CN107916935A - A kind of soil body composite reinforcing structure and construction method of the existing subway of weak soil shield crossing - Google Patents
A kind of soil body composite reinforcing structure and construction method of the existing subway of weak soil shield crossing Download PDFInfo
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- CN107916935A CN107916935A CN201711116073.7A CN201711116073A CN107916935A CN 107916935 A CN107916935 A CN 107916935A CN 201711116073 A CN201711116073 A CN 201711116073A CN 107916935 A CN107916935 A CN 107916935A
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- steel pipe
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- jet grouting
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- 239000002689 soil Substances 0.000 title claims abstract description 49
- 239000002131 composite material Substances 0.000 title claims abstract description 15
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 14
- 238000010276 construction Methods 0.000 title claims description 53
- 229910000712 Boron steel Inorganic materials 0.000 claims abstract description 86
- 238000005553 drilling Methods 0.000 claims abstract description 76
- 238000013461 design Methods 0.000 claims description 25
- 238000007569 slipcasting Methods 0.000 claims description 24
- 238000000034 method Methods 0.000 claims description 13
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 238000009434 installation Methods 0.000 claims description 11
- 239000002002 slurry Substances 0.000 claims description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 230000008093 supporting effect Effects 0.000 claims description 8
- 239000004567 concrete Substances 0.000 claims description 7
- 238000002347 injection Methods 0.000 claims description 7
- 239000007924 injection Substances 0.000 claims description 7
- 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
- 238000012937 correction Methods 0.000 claims description 6
- 238000005516 engineering process Methods 0.000 claims description 6
- 239000011440 grout Substances 0.000 claims description 6
- 230000008569 process Effects 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 230000006872 improvement Effects 0.000 claims description 4
- 238000007781 pre-processing Methods 0.000 claims description 4
- 230000006641 stabilisation Effects 0.000 claims description 4
- 238000011105 stabilization Methods 0.000 claims description 4
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 3
- 230000033228 biological regulation Effects 0.000 claims description 3
- 238000007664 blowing Methods 0.000 claims description 3
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 238000002474 experimental method Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 6
- 238000007596 consolidation process Methods 0.000 abstract description 4
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 239000004927 clay Substances 0.000 abstract description 2
- 239000004568 cement Substances 0.000 description 5
- 238000005259 measurement Methods 0.000 description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000012544 monitoring process Methods 0.000 description 4
- 238000005192 partition Methods 0.000 description 4
- 239000000523 sample Substances 0.000 description 4
- 230000006378 damage Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 238000004062 sedimentation Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 230000003137 locomotive effect Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- ZOXJGFHDIHLPTG-UHFFFAOYSA-N Boron Chemical compound [B] ZOXJGFHDIHLPTG-UHFFFAOYSA-N 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 229910045601 alloy Inorganic materials 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
- 229910052796 boron Inorganic materials 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000010338 mechanical breakdown Methods 0.000 description 1
- 230000003287 optical effect Effects 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 201000010041 presbyopia Diseases 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 230000006798 recombination Effects 0.000 description 1
- 238000005215 recombination Methods 0.000 description 1
- 210000004911 serous fluid Anatomy 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000003892 spreading Methods 0.000 description 1
- 230000007480 spreading Effects 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- 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 present invention relates to a kind of soil body composite reinforcing structure of the existing subway of weak soil shield crossing, including：Shield tunnel contour line, angle adjustable pipe canopy and horizontal jet grouting stake；It is described that row's angle adjustable pipe canopy is equipped with the outside of shield tunnel contour line to be dug, the angle adjustable pipe canopy includes pipe boron steel pipe, horizontal jet grouting stake is equipped between the adjacent tubes boron steel pipe, the horizontal jet grouting stake is engaged and overlaps by angle adjustable pipe canopy parcel and with adjacent horizontal jet grouting stake；The horizontal jet grouting stake includes churning drilling rod and drilling rod overcoat, alternate connection between the pipe boron steel pipe and churning drilling rod.The beneficial effects of the invention are as follows：Angle adjustable pipe canopy and horizontal jet grouting is used in combination in the present invention, couple hardness with softness, use both hard and soft tactics, both the characteristics of respective has been given full play to, it can well cooperate again, achieve good integer support effect, soft clay area environment can be well adapted to, soil mass consolidation, can control the deformation of existing subway well.
Description
Technical field
The present invention relates to the soil body composite consolidation construction field of the existing subway of Soft Soil Area shield crossing, and in particular to Soft Soil Area
The soil body composite reinforcing structure and construction method of the existing subway of shield crossing.
Background technology
Continuous with urbanization process promotes, and Urban Underground track traffic seems ever more important, to build up completely
Iron net, be just bound to crossing there is subway line.In subway tunnel shield construction, the existing fortune of shield driven tunnel crossing is created
The situation for seeking subway tunnel is growing day by day.New built shield tunnel can produce the subway tunnel runed many adverse effects, all
Such as Segment cracking, connector opens, bolt failure, the harm such as longitudinal differential settlement and horizontal displacement are excessive, particularly Soft Soil Area
Existing tunnel is more easy to deform and segment damage, influences the comfort level of locomotive operation, flatness, and aggravation train is worn, seriously
It will cause the major accidents such as locomotive derailing.So, it is necessary to be reinforced to the soil body in the range of existing operated subway before passing through
Processing, strengthens the ability of existing subway resistance to deformation, ensures the normal operation of existing subway.
The content of the invention
The purpose of the present invention is overcome deficiency of the prior art, there is provided a kind of soil body of the existing subway of weak soil shield crossing
Composite reinforcing structure and construction method.
It is a further object to provide a kind of soil body composite reinforcing structure of the existing subway of weak soil shield crossing.This
The purpose of invention is achieved through the following technical solutions：
The soil body composite reinforcing structure of this existing subway of weak soil shield crossing, including：Shield tunnel contour line, adjustable angle
Spend pipe canopy and horizontal jet grouting stake；It is described to be equipped with row's angle adjustable pipe canopy on the outside of shield tunnel contour line to be dug, it is described adjustable
Angle pipe canopy includes pipe boron steel pipe, is equipped with horizontal jet grouting stake between the adjacent tubes boron steel pipe, the horizontal jet grouting stake will be adjustable
Angle pipe canopy parcel and and adjacent horizontal jet grouting stake occlusion overlap joint；The horizontal jet grouting stake is included outside churning drilling rod and drilling rod
Set, alternate connection between the pipe boron steel pipe and churning drilling rod, the pipe boron steel pipe outside are equipped with limit track, and the churning is bored
Rod outer surface is equipped with drilling rod overcoat, and the limit track forms overall arch shell with drilling rod overcoat by spacing welding.
As preferred：The angle adjustable pipe canopy divides multiple segments from the front to the back along tunnel Longitudinal extending direction.
As preferred：The pipe boron steel pipe pricks seamless steel pipe using heat, and the equal preprocessing in pipe boron steel pipe both ends is into male thread.
As preferred：Make two tangent lines of existing subway tunnel, angle folded by two tangent lines by the center of circle of shield tunnel
For α, the center of circle and 8 two edges angulation of angle adjustable pipe canopy by shield tunnel are β, the α of β=2.
A kind of construction method of the soil body composite reinforcing structure of the existing subway of weak soil shield crossing, comprises the following steps：
S1, screw conveyor angle adjustable pipe canopy vault supporting；
S1.1, set up drilling platform, horizontal jet grouting construction common platform；
S1.2, rigging up, after angle adjustable pipe roof construction, drilling machine continues horizontal jet grouting construction；
S1.3, the plain concrete barrier for abolishing face and stratum entrance：Face structural wall uses high speed water drilling
By design position perforate, blowing angle is crept into according to angle adjustable pipe canopy design and construction angle；Opened using down-hole hammer along face
Plain concrete barrier of the hole drill into broken formation entrance；
S1.4, penetrate screw conveyor drilling tool in the pipe boron steel pipe processed, pipe boron steel pipe both ends male and female screw thread, auger
Have termination installation reaming auger wedging bit, drilling tool inside setting angle detection instrument；
S1.5, pipe boron steel tube top first check drilling machine mechanical condition and Instrument working state into preceding；When drilling machine applies brill in place, bore
Machine is fixed with face；Pipe boron steel tube top measures pipe boron steel tube angulation change of burying into startup drilling machine rotation after soil layer；
S1.6, first pipe boron steel tube top rig down and angle adjustable pipe canopy connector after, original are retracted along guide rail
Position, manually loads second pipe boron steel pipe, installs auger in pipe boron steel pipe, carry out button with first pipe boron steel pipe and connect into one
Body, jacking rotation are unearthed；
S1.7, when pipe boron steel tube angulation occur inclination deviation when, start correction program, stop drilling tool rotation, by design side
Method operates jacking tube boron steel pipe：Pipe boron steel pipe reduces pipe boron steel pipe inclination angle, adjusts the auger wedge-shaped drill brilliance downwards to the upper deviation
Spend position；The downward deviation of pipe boron steel pipe, adjusts upward pipe boron steel pipe inclination angle, is adjusted up auger wedging bit angle position；
Pipe boron steel pipe to the left and right deflection when, clapboard is adjusted into correction orientation with reference to inclination angle regulation method, jacking tube boron steel pipe entangled
Inclined operation；
Pipe boron steel pipe in S1.8, construction must hole-specifically be numbered by root in a pre-installation, in order of numbers adapter jacking；
S1.9, angle adjustable tube shed grouting：Pipeline and mechanical condition are first checked before slip casting, mud jacking reality is done after confirming normally
Test, determine rational grouting parameter；Check aperture, adjacent hole, the relatively thin position of coating whether there is grout leaking phenomenon during slip casting at any time；
Slip casting process sends special messenger to be responsible for, the data such as record slip casting time, slurry consumption amount and grouting pressure；To pumping and managing after slip casting
Road carries out borehole cleaning, completes the construction technology of angle adjustable pipe canopy；
S2, the improvement of horizontal jet grouting injection soil stabilization；
S2.1, installation churning drilling tool and limit track；
S2.2, drilling：Perforate, prepares loop slurry, and drilling is set；
S2.3, high-pressure rotary-spray：Check high-pressure injection pump, pump pressure starts to whitewash when reaching design requirement；Check and bore before whitewashing
The leakproofness of equipment, pressurization are whitewashed after reaching design load；Special messenger's operation and observation pump pressure change are arranged in high-pressure mortar spraying；Drilling rod revolves
It is sprayed onto design borehole bottom location and stops slip casting, and pipeline is rinsed well with clear-water high-pressure；
S2.4, sealing of hole：After whitewashing to design borehole bottom location, stop whitewashing, extract drilling rod and drill bit, using woven bag or
Staple carries out port closing；
S2.5, Cleaning pipes and equipment, complete the construction technology of horizontal jet grouting.
The beneficial effects of the invention are as follows：Angle adjustable pipe canopy and horizontal jet grouting is used in combination in the present invention, couples hardness with softness, soft or hard
It is simultaneous to apply, not only give full play to the characteristics of respective, but also can cooperate well, good integer support effect is achieved, can be very
Good adaptation soft clay area environment, soil mass consolidation, can control the deformation of existing subway well.
Brief description of the drawings
Fig. 1 is screw conveyor angle adjustable pipe roof construction process flow chart；
Fig. 2 is horizontal jet grouting construction flow chart；
Fig. 3 is to wear Line 1 plan under No. 2 lines of Hangzhou Subway；
Fig. 4 is angle adjustable pipe roof construction layout drawing；
Fig. 5 is horizontal jet grouting stake and angle adjustable pipe canopy layout drawing；
Fig. 6 is steel pipe to wedging bit direction schematic diagram during the upper deviation；
Fig. 7 for steel pipe downward deviation when wedging bit direction schematic diagram；
Fig. 8 is wedging bit position view when steel pipe angle is normal；
Fig. 9 is horizontal jet grouting construction plan；
Description of reference numerals：No. 2 line downlinks 1 of Hangzhou Subway, No. 2 line uplinks 2 of Hangzhou Subway, Hangzhou Subway Line 1
Uplink 3, Hangzhou Subway Line 1 downlink 4, No. 2 Xian Fengqi way stations 5 of Hangzhou Subway, Hangzhou Subway Line 1 Feng Qi way stations 6, shield
Structure tunnel contour line 7, angle adjustable pipe canopy 8, horizontal jet grouting stake 9, face 10, auger wedging bit 11, pipe boron steel pipe 12,
Spacing welding 13, churning drilling rod 14, drilling rod overcoat 15, limit track 16.
Embodiment
The present invention is described further with reference to embodiment.The explanation of following embodiments is only intended to help and understands this
Invention.It should be pointed out that for those skilled in the art, without departing from the principle of the present invention, also
Some improvement and modification can be carried out to the present invention, these are improved and modification also falls into the protection domain of the claims in the present invention
It is interior.
As shown in Figures 1 to 9, the soil body composite reinforcing structure of the existing subway of weak soil shield crossing can be effective
The sedimentation and section of jurisdiction damage of existing subway are controlled, so that shield makes smooth advances.The soil of the existing subway of weak soil shield crossing
Bluk recombination ruggedized construction includes：No. 2 No. 2 line downlinks 1 of Hangzhou Subway, Hangzhou Subway line uplinks 2, on Hangzhou Subway Line 1
Line 3, Hangzhou Subway Line 1 downlink 4, No. 2 Xian Fengqi way stations 5 of Hangzhou Subway, Hangzhou Subway Line 1 Feng Qi way stations 6, shield
Tunnel contour line 7, angle adjustable pipe canopy 8, horizontal jet grouting stake 9, face 10, auger wedging bit 11, pipe boron steel pipe 12, limit
Position welding 13, churning drilling rod 14, drilling rod overcoat 15 and limit track 16.
As shown in figure 3, No. 2 line downlinks 1 of Hangzhou Subway and Hangzhou at described No. 2 Xian Fengqi way stations 5 of Hangzhou Subway
No. 2 line uplinks 2 of iron pass through the Hangzhou Subway Line 1 uplink 3 and Hangzhou Subway 1 at Hangzhou Subway Line 1 Feng Qi way stations 6
Line downlink 4.As shown in figure 4, in wearing existing subway tunnel Line 1 under new No. 2 lines of built shield tunnel, it is described in shield to be dug
The outside of tunnel contour line 7 sets row's advance support angle adjustable pipe canopy 8, divides from the front to the back along tunnel Longitudinal extending direction multiple
Segment carries out the shield crossing existing subway soil body 8 advance support of angle adjustable pipe canopy and constructs, the angle adjustable pipe of multiple segments
8 advanced supporting construction method all same of canopy.As shown in Fig. 5,9, the angle adjustable pipe canopy 8 includes pipe boron steel pipe 12, the phase
Horizontal jet grouting stake 9 is equipped between adjacent pipe boron steel pipe 12, the horizontal jet grouting stake 9 wraps up angle adjustable pipe canopy 8 simultaneously and adjacent
The occlusion overlap joint of horizontal jet grouting stake 9, forms the supporting construction with compared with high-mechanic and curtain partition effect, and common carrying is exterior negative
Lotus.The spacing of adjacent level rotary churning pile 9 is 300mm, and adjacent level rotary churning pile 9 is mutually twisted 200mm, 9 diameter of horizontal jet grouting stake
For 500mm, single construction length is 45m.As shown in figure 9, the horizontal jet grouting stake 9 includes churning drilling rod 14 and drilling rod overcoat
15, alternate connection between the pipe boron steel pipe 12 and churning drilling rod 14, the outside of pipe boron steel pipe 12 is equipped with limit track 16, institute
State 14 outer surface of churning drilling rod and be equipped with drilling rod overcoat 15, the limit track 16 is formed with drilling rod overcoat 15 by spacing welding 13
Overall arch shell.The pipe boron steel pipe 12 pricks seamless steel pipe using heat, and outside diameter 159mm, wall thickness 8mm, often save length of steel pipe 6m, both ends
Equal preprocessing is into male thread.The angle adjustable pipe canopy 8 and 9 collective effect soil mass consolidation of horizontal jet grouting stake, reach prevent it is existing
Subway produces sedimentation or other purposes destroyed.
In the existing subway tunnel of Soft Soil Area shield driven tunnel crossing, the clear distance between two tunnel outer edges is less than (being equal to)
The operating mode of 12m.The scope that the angle adjustable pipe canopy 8 is constructed is determined that clear distance is bigger by the clear distance between two tunnel outer edges,
The scope constructed is smaller, and clear distance is smaller, and the scope constructed is bigger.As shown in Figure 4,5, made both by the center of circle of shield tunnel
Have two tangent lines of subway tunnel, at an angle alpha, the field angle that the angle adjustable pipe canopy 8 is constructed is β to shape, make β=
2 α, β are exactly the working scope of the institute of angle adjustable pipe canopy 8.
Subway Line 1 section, which is worn, under the newly-built interim river way station of No. 2 lines one of Hangzhou Subway~Feng Qi way stations section shield uses " spiral shell
Back-out Tu Dingxiangguanpeng is skeleton, the partition of horizontal jet grouting stake curtain parcel " technique, engineering construction is broadly divided into two parts：Spiral shell
Screw out native pipe canopy vault supporting, the improvement of horizontal jet grouting injection soil stabilization.
(1) screw conveyor pipe canopy vault supporting
" screw conveyor oriented tube canopy " uses diameter 159mm pipe boron steels pipe 12 as outer tube, manages interior installation spiral drill, peace
Pipe boron steel pipe 12 after dress measurement probe is buried with push pipe drilling machine jacking, while rotates clockwise spiral drill, will be entered in pipe
The soil body crush conveying outlet pipe outside；When 12 angle of pipe boron steel pipe deflects, according to probe measurement and surface subsidence monitoring profit
The clapboard installed with drilling tool end carries out angle modification.During angle adjustable pipe canopy 8 is constructed, setting for angle adjustable pipe canopy 8 will
Carried out completely under the monitoring of guide instrument, and need to carry out optical measurement, ensure that angle adjustable pipe canopy 8 cannot invade lower section shield
Structure and it is maintained in scope of design.The construction of horizontal jet grouting stake 9 need to carry out under the monitoring of guide instrument, it is ensured that certain is consistent
Property so as to forming arch retaining structure.Installation LED measurement lamps in pipe canopy spiral drill, LED light is measured by theodolite from the mouth of pipe
The absolute altitude and angle of point, coordinate probe apparatus measures data, the common track for calculating outlet pipe boron steel pipe 12.Pipe boron steel pipe 12 uses
Heat pricks seamless steel pipe, and outside diameter 159mm, wall thickness 8mm, often save 12 length 6m of pipe boron steel pipe, the equal preprocessing in both ends is adjustable into male thread
The circumferential spacing 350mm of angle pipe canopy 8, for arc to arrangement 25, single construction length is 45m, common 1260m.Outer limb 1.5%-
2%, measured using 0.1% precision probe, injecting paste material is P.O42.5 cement, the ratio of mud 0.8:1, grouting pressure for 0.5~
1.0MPa.The grouting amount of single pipe boron steel pipe 12 is estimated as the following formula：Q=π Rk 2L η ξ, R in formulakFor grout spreading range, R is takenk=
1.2r, r are steel pipe radius；L grows for steel pipe；ξ takes 0.85, is slip casting repletion coefficient；η is voidage (%).
1. the construction point of angle adjustable pipe canopy 8：
(1) pipe boron steel pipe 12 does not set the small presbyopia of slip casting, and the injected hole that 4cm or so diameters are opened at every meter makees slip casting and water
The relief hole of flat churning is used；
(2) hole construction is jumped at the interval of angle adjustable pipe canopy 8, avoids continuous construction disturbance scope excessive；
(3) 8 entrance of angle adjustable pipe canopy has included plain concrete construction because of stratum, first crushes pore-forming with down-hole hammer, complete
Into rear feeding pipe boron steel pipe 12, using screw conveyor construction technology；
(4) the actual amount of being unearthed of pipe inside spin should be less than theoretical amount of being unearthed, and avoid unearthed excess from causing sedimentation；
(5) construction of angle adjustable pipe canopy 8 should be planned or be adjusted according to monitoring and measurement data, and no data is forbidden to construct.
2. screw conveyor pipe roof construction process flow chart is as shown in Figure 1, specific implementation is as follows：
(1) drilling platform, horizontal jet grouting construction common platform are set up；
(2) rigging up, after angle adjustable pipe canopy 8 is constructed, drilling machine continues horizontal jet grouting construction；
(3) the plain concrete barrier of face 10 and stratum entrance is abolished：
1. 10 structural wall of face presses design position perforate using high speed water drilling, bore dia 180mm, blowing angle is according to can
The design and construction angle drilling of hue angle pipe canopy 8；
2. apart from face 10 to have plain concrete barrier in 6~10m stratum, using Φ 170mm down-hole hammers along area
Face 10 perforate drilling is broken.
(4) Φ 138mm screw conveyor drilling tools are penetrated in the pipe boron steel pipe 12 processed, 12 both ends male and female silk of pipe boron steel pipe
Button, spiral drill termination installation reaming wedging bit 11, drilling tool inside setting angle detection instrument；
(5) it is preceding before 12 jacking of pipe boron steel pipe first to check drilling machine mechanical condition and Instrument working state；
(6) when drilling machine applies brill in place, drilling machine is fixed with face 10, improves construction precision；12 jacking soil layer of pipe boron steel pipe
Start drilling machine rotation after interior 1m, measure 12 angle change of pipe boron steel pipe of burying；
After (7) first 12 jackings of pipe boron steel pipe, rig down and 8 connector of angle adjustable pipe canopy, retracted along guide rail
Original position, manually loads second pipe boron steel pipe 12, installs auger in pipe boron steel pipe 12, detained with first pipe boron steel pipe 12
Link into an integrated entity, jacking rotation is unearthed；
(8) when inclination deviation occurs for 12 angle of pipe boron steel pipe, when deviation exceedes design load ± 0.5%, startup correction journey
Sequence, stops drilling tool rotation, by design method operation jacking tube boron steel pipe 12：
1. pipe boron steel pipe 12 to the upper deviation, it is necessary to reduce by 12 inclination angle of pipe boron steel pipe, adjusts downwards auger wedging bit 11
Angle position, the direction as shown in Fig. 6 wedging bits 11.
2. 12 downward deviation of pipe boron steel pipe, it is necessary to adjust upward 12 inclination angle of pipe boron steel pipe, is adjusted up auger wedge-shaped drill
First 11 angle position, the direction as shown in Fig. 7 wedging bits 11.
3. pipe boron steel 12 angles of pipe are normal, without adjusting, as shown in Figure 8.
4. pipe boron steel pipe 12 to the left and right deflection when, with reference to inclination angle regulation method, clapboard is adjusted into correction orientation, jacking tube
Boron steel pipe 12 carries out correction operation.
(9) the pipe boron steel pipe 12 in constructing must hole-specifically be numbered by root in a pre-installation, in order of numbers adapter jacking；
(10) 8 slip casting of angle adjustable pipe canopy：
1. first checking pipeline and mechanical condition before slip casting, mud jacking experiment is done after confirming normally, determines rational grouting parameter,
Side can construct；
2. checking aperture, adjacent hole, the relatively thin position of coating whether there is grout leaking phenomenon during slip casting at any time, take add if necessary
The rapid hardening measure such as waterglass；Pressure such as rise suddenly during slip casting, it may occur however that plugging, answers shutdown inspection；
3. grouting pressure reaches design pressure value；
4. slip casting process should send special messenger to be responsible for, the data such as slip casting time, slurry consumption amount and grouting pressure are recorded in detail；
5. after slip casting, borehole cleaning is carried out to pump and pipeline；
6. grouting sequence：From below to up, hole slip casting is jumped.
(2) horizontal jet grouting injection soil stabilization is improved
" partition of horizontal jet grouting stake curtain parcel " refers to the construction level rotary churning pile 9 between neighboring tunable angle pipe canopy 8, profit
With the hyperpressure cutting and stirring of cement grout, the soil disturbance around angle adjustable pipe canopy 8 is consolidated, will after churning pile
The parcel of angle adjustable pipe canopy 8 is simultaneously overlapped with adjacent horizontal jet grouting stake 9 occlusion, and being formed has compared with high-mechanic and curtain partition effect
Supporting construction.The limit track that the construction of horizontal jet grouting stake 9 is arranged using the outside of pipe boron steel pipe 12 of existing angle adjustable pipe canopy 8
16 realize construction precision by spacing welding 13.Horizontal jet grouting stake 9 is arranged in the shield tunnel profile of 170mm on the outside of shield steel loop
The upside of line 7,9 spacing of adjacent level rotary churning pile are 300mm, 9 a diameter of 500mm of horizontal jet grouting stake, and adjacent level rotary churning pile 9 is mutual
200mm is engaged, the single construction length of horizontal jet grouting stake 9 is 45m, and 9 cementing material of horizontal jet grouting stake selects P.O42.5 cement, water
Gray scale is 1:1；The track of constructing of horizontal jet grouting stake 9 is identical with neighboring tunable angle pipe canopy 8, it is general require construction rotating speed be 5~
15r/min, it is 15~25cm/min to return and pull out speed.
1. 9 technical requirements of horizontal jet grouting stake：
(1) horizontal jet grouting stake 9 takes alloy bit to coordinate circulation fluid drilling control silt loss, sets length and combines scene
Actual conditions, which are taken, disposable sets that to complete predetermined stake long；
(2) level sets precision and is consistent by spacing and 8 track of angle adjustable pipe canopy on drill bit, according to tunnel
Road angle and construction experience determine suitable limiting device by test pile construction；
(3) horizontal jet grouting stake 9 uses cement single slurry, and the control of the grouting serous fluid ratio of mud is 1:1；
(4) it is 3~5MPa into the pressure of the drill power, moving back the control of the pressure of the drill power need to control in 35MPa ± 5MPa, whitewashing and return slurry amount and arch
Portion settles；Flow rate of grouting is 80L/min~90L/min；
(5) 9 position deviation of horizontal jet grouting stake is ± 50mm；Inclination angle is ± 1% with design error；
(6) length of horizontal jet grouting stake 9 is not less than designing pile length；28 days unconfined compressive strengths of soil cement induration are more than
3MPa, pile body is it is ensured that continuously, uniformly reach supporting effect；
(7) following record is done from drilling to pile to every horizontal jet grouting stake 9：Commencement date, the time of spudding in, at the end of
Between, churning pressure, churning lifting speed, stake be long, grouting amount；
(8) pile body work progress is continuous, it is impossible to is interrupted, prevents broken pile, stub phenomenon.Such as because mechanical breakdown or its
Its reason is shut down in 30~120min, should repeat churning 1m, more than 2 when small, by broken pile treatment, answer redrilling piling.
2. horizontal jet grouting construction flow chart is as shown in Fig. 2, specific implementation is as follows：
(1) churning drilling tool and limit track are installed；
(2) creep into：
1. perforate；
2. prepare loop slurry；
3. drilling is set.
(3) high-pressure rotary-spray：
1. checking high-pressure injection pump, pump pressure could start to whitewash when reaching design requirement；
2. checking the leakproofness of drilling machine tool before whitewashing, slowly pressurization stablizes whitewashing after reaching design load；
3. arranging special messenger's operation and observation pump pressure change in high-pressure mortar spraying, notice in time of pinpointing the problems solves；
4. drilling rod churning stops slip casting to borehole bottom location is designed, and rinses pipeline well with clear-water high-pressure；
5. in strict accordance with design requirement operation pressure and grout coordinate ratio.
(4) sealing of hole：
After whitewashing to design borehole bottom location, stop whitewashing, it is quick to extract drilling rod and drill bit, using woven bag or staple into
Row port closing.
(5) Cleaning pipes and equipment.
Timely clear-water high-pressure flushing pipe and equipment after construction, after move to next position.
Claims (5)
- A kind of 1. soil body composite reinforcing structure of the existing subway of weak soil shield crossing, it is characterised in that including：Shield tunnel profile Line (7), angle adjustable pipe canopy (8) and horizontal jet grouting stake (9)；It is described to be equipped with a row on the outside of shield tunnel contour line (7) to be dug Angle adjustable pipe canopy (8), the angle adjustable pipe canopy (8) include pipe boron steel pipe (12), between the adjacent tubes boron steel pipe (12) Equipped with horizontal jet grouting stake (9), the horizontal jet grouting stake (9) is by angle adjustable pipe canopy (8) parcel and and adjacent horizontal jet grouting stake (9) occlusion overlap joint；The horizontal jet grouting stake (9) includes churning drilling rod (14) and drilling rod overcoat (15), the pipe boron steel pipe (12) The alternate connection between churning drilling rod (14), pipe boron steel pipe (12) outside are equipped with limit track (16), the churning drilling rod (14) outer surface is equipped with drilling rod overcoat (15), and the limit track (16) is formed with drilling rod overcoat (15) by spacing welding (13) Overall arch shell.
- 2. the soil body composite reinforcing structure of the existing subway of weak soil shield crossing according to claim 1, it is characterised in that：Institute State angle adjustable pipe canopy (8) and divide multiple segments from the front to the back along tunnel Longitudinal extending direction.
- 3. the soil body composite reinforcing structure of the existing subway of weak soil shield crossing according to claim 1, it is characterised in that：Institute State pipe boron steel pipe (12) and prick seamless steel pipe using heat, the equal preprocessing in pipe boron steel pipe (12) both ends is into male thread.
- 4. the soil body composite reinforcing structure of the existing subway of weak soil shield crossing according to claim 1, it is characterised in that：It is logical Two tangent lines of existing subway tunnel are made in the center of circle for crossing shield tunnel, and angle is α folded by two tangent lines, passes through the circle of shield tunnel The heart and angle adjustable pipe canopy (8) two edges angulation are β, the α of β=2.
- 5. a kind of construction method of the soil body composite reinforcing structure of the existing subway of weak soil shield crossing as claimed in claim 1, It is characterised in that it includes following steps：S1, screw conveyor angle adjustable pipe canopy (8) vault supporting；S1.1, set up drilling platform, horizontal jet grouting construction common platform；S1.2, rigging up, after angle adjustable pipe canopy (8) is constructed, drilling machine continues horizontal jet grouting construction；S1.3, the plain concrete barrier for abolishing face (10) and stratum entrance：Face (10) structural wall is using at a high speed Water drilling presses design position perforate, and blowing angle is crept into according to angle adjustable pipe canopy (8) design and construction angle；Slapped using down-hole hammer edge The plain concrete barrier of sub- face (10) perforate drilling broken formation entrance；S1.4, penetrate screw conveyor drilling tool in the pipe boron steel pipe (12) processed, pipe boron steel pipe (12) both ends male and female screw thread, spiral shell Turning and drilling tool termination installation reaming auger wedging bit (11), drilling tool inside setting angle detection instrument；Drilling machine mechanical condition and Instrument working state are first checked before S1.5, pipe boron steel pipe (12) jacking；When drilling machine applies brill in place, bore Machine is fixed with face (10)；Start drilling machine rotation after pipe boron steel pipe (12) jacking soil layer, measure pipe boron steel pipe (12) angle of burying Degree change；After S1.6, first pipe boron steel pipe (12) jacking, rig down and angle adjustable pipe canopy (8) connector, moved back along guide rail Original position is gone back to, manually loads second pipe boron steel pipe (12), the interior installation auger of pipe boron steel pipe (12), with first pipe boron steel pipe (12) carry out button to link into an integrated entity, jacking rotation is unearthed；S1.7, when pipe boron steel pipe (12) angle occur inclination deviation when, start correction program, stop drilling tool rotation, by design side Method operation jacking tube boron steel pipe (12)：Pipe boron steel pipe (12) reduces pipe boron steel pipe (12) inclination angle, adjusts downwards spiral to the upper deviation Bore wedging bit (11) angle position；Pipe boron steel pipe (12) downward deviation, adjusts upward pipe boron steel pipe (12) inclination angle, is adjusted up Auger wedging bit (11) angle position；Pipe boron steel pipe (12) to the left and right deflection when, with reference to inclination angle regulation method by clapboard Adjustment correction orientation, jacking tube boron steel pipe (12) carry out correction operation；Pipe boron steel pipe (12) in S1.8, construction must hole-specifically be numbered by root in a pre-installation, in order of numbers adapter jacking；S1.9, angle adjustable pipe canopy (8) slip casting：Pipeline and mechanical condition are first checked before slip casting, mud jacking experiment is done after confirming normally, Determine rational grouting parameter；Check aperture, adjacent hole and the relatively thin position of coating whether there is grout leaking phenomenon during slip casting at any time；Note Slurry process sends special messenger to be responsible for, the data such as record slip casting time, slurry consumption amount and grouting pressure；To pump and pipeline after slip casting Borehole cleaning is carried out, completes the construction technology of angle adjustable pipe canopy (8)；S2, the improvement of horizontal jet grouting injection soil stabilization；S2.1, installation churning drilling tool and limit track；S2.2, drilling：Perforate, prepares loop slurry, and drilling is set；S2.3, high-pressure rotary-spray：Check high-pressure injection pump, pump pressure starts to whitewash when reaching design requirement；Drilling machine tool is checked before whitewashing Leakproofness, pressurization reach design load after whitewash；Special messenger's operation and observation pump pressure change are arranged in high-pressure mortar spraying；Drilling rod churning is extremely Design borehole bottom location and stop slip casting, and pipeline is rinsed well with clear-water high-pressure；S2.4, sealing of hole：After whitewashing to design borehole bottom location, stop whitewashing, drilling rod and drill bit are extracted, using woven bag or staple Carry out port closing；S2.5, Cleaning pipes and equipment, complete the construction technology of horizontal jet grouting.
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| CN109538256A (en) * | 2018-08-28 | 2019-03-29 | 北京瑞威世纪铁道工程有限公司 | Tunnel pipe shed construction method and device |
| CN109723454A (en) * | 2019-01-09 | 2019-05-07 | 中水电四局武汉轨道交通工程有限公司 | A kind of bored tunnel advance support is with pipe canopy with the accurate drilling construction method of pipe |
| CN109723443A (en) * | 2018-12-30 | 2019-05-07 | 中铁十四局集团有限公司 | Method for tunnel construction |
| CN109869156A (en) * | 2019-04-02 | 2019-06-11 | 北京首尔工程技术有限公司 | The jacking tube row of the unearthed amount of control for the construction of pipe comb curtain and its jacking method |
| CN109869154A (en) * | 2019-02-26 | 2019-06-11 | 朔黄铁路发展有限责任公司 | Under wear existing railway technique and lower penetrating device |
| CN110578536A (en) * | 2019-10-15 | 2019-12-17 | 中铁十二局集团有限公司 | Excavation support reinforcing method for underground excavation section of subway to penetrate existing street crossing channel |
| CN111379571A (en) * | 2018-12-30 | 2020-07-07 | 中铁十四局集团有限公司 | Pipeline, pipe shed structure and pipe shed construction method with same |
| CN112857223A (en) * | 2021-01-19 | 2021-05-28 | 吉力此且 | Optical fiber gyroscope positioning device and method for subway pipe shed positioning measurement |
| CN113279693A (en) * | 2021-05-09 | 2021-08-20 | 苏州中车建设工程有限公司 | Structure for newly-built subway tunnel in soft soil area to traverse existing tunnel and construction method thereof |
| CN114780907A (en) * | 2022-06-22 | 2022-07-22 | 中国铁路设计集团有限公司 | Method for determining surface subsidence limit value of underground tunnel passing through road in subway section |
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| CN108952765A (en) * | 2018-07-18 | 2018-12-07 | 中铁十二局集团第二工程有限公司 | Construction method of the super steel tube shed in water-rich sand layer advance support |
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| CN109723443A (en) * | 2018-12-30 | 2019-05-07 | 中铁十四局集团有限公司 | Method for tunnel construction |
| CN109723454A (en) * | 2019-01-09 | 2019-05-07 | 中水电四局武汉轨道交通工程有限公司 | A kind of bored tunnel advance support is with pipe canopy with the accurate drilling construction method of pipe |
| CN109869154A (en) * | 2019-02-26 | 2019-06-11 | 朔黄铁路发展有限责任公司 | Under wear existing railway technique and lower penetrating device |
| CN109869154B (en) * | 2019-02-26 | 2020-08-11 | 朔黄铁路发展有限责任公司 | Underpass device for existing railway |
| CN109869156A (en) * | 2019-04-02 | 2019-06-11 | 北京首尔工程技术有限公司 | The jacking tube row of the unearthed amount of control for the construction of pipe comb curtain and its jacking method |
| CN109869156B (en) * | 2019-04-02 | 2024-04-26 | 北京首尔工程技术有限公司 | Jacking pipe row for controlling soil discharge amount for pipe row pipe curtain construction and jacking method thereof |
| CN110578536A (en) * | 2019-10-15 | 2019-12-17 | 中铁十二局集团有限公司 | Excavation support reinforcing method for underground excavation section of subway to penetrate existing street crossing channel |
| CN112857223A (en) * | 2021-01-19 | 2021-05-28 | 吉力此且 | Optical fiber gyroscope positioning device and method for subway pipe shed positioning measurement |
| CN113279693A (en) * | 2021-05-09 | 2021-08-20 | 苏州中车建设工程有限公司 | Structure for newly-built subway tunnel in soft soil area to traverse existing tunnel and construction method thereof |
| CN113279693B (en) * | 2021-05-09 | 2022-05-03 | 苏州中车建设工程有限公司 | Structure for enabling newly built subway tunnel in soft soil body area to transversely penetrate existing tunnel and construction method of structure |
| CN114780907A (en) * | 2022-06-22 | 2022-07-22 | 中国铁路设计集团有限公司 | Method for determining surface subsidence limit value of underground tunnel passing through road in subway section |
| CN114780907B (en) * | 2022-06-22 | 2022-09-02 | 中国铁路设计集团有限公司 | Method for determining surface settlement limit value of underpass road of subway interval tunnel |
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