CN109611103A - A method of for boulder group consolidation process outstanding on shield section - Google Patents
A method of for boulder group consolidation process outstanding on shield section Download PDFInfo
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- CN109611103A CN109611103A CN201910088869.9A CN201910088869A CN109611103A CN 109611103 A CN109611103 A CN 109611103A CN 201910088869 A CN201910088869 A CN 201910088869A CN 109611103 A CN109611103 A CN 109611103A
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- 238000000034 method Methods 0.000 title claims abstract description 44
- 238000007596 consolidation process Methods 0.000 title claims abstract description 18
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 22
- 230000005641 tunneling Effects 0.000 claims abstract description 21
- 230000008569 process Effects 0.000 claims abstract description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 54
- 239000010959 steel Substances 0.000 claims description 54
- 238000010276 construction Methods 0.000 claims description 36
- 238000007569 slipcasting Methods 0.000 claims description 26
- 239000004568 cement Substances 0.000 claims description 25
- 239000002002 slurry Substances 0.000 claims description 24
- 238000009412 basement excavation Methods 0.000 claims description 17
- 239000004567 concrete Substances 0.000 claims description 15
- 239000011435 rock Substances 0.000 claims description 11
- 239000002689 soil Substances 0.000 claims description 10
- 235000019353 potassium silicate Nutrition 0.000 claims description 9
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 9
- 238000013461 design Methods 0.000 claims description 8
- 238000005422 blasting Methods 0.000 claims description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 6
- 239000011398 Portland cement Substances 0.000 claims description 5
- 229920002472 Starch Polymers 0.000 claims description 5
- 230000008878 coupling Effects 0.000 claims description 5
- 238000010168 coupling process Methods 0.000 claims description 5
- 238000005859 coupling reaction Methods 0.000 claims description 5
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- 235000019698 starch Nutrition 0.000 claims description 5
- 239000011521 glass Substances 0.000 claims description 4
- 230000006641 stabilisation Effects 0.000 claims description 4
- 238000011105 stabilization Methods 0.000 claims description 4
- 229910052742 iron Inorganic materials 0.000 claims description 3
- 238000005065 mining Methods 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 3
- 239000008107 starch Substances 0.000 claims description 3
- 239000013589 supplement Substances 0.000 claims description 3
- 210000005239 tubule Anatomy 0.000 claims description 3
- 229920002430 Fibre-reinforced plastic Polymers 0.000 claims description 2
- 239000011151 fibre-reinforced plastic Substances 0.000 claims description 2
- 238000007689 inspection Methods 0.000 claims description 2
- 239000007788 liquid Substances 0.000 claims description 2
- 150000003839 salts Chemical class 0.000 claims 1
- 210000004911 serous fluid Anatomy 0.000 claims 1
- RMAQACBXLXPBSY-UHFFFAOYSA-N silicic acid Chemical compound O[Si](O)(O)O RMAQACBXLXPBSY-UHFFFAOYSA-N 0.000 claims 1
- 235000012239 silicon dioxide Nutrition 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 4
- 238000003672 processing method Methods 0.000 abstract description 3
- 230000006835 compression Effects 0.000 description 7
- 238000007906 compression Methods 0.000 description 7
- 238000010586 diagram Methods 0.000 description 6
- 230000002787 reinforcement Effects 0.000 description 3
- 239000004927 clay Substances 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 238000004880 explosion Methods 0.000 description 2
- 230000009972 noncorrosive effect Effects 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229910000712 Boron steel Inorganic materials 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 235000005324 Typha latifolia Nutrition 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
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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
- E21D9/002—Injection methods characterised by the chemical composition used
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0006—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by the bolt material
-
- 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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/065—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end with devices for provisionally supporting the front face
-
- 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The present invention provides a kind of for the method for hanging boulder group consolidation process on shield section.The processing method, it is specifically included between the side or two shield tunnels of shield tunnel and the pilot tunnel with shield tunnel in parallel is set, and from pilot tunnel to shield tunnel above set pipe canopy, its pilot tunnel a part or whole part is higher than the top surface of shield tunnel, its pilot tunnel is that constructed from the shield section rear of the upper outstanding boulder group shield tunnel inner wall of completion punches and constructs, its pipe shed support structural distance shield tunnel 1~1.5m of top surface finally carries out grouting and reinforcing within the scope of 5 meters 3 meters above to Tunnel top, outside tunnel trunk and tunnel outer edge contour line.The present invention can efficiently control super side of the shield machine in upper soft lower hard place section tunneling process, and tunnel upper boulder, jackstone is prevented to enter in front of cutterhead, guarantee that shield is smoothly tunneled, achieve good effect.
Description
Technical field
The present invention relates to tunneling shield technical field, the one kind being specifically to provide is reinforced for boulder group outstanding on shield section
The method of processing, the reinforcement means have efficiently controlled super side of the shield machine in upper soft lower hard place section tunneling process, prevent tunnel
Boulder, jackstone enter in front of cutterhead above road, guarantee that shield is smoothly tunneled, achieve good effect, are similar engineering geology
The shield of condition provides valuable experience and data information abundant.
Background technique
As society continues to develop, more and more cities are carrying out large-scale urban rail transit construction, were constructing
More complicated engineering geological condition will be encountered in journey, will also face the engineering geological problems being more more difficult.In Guangzhou Area is extensive
Be dispersed with geochemistry of Yanshanian granitoids, by geological tectonic conditions, magma ingredient and country rock material composition control and influence, in weathering
It is easy to develop the hard orbicule of non-weathering or gentle breeze in the process, i.e., " boulder ".Shield-tunneling construction automation, informationization
Degree is high, it has also become the presence of the major way of China's constructing metro tunnel, boulder influences greatly, to be easy to cause on shield-tunneling construction
Surface subsidence and equipment damage, to influence the duration.
Boulder can be used under normal conditions artificial digging pile is excavated, the means such as surface drilling explosion carry out boulder and locate in advance
Reason is eliminated in shield tunneling process using hydraulic splitting machine in hole.The former be suitable for ground operating condition it is good, without other building
Object situations such as；The latter is suitable for situations such as face is stable, geological conditions is good.However shield is often encountered in practice of construction
Under wear on existing building and section hang boulder group the case where, if on section hang boulder group cannot get effective consolidation process, shield
Since front of tunnel heading and top unload when structure, boulder is easy to fall, and leads to card machine, serious person there is also surface collapse thing
Therefore.
Summary of the invention
The present invention be directed to wear the case where hanging boulder group on existing building and section under shield, the one kind provided is directed to
The method that boulder group consolidation process is hanged on shield section, can prevent tunnel upper boulder, jackstone from entering in front of cutterhead, guarantee shield
Structure smoothly tunnels, and can obtain good effect.
Technical solution provided by the invention: a kind of method for boulder group consolidation process outstanding on shield section,
Be characterized in that specifically includes the following steps:
(1) it constructs between shield tunnel side or two shield tunnels and is parallel to the pilot tunnel of shield tunnel, pilot tunnel part
Or the whole top surface for being higher than shield tunnel, pilot tunnel are the shield tunnels of completion of having constructed from the shield section rear of upper outstanding boulder group
Road inner wall, which punches, constructs, and steps are as follows for Specific construction:
A. the position that pilot tunnel punches is determined, the tunneling boring at the shield section rear for hanging boulder group in the position selection that punches is answered
Rock section, and supplement slip casting is carried out for 8~12 endless tube pieces before and after the place of punching, guarantee that section of jurisdiction is closely knit behind；
B. bracing members reinforcing is carried out to each 3~5 endless tube piece in the position two sides that punch；
C. setting-out is carried out to the position that punches, and is identified on section of jurisdiction, away from 45~55cm outside excavation contour line to needing to cut
Section of jurisdiction construction pipe shed support is reinforced, and is reinforced and is completed to cut the section of jurisdiction at the position that punches, and applies out at the position that punches
Hole ring beam excavates pilot tunnel using into Mining Method when the ring beam concrete strength that punches reaches design 100%；
D. pilot tunnel is excavated along the route parallel with shield tunnel to shield direction, wherein hard rock section pilot drive uses
Benching tunnelling method Blasting Excavation, tunneling boring soft soil layer pilot tunnel are reinforced using Full-face pouring, and benching tunnelling method excavates；
E. after the completion of pilot drive, shotcrete bolt construction method constructing pilot tunnel supporting construction is used for pilot tunnel, bottom plate applies
The armored concrete of 15~25cm thickness；
(2) after the completion of pilot drive supporting, from pilot tunnel in applied to the position of 1~1.5m above tunnel main tunnel vault
Pipe shed support；
(3) after the completion of pipe shed support construction, using WSS grouting process, to 3 meters of Tunnel top top, tunnel trunk and tunnel
Grouting and reinforcing is carried out within the scope of road outer edge contour line is 5 meters outer；
(4) after the completion of pilot tunnel and support system are constructed, it can be open and be entered in front of cutterhead by cutter head of shield machine, to cutterhead
Panel is cleared up, and in shield tunneling process, and 30~50cm of every driving, which opens a position, checks cutterhead front, and using hydraulic
Quartering hammer is crushed the minor diameter boulder fallen into；
(5) pilot tunnel is backfilled after shield machine is by upper soft lower hard boulder group location, after the completion of backfill, using geology
Radar above pilot tunnel and tunnel main tunnel to being scanned, and to leakiness and there are hole positions to carry out after-teeming slurry, it is ensured that ground peace
Entirely.
The present invention preferably technical solution: the bracing members in the b step of the step (1) include steel bracket ring and Duo Gen work
The steel bracket that word steelframe is set, every I-steel and the steel bracket boxing of steel bracket connect；The steel bracket ring installation for the ring that punches is set
In its immediate non-ring seam crossing that punches of the ring that punches, the steel bracket central shoring that the non-ring that punches is arranged in is located at section of jurisdiction middle, and
Steel bracket ring is close to ring plate or by timber wedge wedging.
The present invention preferably technical solution: the pipe canopy 2.5~3.5m of length to construct in the step c of the step (1), ring
To 45~50cm of spacing, after the completion of construction, slip casting is carried out to pipe canopy；The ring beam that punches uses C35 reinforced concrete structure；It is leading
The stress condition that supporting element is directed to before wide open digging carries out inspection calculation, it is ensured that the stabilization and intensity of its supporting element reach design requirement it
Afterwards, pilot drive is carried out.
The present invention preferably technical solution: it in the Step d of the step (1) before excavation, is set using air pressure gun in vault
Advanced inspecting hole when being confirmed as hard rock, is prevented using benching tunnelling method Blasting Excavation, and during Blasting Excavation for shield machine
Shield, protection body are set on shield machine trolley, 7~10 meters long, thick double using 25~35cm wide, 4~6cm up at the top of section of jurisdiction
Layer plank clogs cotton-wadded quilt between plank, and plank covers rubber skin by section of jurisdiction side, and by plank using reinforcing bar positioning, iron wire is fixed, and
Protection body is attached fixation using I-steel and section of jurisdiction supporting steel frame.
The present invention preferably technical solution: in the Step d of the step (1), for tunneling boring soft soil layer pilot drive,
Its slip casting uses cement~waterglass dual slurry, and range of grouting is the outer 1.5~2.5m of excavation contour line.
The present invention preferably technical solution: 180 ° of the arch of pilot tunnel supporting, range is adopted in the step e of the step (1)
Advance support is carried out with double advanced tubule, preliminary bracing loopful is arranged I-steel, double steel bar mesh sheet, abutment wall and glass is arranged
Fiber bar anchor pole, arch are connected using dowel, and the non-temporary lodging of arch sets lock foot anchor tube；After the completion of pilot tunnel construction, bottom plate is applied
Make the armored concrete of 15~25cm thickness.
The present invention preferably technical solution: the pipe shed support in the step (2) uses hot rolled seamless steel tube, merogenesis 2
~2.5m's, using screwed connection；It is inserted into 3 screw-thread steels in its steel pipe, is triangularly arranged；First segment pipe dingle end is arranged to
Taper, injected hole is opened on steel pipe, and the only slurry section of 0.8~1.2m is arranged in tail end；When pipe canopy is set, adjacent two coupling is used
Different tube coupling combinations are staggered
The present invention preferably technical solution: the slip casting of the pipe shed support in the step (2) uses 1:1 cement single slurry,
Cement uses 42.5 portland cement of PO, slip casting 0.5~1.0Mpa of initial pressure, 1.5~2.0Mpa of termination pressure.
The present invention preferably technical solution: the injecting paste material of its grouting and reinforcing uses cement~water glass in the step (3)
Glass dual slurry, cement use 42.5 portland cement of PO, and the cement slurry ratio of mud (weight ratio) is 1:1, cement slurry: waterglass
Starch volume ratio 1:1,2.5~3.0Mpa of slip casting termination pressure.
The present invention preferably technical solution: the pilot tunnel backfill in the step (5) is specifically that multiple feed intake is arranged on ground
Hole backfills pilot tunnel using C15 plain concrete, after the completion of plain concrete backfill, carries out slip casting backfill, slip casting slurry to pilot tunnel
Liquid uses the cement single slurry of ratio of mud 1:1.
After carrying out consolidation process using processing method of the invention, the boulder for being less than pipe canopy clear spacing can be opened by cutterhead
Mouth enters Tu Cang, is transported by screw machine；After grouting and reinforcing, soil stabilization in front of cutterhead, in the case of normal pressure, can enter Tu Cang and
In front of cutterhead, boulder is fallen to product and is cleared up, operates cutterhead, while reducing cutter heel and toe wear；Shield can be efficiently controlled
Super side of the structure machine in upper soft lower hard place section tunneling process prevents tunnel upper boulder, jackstone from entering in front of cutterhead, guarantees shield
Smoothly driving, achieves good effect.
Detailed description of the invention
Fig. 1 is the ruggedized construction distribution schematic diagram in embodiment；
Fig. 2 is the longitudinally cutting sectional view of Fig. 1；
Fig. 3 is right line geological section schematic diagram in embodiment；
Fig. 4 is left line geological section schematic diagram in embodiment；
Fig. 5 is the section of jurisdiction reinforcing schematic diagram that embodiment middle drift opens hole part；
Fig. 6 is the reinforcing schematic diagram of the adjacent section of jurisdiction of the present embodiment middle drift hole part；
Fig. 7 is the longitudinally cutting schematic cross-section of the present embodiment middle drift；
Fig. 8 is pipe canopy schematic cross-section of the invention.
In figure: 1-shield tunnel, the right line shield tunnel of 1-1-, 1-2-left and right line shield tunnel, 2-pilot tunnels, 2-1-
Pilot tunnel punches mouth, 2-2-pilot tunnel supporting, 2-3-steel bar concrete reinforcement layer, and 3-above hang boulder group, 4-pipe shed support structures,
4-1-pipe boron steel pipe, 4-2-spiral, 5-steel bracket rings, 6-flange beam stands, 7-shield machines, 8-grouting and reinforcings
Layer, 9-shield duct pieces.
Specific embodiment
Present invention will be further explained below with reference to the attached drawings and examples.
Work progress of the invention is further illustrated below with reference to embodiment, specific embodiment is for tabernaemontanus bulrush Hui Chengji
Some region project construction in railway traffic engineering, section start-stop mileage GDK15+025~GDK19+780, left and right line length
It is 1345.7 meters, is originated by launching shaft, is tunneled toward Dongcheng southern station.Right line cutterhead mileage is GDK18+918.3, tunnel arch
31.5 meters of buried depth of top, shield machine also is located under a three floor natural foundation workshops, and complete, severely-weathered scar line of demarcation is located at Tunnel
Body is upper-soft lower-hard ground, and completely decomposed layer includes a large amount of boulders, and geological section is as shown in Figure 3；Left line cutterhead mileage is
GDZK18+913,31.5 meters of tunnel vault buried depth, shield machine is located at below a three floor natural foundation workshops, complete, strong-weathered rock
Face line of demarcation is located at tunnel trunk, is in upper-soft lower-hard ground, and completely decomposed layer includes a large amount of boulders, geological section is as schemed
Shown in 4.Display is surveyed through surface geology benefit, GDK18+918.3~GDK18+849 sections of tunnel front is upper-soft lower-hard ground at present,
And completely decomposed layer includes a large amount of boulders, because site condition limits, can not be pre-processed.
When tunneling 451 ring, a large amount of boulders enter in native storehouse right line, cause cutterhead actively upper three active stirring rod and
A passive stirring rod fracture on bulkhead, and a large amount of boulders are deposited in screw machine soil outlet, cause screw machine that can not be unearthed.Left line
When tunneling 452 ring, a large amount of boulders enter Tu Cang, and during unearthed, screw machine blade wear is serious, and screw machine leading portion
70 centimeters of leaf destructions, cause screw machine that can not be unearthed.
The excessively upper soft lower hard boulder group stratum in shield section, in front of cutterhead a large amount of boulders not mainly from face just before
Side, and from tunnel upper because of the block stone of uneven weathered formation, tunnel vault buried depth is up to 31.5 meters and shield machine top is deposited
In existing building, ground is without the condition of reinforcing.If new vertical shaft is arranged, expropriation of land coordination difficulty is big, and project amount is big, vertical shaft and tunneling
Constructing tunnel is disturbed greatly, and long construction period is at high cost.Place geology where this engineering is from top to bottom successively are as follows: plain fill becomes silted up
Shale silty clay, silty clay, complete, strong, weak weathering migmatitic gneiss.According to water sampling test result, underground water is to coagulation
Soil structure is non-corrosive, non-corrosive to Reinforcing Steel Bar In Reinforced Concrete Structure.
In order to pass through shield machine, reinforced using the reinforcement means in the present invention, as shown in Figure 1,
Excavated between left and right threaded list road 1-1,1-2 parallel pilot tunnel 2 to above tunnel main tunnel use " pipe canopy+slip casting " to boulder section into
Row processing, shown in specific structure Fig. 2 of construction, 2 a part or whole part of pilot tunnel is higher than the top surface of shield tunnel, and pilot tunnel is from upper
Constructed 1 inner wall of shield tunnel of completion of outstanding boulder group shield section rear punches and constructs, and considers that construction safety, tunnel go out
Working space needed for quarrel and slip casting machine, pipe roof construction designs pilot tunnel headroom size 3.5m (width) × 3.5m (height).It is specific
Construction procedure is as follows:
(1) pilot tunnel punches: need to reinforce to stratum when punching in order to avoid pilot tunnel, pilot tunnel is punched position selection complete
Section answers rock section, and according to geological condition and starting well shield machine structure, pilot tunnel is at 20 meters away from the cutterhead rear of right line shield machine 7
Hard rock section punches, the center mileage that punches be 2 portal of GDK18+938.3 pilot tunnel be arranged 7 shield body rear the 8th of right line shield machine, 9,
At 10 rings；Due to considering the factors such as construction in later period equipment, material, dregs transportation and ventilation, the section of jurisdiction cut lengths that punch are
3.8m (width) * 2.8m (height).The specific process of its pilot tunnel construction is as follows:
A. supplement slip casting is carried out for 10 endless tube pieces before and after the place of punching, guarantees that section of jurisdiction is closely knit behind.
B. 4 endless tube piece each to the two sides that punch carries out bracing members reinforcing, and section of jurisdiction bracing members are by steel bracket ring 5 and I-shaped
Steel bracket 6 forms, and the steel bracket ring 5 that the endless tube piece that punches is arranged in is mounted on its immediate non-endless tube piece that punches of the endless tube piece that punches
Seam crossing, the support of steel bracket ring 5 that the non-ring that punches is arranged in are located at section of jurisdiction middle, and flange beam stand 6 includes 4 I40b I-shapeds
Steel, and it is longitudinally connected by 4 I40b I-steel realizations, and if steel bracket ring is installed afterwards, there are gap timber wedge wedges with section of jurisdiction
Tightly；Bracing members reinforce schematic diagram as shown in Fig. 5, Fig. 6.
C. setting-out is carried out to the position that punches, and is identified on section of jurisdiction, away from 50cm outside excavation contour line to section of jurisdiction need to be cut
Construction 108 pipe canopy (t=6mm) of Φ is reinforced, pipe canopy length 3m, circumferential spacing 50cm, after the completion of construction, is carried out to pipe canopy
Slip casting.
D. section of jurisdiction is cut, and applies the ring beam that punches, the ring beam size that punches 45cm (width) × 40cm (thickness), using C35 reinforcing bar
Concrete structure, ring beam concrete strength to be punched reach design 100%, carry out Mining Method excavation after completing stress system conversion
Pilot tunnel.
E. computational check of stress is supported；
1. its title material is Q235, the maximum gauge of member section: 16.50 (mm), design strength: 205.00 (N/
mm2), yield strength: 235.00 (N/mm2)；
2. the entitled I steel composite Π tee section (GB706-88) in section: xh=I40b (model), I-steel 40b
(model), two I-steel web axial line distances [100≤w≤600]: 250 (mm), member height: 4.000 (m), allowable strength peace
Overall coefficient: 1.00, allow safety factor of stability: 1.00；
3. load information: dead load partial safety factor 1.20, mobile load partial safety factor 1.00, mobile load regulation coefficient 1.00 consider certainly
Weight, axial dead load standard value 1300.000 (kN), axial mobile load standard value 0.000 (kN), eccentricity Ex:0.0 (cm), eccentricity
Ey:0.0 (cm),
4. tensile strength: 205.00 (N/mm2), compression strength: 205.00 (N/mm2), bending strength: 205.00 (N/
Mm2), shearing strength: 120.00 (N/mm2), yield strength: 235.00 (N/mm2), density: 785.00 (kg/m3)；
5. stable information
It is bent around X-axis:
Slenderness ratio: λ x=16.67
The classification of axis compression member section (presses compression characteristic): b class
Axial compression integral stability factor:
Minimum safety factor of stability: 2.42
Maximum stability safety coefficient: 2.42
Distance of the corresponding section of minimum safety factor of stability to component top: 4.000 (m)
Distance of the corresponding section of maximum stability safety coefficient to component top: 0.000 (m)
" norm of steel structure " formula (5.1.2-1) is pressed around X-axis most unfavorable combination stable stress
It is bent around Y-axis:
Slenderness ratio: λ y=42.13
The classification of axis compression member section (presses compression characteristic): b class
Axial compression integral stability factor:
Minimum safety factor of stability: 2.20
Maximum stability safety coefficient: 2.20
Distance of the corresponding section of minimum safety factor of stability to component top: 4.000 (m)
Distance of the corresponding section of maximum stability safety coefficient to component top: 0.000 (m)
" norm of steel structure " formula (5.1.2-1) is pressed around X-axis most unfavorable combination stable stress
6. strength information: maximum intensity safety coefficient 2.47, minimum strength safety coefficient 2.47, maximum intensity safety coefficient
Distance 0.000 (m) of the corresponding section to component top, the distance in the corresponding section of minimum strength safety coefficient to component top
4.000 (m), load 1560.77kN, stress axis pressure are calculated, most unfavorable combination strength stress presses " norm of steel structure " formula
(5.1.1-1)
By managing, the stabilization of component is calculated in positive infrastructure software and intensity is met the requirements.
F. pilot drive, tentatively detected according to ground right threaded list road GDK18+918.3~GDK18+849 sections be it is upper it is soft under
Hard boulder group stratum, pilot tunnel terminate mileage and fix tentatively as GDK18+849,90 meters of total length, after specific length is according to pilot drive, lead
Horizontal coring situation determines in hole.To reduce influence of the blast working to molding shield tunnel, hard rock section pilot drive uses platform
Rank method Blasting Excavation, before excavation, it is necessary to the advanced inspecting hole of 3m long be set in vault using air pressure gun, when being confirmed as hard rock, can be carried out
Explosion, 0.5 meter of 5m single cycle drilling depth before punching；And protected for shield machine, protection body is set on shield machine trolley, long
8 meters, up at the top of section of jurisdiction, using the thick double-deck plank of 30cm wide, 5cm, cotton-wadded quilt is clogged between plank, plank covers rubber by section of jurisdiction side
Skin, plank are positioned using 25 reinforcing bar of Φ, and iron wire is fixed, and protection body is attached solid using I18 I-steel and section of jurisdiction supporting steel frame
It is fixed；Tunneling boring soft soil layer pilot tunnel is reinforced using Full-face pouring, and benching tunnelling method excavates, and slip casting uses cement~waterglass biliquid
Slurry, range of grouting are the outer 2m of excavation contour line, and section slip casting enters upper soft lower hard mileage GDK18+924 as starting point using right line.
G. pilot tunnel supporting, pilot tunnel are constructed using shotcrete bolt construction method, and 180 ° of arch range uses the double advanced tubule of Φ 42
(L=3m) advance support is carried out, I18 I-steel, spacing 0.5m, loopful setting is arranged in preliminary bracing loopfulDouble layer bar
Piece, abutment wall setting 22 glass fiber-reinforced polymer anchor pole of Φ (preventing shield driving from influencing pilot tunnel structure safety), arch uses the connection of Φ 22
Muscle connection, the non-temporary lodging of arch set 2 Φ 42 and lock foot anchor tube；After the completion of pilot tunnel construction, it is mixed that bottom plate applies 20cm thickness C30 reinforcing bar
Solidifying soil, reinforces pilot tunnel stable structure, prevents heave；Pilot tunnel supporting construction is as shown in Figure 7.
(2) pipe roof construction: after the completion of pilot drive supporting, from pilot tunnel in applying Φ at 1m above tunnel main tunnel vault
108 pipe canopies and slip casting, after the completion of pipe roof construction, to above Tunnel top and tunnel perimeter carries out grouting and reinforcing；Pipe canopy uses wall
The hot rolled seamless steel tube Φ 108mm of thick 8mm, 2 meters of merogenesis length, 2.5 meters, thread inside and outside pipe canopy, connection use screwed connection；
Tapered, aperture on pipe canopy, aperture is arranged in first segment pipe dingle endSpacing 15cm, quincuncial arrangement, tail end setting
1m only starches section；Pipe canopy is away from 1m above tunnel main tunnel vault, horizontal space 33cm (center spacing), 1 ° of vertical drift angle, to guarantee to dive
Hole drill construction space, level angle take 66 °；3 meters far from tunnel outer profile sideline of pipe canopy bottom；When pipe canopy is set, adjacent two steel pipe
Connector is staggered using different tube coupling combinations.To improve pipe canopy rigidity, as shown in figure 8, being inserted into 3 20 screw threads of Φ in pipe canopy
Steel is triangularly arranged, and slip casting uses 1:1 cement single slurry, and cement uses 42.5 portland cement of PO, and slip casting is initially pressed
0.5~1.0Mpa of power, 1.5~2.0Mpa of termination pressure.
(3) grouting and reinforcing: after the completion of pipe roof construction, using WSS grouting process, to 3 meters, tunnel trunk above Tunnel top
And grouting and reinforcing is carried out outside tunnel outer edge contour line within the scope of 5 meters, it prevents in shield machine tunneling process, tunnel upper and side
The soil body collapses, and causes the depression of earth's surface unstability and building settlement.Its injecting paste material: cement~waterglass dual slurry, cement use P
42.5 portland cement of O, the cement slurry ratio of mud (weight ratio) 1:1, cement slurry: waterglass starches volume ratio 1:1, and slip casting terminates pressure
2.5~3.0Mpa of power.
(4) huge stone handling: because of pipe canopy clear spacing only 22.2cm, pipe canopy and grouting and reinforcing form prop in tunnel perimeter
System, can be effectively controlled super side of the shield machine in upper soft lower hard place section tunneling process, effectively prevent tunnel upper boulder, jackstone into
Enter in front of cutterhead；The boulder maximum gauge fallen from the gap Guan Peng is 22.2cm, and partial size, which is less than 22.2cm boulder, can pass through cutterhead
(30cm) is open into Tu Cang, is transported by screw machine；So shield machine can be passed through after the completion of pilot tunnel and support system are constructed
Cutterhead opening enter cutterhead in front of, cutter head panel is cleared up, cutterhead is operated, in shield tunneling process, it is every driving 30~
50cm opens a position to checking in front of cutterhead, if energy normal pressure opens a position, is crushed in time using hydraulic breaking hammer to boulder.
(5) pilot tunnel backfills: pilot tunnel is backfilled after shield machine is by upper soft lower hard boulder group location, specifically on ground
2 batching holes are set, pilot tunnel is backfilled using C15 plain concrete, after the completion of plain concrete backfill, slip casting is carried out to pilot tunnel
Backfill, slip casting use the cement single slurry of ratio of mud 1:1.After the completion of backfill, using geological radar on pilot tunnel and tunnel main tunnel
Side is scanned, and to leakiness and there are hole positions to carry out after-teeming slurry, it is ensured that ground safety.
It is super in upper soft lower hard place section tunneling process that shield machine can be efficiently controlled using the processing method in the present invention
Side prevents tunnel upper boulder, jackstone from entering in front of cutterhead, guarantees that shield is smoothly tunneled；Boulder layer location is passed through in embodiment
Consolidation process, upper soft lower hard boulder group stratum and under wear housing lots, shield machine can complete the driving of 1.6 meters of 1 ring daily.
The above, only one embodiment of the present of invention, the description thereof is more specific and detailed, but can not therefore manage
Solution is limitation of the scope of the invention.It should be pointed out that for those of ordinary skill in the art, not departing from this hair
Under the premise of bright design, various modifications and improvements can be made, and these are all within the scope of protection of the present invention.Therefore, this hair
It is bright that the scope of protection shall be subject to the appended claims.
Claims (10)
1. a kind of for the method for hanging boulder group consolidation process on shield section, it is characterised in that specifically includes the following steps:
(1) it constructs between shield tunnel side or two shield tunnels and is parallel to the pilot tunnel of shield tunnel, pilot tunnel part or whole
Body is higher than the top surface of shield tunnel, and pilot tunnel is out of, completion has been constructed at the shield section rear of upper outstanding boulder group shield tunnel
Wall, which punches, constructs, and steps are as follows for Specific construction:
A. it determines the position that pilot tunnel punches, the tunneling boring Ying Yan at the shield section rear of boulder group is hanged in the position selection that punches
Section, and supplement slip casting is carried out for 8~12 endless tube pieces before and after the place of punching, guarantee that section of jurisdiction is closely knit behind；
B. bracing members reinforcing is carried out to each 3~5 endless tube piece in the position two sides that punch；
C. setting-out is carried out to the position that punches, and is identified on section of jurisdiction, away from 45~55cm outside excavation contour line to section of jurisdiction need to be cut
Construction pipe shed support is reinforced, and is reinforced and is completed to cut the section of jurisdiction at the position that punches, and applies the ring that punches at the position that punches
Beam excavates pilot tunnel using into Mining Method when the ring beam concrete strength that punches reaches design 100%；
D. pilot tunnel is excavated along the route parallel with shield tunnel to shield direction, wherein hard rock section pilot drive uses step
Method Blasting Excavation, tunneling boring soft soil layer pilot tunnel are reinforced using Full-face pouring, and benching tunnelling method excavates；
E. after the completion of pilot drive, shotcrete bolt construction method constructing pilot tunnel supporting construction is used for pilot tunnel, bottom plate applies 15~
The armored concrete of 25cm thickness；
(2) after the completion of pilot drive supporting, from pilot tunnel in the position of 1~1.5m above tunnel main tunnel vault apply pipe canopy branch
Shield；
(3) after the completion of pipe shed support construction, using WSS grouting process, to 3 meters above Tunnel top, outside tunnel trunk and tunnel
Grouting and reinforcing is carried out within the scope of sideline contour line is 5 meters outer；
(4) after the completion of pilot tunnel and support system are constructed, it can be open and be entered in front of cutterhead by cutter head of shield machine, to cutter head panel
It is cleared up, and in shield tunneling process, 30~50cm of every driving, which opens a position, checks cutterhead front, and uses hydraulic crushing
Hammer is crushed the minor diameter boulder fallen into；
(5) pilot tunnel is backfilled after shield machine is by upper soft lower hard boulder group location, after the completion of backfill, using geological radar
To being scanned above pilot tunnel and tunnel main tunnel, to leakiness and there are hole positions to carry out after-teeming slurry, it is ensured that ground safety.
2. according to claim 1 a kind of for the method for hanging boulder group consolidation process on shield section, it is characterised in that:
Bracing members in the b step of the step (1) include the steel bracket that steel bracket ring and Duo Gen I-steel are set up, and every of steel bracket
I-steel connects with steel bracket boxing；The steel bracket ring that the endless tube piece that punches is arranged in is mounted on its immediate non-of the endless tube piece that punches and opens
Hole endless tube piece seam crossing, the steel bracket central shoring that the non-endless tube piece that punches is arranged in are located at section of jurisdiction middle, and steel bracket ring and section of jurisdiction
It is close to or passes through timber wedge wedging.
3. according to claim 1 a kind of for the method for hanging boulder group consolidation process on shield section, it is characterised in that:
Pipe canopy the length 2.5~3.5m, circumferential 45~50cm of spacing, after the completion of construction, to pipe to construct in the step c of the step (1)
Canopy carries out slip casting；The ring beam that punches uses C35 reinforced concrete structure；Before pilot drive for supporting element stress condition into
Row inspection is calculated, it is ensured that after the stabilization and intensity of its supporting element reach design requirement, carries out pilot drive.
4. according to claim 1 a kind of for the method for hanging boulder group consolidation process on shield section, it is characterised in that:
In the Step d of the step (1) before excavation, advanced inspecting hole is set in vault using air pressure gun, when being confirmed as hard rock, using step
Method Blasting Excavation, and protected during Blasting Excavation for shield machine, protection body is set on shield machine trolley, and long 7
~10 meters, up at the top of section of jurisdiction, using the thick double-deck plank of 25~35cm wide, 4~6cm, cotton-wadded quilt is clogged between plank, plank leans on section of jurisdiction
Side covers rubber skin, and plank is positioned using reinforcing bar, and iron wire is fixed, and by protection body using I-steel and section of jurisdiction supporting steel frame
It is attached fixation.
5. according to claim 1 a kind of for the method for hanging boulder group consolidation process on shield section, it is characterised in that:
In the Step d of the step (1), for tunneling boring soft soil layer pilot drive, slip casting uses cement~waterglass dual slurry,
Range of grouting is the outer 1.5~2.5m of excavation contour line.
6. according to claim 1 a kind of for the method for hanging boulder group consolidation process on shield section, it is characterised in that:
Advance support is carried out using double advanced tubule in 180 ° of the arch of pilot tunnel supporting range in the step e of the step (1), just
Phase supporting loopful is arranged I-steel, double steel bar mesh sheet, abutment wall and glass fiber-reinforced polymer anchor pole is arranged, and arch is connected using dowel,
The non-temporary lodging of arch sets lock foot anchor tube；After the completion of pilot tunnel construction, bottom plate applies the armored concrete of 15~25cm thickness.
7. according to claim 1 a kind of for the method for hanging boulder group consolidation process on shield section, it is characterised in that:
Pipe shed support in the step (2) uses hot rolled seamless steel tube, and merogenesis is 2~2.5m, using screwed connection；In its steel pipe
3 screw-thread steels are inserted into, are triangularly arranged；The setting of first segment pipe dingle end is tapered, and injected hole, tail end setting are opened on steel pipe
The only slurry section of 0.8~1.2m；When pipe canopy is set, adjacent two coupling is staggered using different tube coupling combinations.
8. according to claim 1 a kind of for the method for hanging boulder group consolidation process on shield section, it is characterised in that:
The slip casting of pipe shed support in the step (2) uses 1:1 cement single slurry, and cement uses 42.5 portland cement of PO, note
Starch 0.5~1.0Mpa of initial pressure, 1.5~2.0Mpa of termination pressure.
9. according to claim 1 a kind of for the method for hanging boulder group consolidation process on shield section, it is characterised in that:
The injecting paste material of its grouting and reinforcing uses cement~waterglass dual slurry in the step (3), and cement uses 42.5 silicic acid of PO
Salt cement, the cement slurry ratio of mud (weight ratio) be 1:1, cement slurry: waterglass starch volume ratio 1:1, slip casting termination pressure 2.5~
3.0Mpa。
10. according to claim 1 a kind of for the method for hanging boulder group consolidation process on shield section, feature exists
In: the backfill of pilot tunnel in the step (5) is specifically that multiple batching holes are arranged on ground, using C15 plain concrete to pilot tunnel into
Row backfill after the completion of plain concrete backfill, carries out slip casting backfill to pilot tunnel, grouting serous fluid uses the cement list liquid of ratio of mud 1:1
Slurry.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110578524A (en) * | 2019-08-27 | 2019-12-17 | 中交第二航务工程局有限公司 | Boulder treatment construction method for dense drilling and crushing in shield region |
| CN110924956A (en) * | 2019-12-20 | 2020-03-27 | 中铁隧道局集团有限公司 | Tunnel shield tunneling method containing boulder and bedrock raised stratum |
| CN111173525A (en) * | 2020-03-05 | 2020-05-19 | 西南科技大学 | Supporting device for shield to penetrate building |
| CN111608688A (en) * | 2020-05-27 | 2020-09-01 | 中铁建大桥工程局集团第二工程有限公司 | Method for reinforcing ground of shield underpass building |
| CN114198120A (en) * | 2021-12-14 | 2022-03-18 | 中铁华铁工程设计集团有限公司 | Construction method for treating fault broken zone of shield segment of submarine tunnel |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101566063A (en) * | 2009-06-04 | 2009-10-28 | 上海交通大学 | Method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield |
| CN202866826U (en) * | 2012-10-25 | 2013-04-10 | 中铁二院工程集团有限责任公司 | Shield tunnel working well outer end socket stratum reinforced structure |
| CN104806257A (en) * | 2015-04-27 | 2015-07-29 | 中国水利水电第七工程局有限公司 | Sandy gravel stratum shield construction cap-type ground advance reinforcement structure and sandy gravel stratum shield construction cap-type ground advance reinforcement method |
| JP2015151675A (en) * | 2014-02-10 | 2015-08-24 | 株式会社大林組 | Method of constructing large-cross-section tunnel |
| CN107013219A (en) * | 2016-01-28 | 2017-08-04 | 中铁隧道勘测设计院有限公司 | Shed-pipe Advanced Support isolates the method for boulder group above a kind of shield tunnel |
| CN209444332U (en) * | 2019-01-30 | 2019-09-27 | 中铁十一局集团城市轨道工程有限公司 | A kind of constructing structure reinforced for boulder group outstanding on shield section |
-
2019
- 2019-01-30 CN CN201910088869.9A patent/CN109611103B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101566063A (en) * | 2009-06-04 | 2009-10-28 | 上海交通大学 | Method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield |
| CN202866826U (en) * | 2012-10-25 | 2013-04-10 | 中铁二院工程集团有限责任公司 | Shield tunnel working well outer end socket stratum reinforced structure |
| JP2015151675A (en) * | 2014-02-10 | 2015-08-24 | 株式会社大林組 | Method of constructing large-cross-section tunnel |
| CN104806257A (en) * | 2015-04-27 | 2015-07-29 | 中国水利水电第七工程局有限公司 | Sandy gravel stratum shield construction cap-type ground advance reinforcement structure and sandy gravel stratum shield construction cap-type ground advance reinforcement method |
| CN107013219A (en) * | 2016-01-28 | 2017-08-04 | 中铁隧道勘测设计院有限公司 | Shed-pipe Advanced Support isolates the method for boulder group above a kind of shield tunnel |
| CN209444332U (en) * | 2019-01-30 | 2019-09-27 | 中铁十一局集团城市轨道工程有限公司 | A kind of constructing structure reinforced for boulder group outstanding on shield section |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110578524A (en) * | 2019-08-27 | 2019-12-17 | 中交第二航务工程局有限公司 | Boulder treatment construction method for dense drilling and crushing in shield region |
| CN110924956A (en) * | 2019-12-20 | 2020-03-27 | 中铁隧道局集团有限公司 | Tunnel shield tunneling method containing boulder and bedrock raised stratum |
| CN111173525A (en) * | 2020-03-05 | 2020-05-19 | 西南科技大学 | Supporting device for shield to penetrate building |
| CN111608688A (en) * | 2020-05-27 | 2020-09-01 | 中铁建大桥工程局集团第二工程有限公司 | Method for reinforcing ground of shield underpass building |
| CN111608688B (en) * | 2020-05-27 | 2022-05-17 | 中铁建大桥工程局集团第二工程有限公司 | Method for reinforcing ground of shield underpass building |
| CN114198120A (en) * | 2021-12-14 | 2022-03-18 | 中铁华铁工程设计集团有限公司 | Construction method for treating fault broken zone of shield segment of submarine tunnel |
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| CN109611103B (en) | 2024-01-30 |
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