent horizontal jet grouting piles; the horizontal jet grouting pile comprises a jet grouting drill rod and a drill rod jacket, wherein the pipe shed steel pipes are connected with the jet grouting drill rod in an alternating mode, a limiting track is arranged on the outer side of each pipe shed steel pipe, the drill rod jacket is arranged on the outer surface of each jet grouting drill rod, and the limiting track and the drill rod jacket form an integral arch shell through limiting welding.
As preferable: the angle-adjustable pipe shed is divided into a plurality of sections from back to front along the longitudinal extension direction of the tunnel.
As preferable: the pipe shed steel pipe uses a hot-rolled seamless steel pipe, and both ends of the pipe shed steel pipe are all prefabricated into external threads.
As preferable: two tangent lines of the existing subway tunnel are made through the circle center of the shield tunnel, the included angle of the two tangent lines is alpha, and the angle formed by the circle center of the shield tunnel and the two edges of the adjustable angle pipe shed 8 is beta, wherein beta=2alpha.
A construction method for a soft soil shield to penetrate through a soil body composite reinforcing structure of an existing subway comprises the following steps:
s1, supporting a spiral soil outlet angle-adjustable pipe shed vault;
s1.1, erecting a drilling platform and sharing the platform for horizontal jet grouting construction;
s1.2, installing a drilling machine, and continuously carrying out horizontal rotary spraying construction by the drilling machine after the construction of the angle-adjustable pipe shed is finished;
s1.3, breaking plain concrete barriers of the face and the stratum entrance section: the tunnel face structural wall adopts a high-speed water drill to drill holes according to the designed positions, and the drilling angles drill according to the design construction angles of the angle-adjustable pipe shed; drilling plain concrete barriers at the inlet section of the broken stratum along the holes of the face by adopting a down-the-hole hammer;
s1.4, penetrating a spiral soil outlet drilling tool into a processed pipe shed steel pipe, wherein male and female threads are arranged at two ends of the pipe shed steel pipe, a reaming auger wedge-shaped drill bit is arranged at the end head of the spiral drilling tool, and an angle detecting instrument is arranged in the drilling tool;
s1.5, checking the mechanical condition of a drilling machine and the working state of an instrument before jacking the steel pipes of the pipe shed; when the drilling machine is in place and drilling is performed, the drilling machine is fixed with the tunnel face; after the steel pipe of the pipe shed is jacked into the soil layer, starting a drilling machine to rotate, and measuring the angle change of the steel pipe of the pipe shed;
s1.6, after jacking of the first pipe shed steel pipe is finished, disassembling the joint of the drilling machine and the pipe shed with adjustable angle, returning to the original position along the guide rail, manually loading the second pipe shed steel pipe, installing an auger in the pipe shed steel pipe, buckling and connecting the auger with the first pipe shed steel pipe into a whole, jacking, rotating and discharging soil;
s1.7, when inclination deviation occurs to the angle of the steel pipe of the pipe shed, starting a deviation correcting program, stopping rotation of the drilling tool, and operating the steel pipe of the pipe shed to jack in according to a design method: the steel pipe of the pipe shed deviates upwards, the inclination angle of the steel pipe of the pipe shed is reduced, and the angle position of the wedge-shaped drill bit of the auger is adjusted downwards; the steel pipes of the pipe shed are deflected downwards, the inclination angles of the steel pipes of the pipe shed are adjusted upwards, and the angle positions of wedge-shaped drill bits of the augers are adjusted upwards; when the steel pipe of the pipe shed deflects leftwards and rightwards, the wedge-shaped plate is adjusted to correct the position by referring to an inclination angle adjusting method, and the steel pipe of the pipe shed is jacked in to carry out correction operation;
s1.8, numbering the steel pipes of the pipe shed in construction hole by hole before installation, and taking over and jacking according to the numbering sequence;
s1.9, grouting an angle-adjustable pipe shed: checking pipeline and mechanical conditions before grouting, and performing grouting experiments after confirming normal grouting to determine reasonable grouting parameters; checking whether the thin part of the orifice, the adjacent hole and the covering layer has slurry mixing phenomenon or not at any time in the grouting process; the grouting process is responsible for a special person, and data such as grouting time, slurry consumption, grouting pressure and the like are recorded; after grouting, cleaning holes of the pump and the pipeline to finish the construction process of the angle-adjustable pipe shed;
s2, reinforcing and improving the soil body by horizontal jet grouting;
s2.1, installing a rotary jetting drilling tool and a limit rail;
s2.2, drilling: perforating, preparing circulating slurry, drilling and setting;
s2.3, high-pressure jet grouting: checking a high-pressure grouting pump, and starting grouting when the pumping pressure reaches the design requirement; before spraying, checking the tightness of the drilling tool, and spraying the slurry after the pressurization reaches a design value; arranging special personnel to operate and observe the pump pressure change in the high-pressure guniting; the drill rod is sprayed to the designed final hole position in a rotary mode to stop grouting, and clean pipelines are washed by clean water under high pressure;
s2.4, hole sealing: after spraying the slurry to the position of the designed final hole, stopping spraying the slurry, pulling out the drill rod and the drill bit, and plugging the hole by adopting a woven bag or cotton threads;
s2.5, cleaning the pipeline and equipment to finish the construction process of horizontal jet grouting.
The beneficial effects of the invention are as follows: the invention combines the angle-adjustable pipe shed with the horizontal rotary spraying, combines hardness and softness, applies both softness and hardness, fully plays the respective characteristics, can well cooperate to obtain good integral supporting effect, can well adapt to the environment of soft soil areas, strengthens soil, and can well control the deformation of the existing subways.
Drawings
FIG. 1 is a flow chart of a spiral soil outlet angle adjustable pipe shed construction process;
FIG. 2 is a flow chart of a horizontal jet grouting construction process;
fig. 3 is a plan view of a Hangzhou subway No. 2 line through No. 1 line;
FIG. 4 is an angle-adjustable pipe shed construction layout;
FIG. 5 is a schematic diagram of a horizontal jet grouting pile and an angle-adjustable pipe shed;
FIG. 6 is a schematic view of the direction of a wedge bit when the steel pipe is deflected upwards;
FIG. 7 is a schematic view of the direction of a wedge bit when the steel pipe is deflected downwards;
FIG. 8 is a schematic view of the wedge bit position when the angle of the steel pipe is normal;
FIG. 9 is a horizontal rotary jetting construction layout;
reference numerals illustrate: hangzhou subway No. 2 line downlink 1, hangzhou subway No. 2 line uplink 2, hangzhou subway No. 1 line uplink 3, hangzhou subway No. 1 line downlink 4, hangzhou subway No. 2 line phoenix station 5, hangzhou subway No. 1 line phoenix station 6, shield tunnel contour 7, adjustable angle pipe canopy 8, horizontal jet grouting pile 9, tunnel face 10, auger wedge bit 11, pipe canopy steel pipe 12, limit weld 13, rotary jet drill pipe 14, drill pipe jacket 15, and limit track 16.
Detailed Description
The invention is further described below with reference to examples. The following examples are presented only to aid in the understanding of the invention. It should be noted that it will be apparent to those skilled in the art that various modifications and adaptations of the invention can be made without departing from the principles of the invention and these modifications and adaptations are intended to be within the scope of the invention as defined in the following claims.
As shown in fig. 1 to 9, the soft soil shield passes through the soil body composite reinforcing structure of the existing subway, so that the settlement and segment damage of the existing subway can be effectively controlled, and the shield can be smoothly propelled. The soil body composite reinforcement structure that soft soil shield passed through existing subway includes: hangzhou subway No. 2 line down line 1, hangzhou subway No. 2 line up line 2, hangzhou subway No. 1 line up line 3, hangzhou subway No. 1 line down line 4, hangzhou subway No. 2 line phoenix station 5, hangzhou subway No. 1 line phoenix station 6, shield tunnel contour 7, adjustable angle pipe canopy 8, horizontal jet grouting pile 9, tunnel face 10, auger wedge bit 11, pipe canopy steel pipe 12, limit weld 13, rotary jet drill pipe 14, drill pipe jacket 15 and limit track 16.
As shown in fig. 3, the hangzhou subway No. 2 line downlink 1 and the hangzhou subway No. 2 line uplink 2 at the hangzhou subway No. 2 line feng-up station 5 pass through the hangzhou subway No. 1 line uplink 3 and the hangzhou subway No. 1 line downlink 4 at the hangzhou subway No. 1 line feng-up station 6. As shown in fig. 4, in the existing subway tunnel No. 1 line penetrating under the newly-built shield tunnel No. 2 line, a row of advanced support adjustable angle pipe sheds 8 are arranged outside the to-be-dug shield tunnel contour line 7, the advanced support construction is performed on the shield penetrating through the existing subway soil body by dividing the shield into a plurality of sections from back to front along the longitudinal extending direction of the tunnel, and the construction methods of the adjustable angle pipe sheds 8 of the sections are the same. As shown in fig. 5 and 9, the angle-adjustable pipe shed 8 comprises pipe shed steel pipes 12, horizontal jet grouting piles 9 are arranged between adjacent pipe shed steel pipes 12, and the angle-adjustable pipe shed 8 is wrapped by the horizontal jet grouting piles 9 and is in meshed lap joint with the adjacent horizontal jet grouting piles 9, so that a supporting structure with high bearing and curtain partition effects is formed, and external loads are jointly borne. The spacing between adjacent horizontal jet grouting piles 9 is 300mm, the adjacent horizontal jet grouting piles 9 are mutually meshed by 200mm, the diameter of each horizontal jet grouting pile 9 is 500mm, and the single construction length is 45m. As shown in fig. 9, the horizontal jet grouting pile 9 comprises a jet grouting drill stem 14 and a drill stem jacket 15, the pipe shed steel pipes 12 and the jet grouting drill stem 14 are connected in an alternate mode, a limit rail 16 is arranged on the outer side of the pipe shed steel pipes 12, the drill stem jacket 15 is arranged on the outer surface of the jet grouting drill stem 14, and the limit rail 16 and the drill stem jacket 15 form an integral arch shell through limit welding 13. The pipe shed steel pipe 12 is made of hot-rolled seamless steel pipes, the outer diameter of the pipe shed steel pipe is 159mm, the wall thickness of the pipe shed steel pipe is 8mm, the length of each section of steel pipe is 6m, and two ends of each section of steel pipe are prefabricated into outer threads. The pipe shed 8 with adjustable angle and the horizontal jet grouting piles 9 jointly act to strengthen soil bodies, so that the aim of preventing the existing subway from sedimentation or other damages is fulfilled.
And the shield tunnel in the soft soil area passes through the working condition that the clear distance between the outer edges of the two tunnels is smaller than (equal to) 12m in the existing subway tunnel. The construction range of the angle-adjustable pipe shed 8 is determined by the clear distance between the outer edges of the two tunnels, and the larger the clear distance is, the smaller the construction range is, and the smaller the clear distance is, the larger the construction range is. As shown in fig. 4 and 5, two tangent lines of the existing subway tunnel are made through the center of the shield tunnel to form an angle α, the angle of the angle-adjustable pipe shed 8 is β, and β=2α, β is the range for constructing the angle-adjustable pipe shed 8.
The technology of a new Hangzhou subway No. 2 line in one period that a river road station-phoenix station interval shield is penetrated under a subway No. 1 line segment adopts a spiral soil outlet directional pipe shed as a framework, and a horizontal jet grouting pile curtain wraps and cuts off the road station-phoenix station interval shield is mainly divided into two parts: the spiral soil outlet pipe shed vault support and horizontal jet grouting soil body reinforcement improvement.
Spiral soil outlet pipe shed vault support
The spiral soil outlet directional pipe shed adopts a pipe shed steel pipe 12 with the diameter of 159mm as an outer sleeve, a spiral drilling tool is installed in the pipe, the pipe shed steel pipe 12 provided with a measuring probe is jacked into soil by a pipe jacking drilling machine, and meanwhile, the spiral drilling tool is rotated clockwise to crush and convey soil entering the pipe to the outside of the pipe; when the angle of the pipe shed steel pipe 12 deflects, angle correction is carried out by utilizing a wedge-shaped plate arranged at the end part of the drilling tool according to probe measurement and ground subsidence monitoring. In the construction of the adjustable angle pipe shed 8, the setting of the adjustable angle pipe shed 8 is completely carried out under the monitoring of a guiding instrument, optical measurement is needed, and the adjustable angle pipe shed 8 is ensured not to invade a shield below and is keptWithin the design scope. The construction of the horizontal jet grouting piles 9 is carried out under the monitoring of a guiding instrument, and certain consistency is ensured so as to form an arch supporting structure. The LED measuring lamp is arranged in the pipe shed spiral drilling tool, the elevation and the angle of the LED lamp point are measured from the pipe orifice through the theodolite, and the track of the pipe shed steel pipe 12 is measured together in cooperation with measuring data of the probe instrument. The pipe shed steel pipes 12 are hot-rolled seamless steel pipes, the outer diameter is 159mm, the wall thickness is 8mm, the length of each section of pipe shed steel pipes 12 is 6m, two ends of each section of pipe shed steel pipes are all prefabricated into external threads, the circumferential spacing of the angle-adjustable pipe shed 8 is 350mm, 25 pipe shed steel pipes are arranged in an arc direction, and the single construction length is 45m and 1260m in total. The external insertion angle is 1.5% -2%, the 0.1% precision probe is adopted for measurement, the grouting material is P.O42.5 cement, the water cement ratio is 0.8:1, and the grouting pressure is 0.5-1.0 MPa. The grouting amount of the single pipe shed steel pipe 12 is estimated according to the following formula: q=pi R k 2 Lηζ, wherein R k Taking R as the slurry diffusion radius k =1.2r, r is the steel tube radius; l is the length of the steel pipe; ζ is taken as 0.85, which is the grouting plump coefficient; η is the void fraction (%).
1. The construction key points of the angle-adjustable pipe shed 8 are as follows:
(1) The pipe shed steel pipe 12 is not provided with grouting small holes, and grouting holes with the diameter of about 4cm are formed in each meter to serve as grouting and pressure relief holes for horizontal rotary spraying;
(2) The angle-adjustable pipe shed 8 is constructed by hole jumping at intervals, so that the overlarge disturbance range of continuous construction is avoided;
(3) The entrance section of the angle-adjustable pipe shed 8 is provided with a plain concrete structure in the stratum, a down-the-hole hammer is used for breaking and forming holes, and the holes are sent into a pipe shed steel pipe 12 after the holes are formed, and a spiral soil-out construction process is adopted;
(4) The actual soil output of the spiral in the pipe is smaller than the theoretical soil output, so that settlement caused by excessive soil output is avoided;
(5) The construction of the angle-adjustable pipe shed 8 is planned or regulated according to the monitoring measurement data, and no construction is strictly forbidden.
2. The spiral soil outlet pipe shed construction process flow chart is shown in fig. 1, and is implemented as follows:
(1) Setting up a drilling platform and sharing the platform for horizontal jet grouting construction;
(2) Installing a drilling machine, and continuously carrying out horizontal rotary spraying construction by the drilling machine after the construction of the angle-adjustable pipe shed 8 is finished;
(3) Breaking plain concrete barriers of the face 10 and the entry section of the formation:
(1) the structural wall of the face 10 is drilled by adopting a high-speed water drill according to the design position, the diameter of the hole is 180mm, and the drilling angle is drilled according to the design construction angle of the pipe shed 8 with the adjustable angle;
(2) a plain concrete barrier is arranged in a stratum with a distance of 6-10 m from the face 10, and a phi 170mm down-the-hole hammer is adopted to drill and crush along the opening of the face 10.
(4) Penetrating a phi 138mm spiral soil outlet drilling tool into the processed pipe-shed steel pipe 12, leading male and female threads at two ends of the pipe-shed steel pipe 12, installing a reaming wedge drill bit 11 at the end of the spiral drilling tool, and installing an angle detecting instrument in the drilling tool;
(5) Checking the mechanical condition of the drilling machine and the working state of the instrument before jacking the pipe-shed steel pipe 12;
(6) When the drilling machine is in place for drilling, the drilling machine is fixed with the face 10, so that the construction precision is improved; after the pipe shed steel pipe 12 is jacked into the soil layer for 1m, starting a drilling machine to rotate, and measuring the angle change of the pipe shed steel pipe 12;
(7) After the jacking of the first pipe shed steel pipe 12 is finished, the joint of the drilling machine and the angle-adjustable pipe shed 8 is disassembled, the drilling machine returns to the original position along the guide rail, the second pipe shed steel pipe 12 is manually installed, an auger is installed in the pipe shed steel pipe 12, and the auger and the first pipe shed steel pipe 12 are buckled and connected into a whole, and jacking, rotating and discharging are carried out;
(8) When the inclination angle deviation occurs to the angle of the steel pipe 12 of the pipe shed, when the deviation exceeds the design value plus or minus 0.5%, starting a deviation correcting program, stopping the rotation of the drilling tool, and operating the jacking steel pipe 12 of the pipe shed according to the design method:
(1) the pipe-roof steel pipe 12 is deviated upward, the inclination angle of the pipe-roof steel pipe 12 needs to be reduced, and the angle position of the wedge-shaped drill bit 11 of the auger is adjusted downward, as shown in the direction of the wedge-shaped drill bit 11 in fig. 6.
(2) The pipe-shed steel pipe 12 is deflected downwards, the inclination angle of the pipe-shed steel pipe 12 needs to be adjusted upwards, and the angle position of the wedge-shaped drill bit 11 of the auger is adjusted upwards, as shown in the direction of the wedge-shaped drill bit 11 in fig. 7.
(3) The angle of the pipe shed steel pipe 12 is normal and does not need to be adjusted, as shown in fig. 8.
(4) When the steel pipe 12 of the pipe shed deflects leftwards and rightwards, the wedge-shaped plate is adjusted to correct the position by referring to the inclination angle adjusting method, and the steel pipe 12 of the pipe shed is jacked in to correct the position.
(9) The steel pipes 12 of the pipe shed in construction are required to be numbered hole by hole before being installed, and the pipe shed is connected with jacking according to the serial number sequence;
(10) Grouting an angle-adjustable pipe shed 8:
(1) checking pipeline and mechanical conditions before grouting, and performing grouting experiments after confirming normal grouting, so as to determine reasonable grouting parameters and construct;
(2) checking whether slurry is mixed at any time at the thin part of the orifice, the adjacent hole and the covering layer in the grouting process, and if necessary, adopting the measure of constant-speed coagulation by filling water glass; if the pressure is suddenly increased in the grouting process, the pipe blockage can occur, and the machine should be stopped for inspection;
(3) the grouting pressure reaches a design pressure value;
(4) the grouting process should be responsible for a special person, and data such as grouting time, slurry consumption, grouting pressure and the like are recorded in detail;
(5) after grouting is finished, cleaning holes of a pump and a pipeline;
(6) grouting sequence: and (3) grouting the jump holes from bottom to top.
(II) improvement of soil body reinforcement by horizontal jet grouting
The horizontal jet grouting pile curtain wrapping partition refers to construction of horizontal jet grouting piles 9 between adjacent angle-adjustable pipe sheds 8, ultra-high pressure cutting and stirring of cement slurry are utilized to disturb and solidify soil around the angle-adjustable pipe sheds 8, the angle-adjustable pipe sheds 8 are wrapped and meshed with the adjacent horizontal jet grouting piles 9 after jet grouting piles are formed, and a supporting structure with high bearing and curtain partition effects is formed. The construction of the horizontal jet grouting piles 9 realizes the construction precision by utilizing limit rails 16 arranged on the outer sides of the pipe shed steel pipes 12 of the existing angle-adjustable pipe shed 8 through limit welding 13. The horizontal jet grouting piles 9 are arranged on the upper side of a shield tunnel contour line 7 with the diameter of 170mm on the outer side of a shield steel ring, the distance between adjacent horizontal jet grouting piles 9 is 300mm, the diameter of each horizontal jet grouting pile 9 is 500mm, the adjacent horizontal jet grouting piles 9 are mutually meshed with each other by 200mm, the single construction length of each horizontal jet grouting pile 9 is 45m, the consolidation material of each horizontal jet grouting pile 9 is P.O42.5 cement, and the water cement ratio is 1:1; the construction track of the horizontal jet grouting pile 9 is the same as that of the adjacent adjustable angle pipe shed 8, and generally the construction rotating speed is required to be 5-15 r/min, and the pull-back speed is required to be 15-25 cm/min.
1. Technical requirements of the horizontal jet grouting pile 9 are as follows:
(1) The horizontal jet grouting pile 9 adopts an alloy drill bit to control sediment loss in cooperation with circulating fluid drilling, and the preset pile length is finished by adopting one-time setting in combination with the actual situation of the site;
(2) The horizontal setting precision is kept consistent with the track of the angle-adjustable pipe shed 8 through the limit arranged on the drill bit, and a proper limit device is determined through test pile construction according to the tunnel angle and construction experience;
(3) The horizontal jet grouting pile 9 adopts cement single-liquid slurry, and the water-cement ratio of grouting slurry is controlled to be 1:1;
(4) The drilling pressure is 3-5 MPa, the drilling pressure is controlled to be 35MPa plus or minus 5MPa, and the slurry returning amount and arch sedimentation are required to be controlled during slurry spraying; the grouting flow is 80L/min-90L/min;
(5) The position deviation of the horizontal jet grouting pile 9 is +/-50 mm; the inclination angle and the design error are +/-1%;
(6) The length of the horizontal jet grouting pile 9 is not smaller than the designed pile length; the unconfined compressive strength of the cement soil concretion body for 28 days is more than 3MPa, and the pile body is ensured to be continuous and uniformly achieve the supporting effect;
(7) The following record is made for each horizontal jet grouting pile 9 from drilling to piling: construction date, drilling time, finishing time, jet grouting pressure, jet grouting lifting speed, pile length and grouting amount;
(8) The pile body construction process needs to be continuous and can not be interrupted, so that the phenomenon of pile breakage and pile shorting is prevented. If the machine is stopped for 30-120 min due to mechanical failure or other reasons, the rotary spraying should be repeated for 1m for more than 2 hours, the pile is pressed and broken, and the pile is repaired by re-drilling.
2. The horizontal jet grouting construction process flow chart is shown in fig. 2, and is specifically implemented as follows:
(1) Installing a rotary spraying drilling tool and a limiting rail;
(2) Drilling:
(1) opening holes;
(2) preparing circulating slurry;
(3) drilling and setting.
(3) High-pressure rotary spraying:
(1) checking a high-pressure grouting pump, and starting grouting when the pumping pressure reaches the design requirement;
(2) checking the tightness of the drilling tool before spraying, slowly pressurizing to reach a design value, and then stably spraying the slurry;
(3) the special person is arranged to operate and observe the pump pressure change in the high-pressure spraying, and the found problems are timely notified to be solved;
(4) the drill rod is sprayed to the designed final hole position in a rotary mode to stop grouting, and clean pipelines are washed by clean water under high pressure;
(5) the construction pressure and the slurry proportion are strictly according to the design requirements.
(4) And (3) hole sealing:
and after the spraying is carried out to the position of the designed final hole, stopping spraying, rapidly pulling out the drill rod and the drill bit, and plugging the hole by adopting a woven bag or cotton threads.
(5) Cleaning the pipeline and the equipment.
And after the construction is finished, the pipeline and the equipment are washed by clean water under high pressure in time, and the pipeline and the equipment are moved to the next pile position after the construction is finished.
Claims (3)
1. The utility model provides a weak soil shield passes through soil body composite reinforcement structure of existing subway which characterized in that includes: the device comprises a shield tunnel contour line (7), an angle-adjustable pipe shed (8) and a horizontal jet grouting pile (9); a row of angle-adjustable pipe sheds (8) are arranged on the outer side of a contour line (7) of a shield tunnel to be dug, each angle-adjustable pipe shed (8) comprises pipe shed steel pipes (12), horizontal jet grouting piles (9) are arranged between adjacent pipe shed steel pipes (12), and each horizontal jet grouting pile (9) wraps the angle-adjustable pipe shed (8) and is in meshed lap joint with each adjacent horizontal jet grouting pile (9); the horizontal jet grouting pile (9) comprises a jet grouting drill stem (14) and a drill stem jacket (15), the pipe shed steel pipe (12) is connected with the jet grouting drill stem (14) at intervals, a limit rail (16) is arranged on the outer side of the pipe shed steel pipe (12), the drill stem jacket (15) is arranged on the outer surface of the jet grouting drill stem (14), and the limit rail (16) and the drill stem jacket (15) form an integral arch shell through limit welding (13); two tangent lines of the existing subway tunnel are made through the circle center of the shield tunnel, the angle between the two tangent lines is alpha, and the angle between the circle center of the shield tunnel and the two edges of the angle-adjustable pipe shed (8) is beta, wherein beta=2alpha; the angle-adjustable pipe shed (8) is divided into a plurality of sections from back to front along the longitudinal extension direction of the tunnel.
2. The soil body composite reinforcement structure of a soft soil shield crossing an existing subway according to claim 1, wherein: the pipe shed steel pipe (12) is a hot-rolled seamless steel pipe, and two ends of the pipe shed steel pipe (12) are all prefabricated into external threads.
3. The construction method for the soft soil shield to penetrate through the soil body composite reinforcement structure of the existing subway according to claim 1, which is characterized by comprising the following steps:
s1, supporting a vault of a spiral soil outlet angle-adjustable pipe shed (8);
s1.1, setting up a drilling and horizontal jet grouting construction shared platform;
s1.2, installing a drilling machine, and continuously carrying out horizontal rotary spraying construction by the drilling machine after the construction of the angle-adjustable pipe shed (8) is finished;
s1.3, breaking plain concrete barriers of the face (10) and the stratum entrance section: the structural wall of the tunnel face (10) is drilled by adopting a high-speed water drill according to the design position, and the drilling angle is drilled according to the design construction angle of the angle-adjustable pipe shed (8); drilling plain concrete barriers of the inlet section of the broken stratum along the holes of the face (10) by adopting a down-the-hole hammer;
s1.4, penetrating a spiral soil outlet drilling tool into a processed pipe shed steel pipe (12), leading male and female threads at two ends of the pipe shed steel pipe (12), installing a reaming auger wedge-shaped drill bit (11) at the end of the spiral drilling tool, and installing an angle detecting instrument in the drilling tool;
s1.5, checking the mechanical condition of a drilling machine and the working state of an instrument before jacking the pipe shed steel pipe (12); when the drilling machine is in place and drilling is performed, the drilling machine is fixed with the tunnel face (10); after the pipe shed steel pipe (12) is jacked into a soil layer, starting a drilling machine to rotate, and measuring the angle change of the pipe shed steel pipe (12) entering the soil;
s1.6, after jacking of the first pipe shed steel pipe (12) is finished, dismantling a joint of the drilling machine and the angle-adjustable pipe shed (8), returning to the original position along a guide rail, manually loading the second pipe shed steel pipe (12), installing an auger in the pipe shed steel pipe (12), buckling and connecting the auger with the first pipe shed steel pipe (12) into a whole, jacking, rotating and discharging;
s1.7, when the angle of the pipe shed steel pipe (12) is inclined, starting a deviation correcting program, stopping the rotation of the drilling tool, and operating the jacking pipe shed steel pipe (12) according to a design method: the pipe shed steel pipe (12) deviates upwards, the inclination angle of the pipe shed steel pipe (12) is reduced, and the angle position of the wedge-shaped drill bit (11) of the auger is adjusted downwards; the pipe shed steel pipe (12) deviates downwards, the inclination angle of the pipe shed steel pipe (12) is adjusted upwards, and the angle position of the auger wedge-shaped drill bit (11) is adjusted upwards; when the pipe shed steel pipe (12) deflects leftwards and rightwards, the wedge-shaped plate is adjusted to correct the position by referring to an inclination angle adjusting method, and the wedge-shaped plate is jacked into the pipe shed steel pipe (12) to correct the position;
s1.8, numbering the steel pipes (12) of the pipe shed in construction hole by hole before installation, and taking over and jacking according to the numbering sequence;
s1.9, grouting an angle-adjustable pipe shed (8): checking pipeline and mechanical conditions before grouting, and performing grouting experiments after confirming normal grouting to determine reasonable grouting parameters; checking whether the thin parts of the orifice, the adjacent orifice and the covering layer have slurry mixing phenomenon or not at any time in the grouting process; the grouting process is responsible for a special person, and grouting time, slurry consumption and grouting pressure data are recorded; after grouting, cleaning holes of the pump and the pipeline to finish the construction process of the angle-adjustable pipe shed (8);
s2, reinforcing and improving the soil body by horizontal jet grouting;
s2.1, installing a rotary jetting drilling tool and a limit rail;
s2.2, drilling: perforating, preparing circulating slurry, drilling and setting;
s2.3, high-pressure jet grouting: checking a high-pressure grouting pump, and starting grouting when the pumping pressure reaches the design requirement; before spraying, checking the tightness of the drilling tool, and spraying the slurry after the pressurization reaches a design value; arranging special personnel to operate and observe the pump pressure change in the high-pressure guniting; the drill rod is sprayed to the designed final hole position in a rotary mode to stop grouting, and clean pipelines are washed by clean water under high pressure;
s2.4, hole sealing: after spraying the slurry to the position of the designed final hole, stopping spraying the slurry, pulling out the drill rod and the drill bit, and plugging the hole by adopting a woven bag or cotton threads;
s2.5, cleaning the pipeline and equipment to finish the construction process of horizontal jet grouting.
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