CN108166981B - Tunnel soft rock large deformation section construction technology - Google Patents
Tunnel soft rock large deformation section construction technology Download PDFInfo
- Publication number
- CN108166981B CN108166981B CN201711495254.5A CN201711495254A CN108166981B CN 108166981 B CN108166981 B CN 108166981B CN 201711495254 A CN201711495254 A CN 201711495254A CN 108166981 B CN108166981 B CN 108166981B
- Authority
- CN
- China
- Prior art keywords
- slip casting
- grouting
- pressure
- hole
- pipe
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000011435 rock Substances 0.000 title claims abstract description 69
- 238000010276 construction Methods 0.000 title claims abstract description 42
- 238000005516 engineering process Methods 0.000 title claims abstract description 7
- 238000007569 slipcasting Methods 0.000 claims abstract description 139
- 239000004567 concrete Substances 0.000 claims abstract description 48
- 238000000034 method Methods 0.000 claims abstract description 48
- 239000011378 shotcrete Substances 0.000 claims abstract description 22
- 239000004744 fabric Substances 0.000 claims abstract description 14
- 238000001514 detection method Methods 0.000 claims abstract description 13
- 238000007789 sealing Methods 0.000 claims abstract description 8
- 238000002627 tracheal intubation Methods 0.000 claims abstract description 8
- 210000005239 tubule Anatomy 0.000 claims abstract description 4
- 239000002002 slurry Substances 0.000 claims description 76
- 229910000831 Steel Inorganic materials 0.000 claims description 75
- 239000010959 steel Substances 0.000 claims description 75
- 238000013461 design Methods 0.000 claims description 63
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 50
- 238000005553 drilling Methods 0.000 claims description 42
- 238000009412 basement excavation Methods 0.000 claims description 28
- 239000007921 spray Substances 0.000 claims description 25
- 238000009434 installation Methods 0.000 claims description 24
- 239000011440 grout Substances 0.000 claims description 18
- 238000012545 processing Methods 0.000 claims description 18
- 238000002347 injection Methods 0.000 claims description 17
- 239000007924 injection Substances 0.000 claims description 17
- 241000208202 Linaceae Species 0.000 claims description 12
- 235000004431 Linum usitatissimum Nutrition 0.000 claims description 12
- 239000004568 cement Substances 0.000 claims description 12
- 239000004927 clay Substances 0.000 claims description 12
- 239000000523 sample Substances 0.000 claims description 12
- 239000010410 layer Substances 0.000 claims description 11
- 231100000241 scar Toxicity 0.000 claims description 11
- 239000000203 mixture Substances 0.000 claims description 10
- 230000002159 abnormal effect Effects 0.000 claims description 9
- 238000002156 mixing Methods 0.000 claims description 9
- 239000004570 mortar (masonry) Substances 0.000 claims description 9
- 238000005507 spraying Methods 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 8
- 230000000903 blocking effect Effects 0.000 claims description 7
- 241000256135 Chironomus thummi Species 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 6
- 238000013213 extrapolation Methods 0.000 claims description 6
- 238000007689 inspection Methods 0.000 claims description 6
- 230000014759 maintenance of location Effects 0.000 claims description 6
- 238000004519 manufacturing process Methods 0.000 claims description 6
- 230000013011 mating Effects 0.000 claims description 6
- 239000011148 porous material Substances 0.000 claims description 6
- 230000001681 protective effect Effects 0.000 claims description 6
- 238000004080 punching Methods 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 238000013459 approach Methods 0.000 claims description 5
- 239000002131 composite material Substances 0.000 claims description 4
- 238000007596 consolidation process Methods 0.000 claims description 4
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 238000010923 batch production Methods 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 239000012141 concentrate Substances 0.000 claims description 3
- 238000012790 confirmation Methods 0.000 claims description 3
- 125000004122 cyclic group Chemical group 0.000 claims description 3
- 230000009977 dual effect Effects 0.000 claims description 3
- 229920002457 flexible plastic Polymers 0.000 claims description 3
- 239000012634 fragment Substances 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 239000011241 protective layer Substances 0.000 claims description 3
- 238000004537 pulping Methods 0.000 claims description 3
- 230000011218 segmentation Effects 0.000 claims description 3
- 238000003756 stirring Methods 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 239000002344 surface layer Substances 0.000 claims description 3
- 238000011161 development Methods 0.000 claims 1
- 230000018109 developmental process Effects 0.000 claims 1
- 230000000149 penetrating effect Effects 0.000 claims 1
- 239000002689 soil Substances 0.000 claims 1
- 238000009955 starching Methods 0.000 claims 1
- 238000009740 moulding (composite fabrication) Methods 0.000 abstract 2
- 238000004904 shortening Methods 0.000 description 4
- 240000007594 Oryza sativa Species 0.000 description 2
- 235000007164 Oryza sativa Nutrition 0.000 description 2
- 229920002472 Starch Polymers 0.000 description 2
- 235000009566 rice Nutrition 0.000 description 2
- 235000019698 starch Nutrition 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000012360 testing method 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
-
- 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
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
-
- 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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
-
- 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
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
-
- 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
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Tunnel soft rock large deformation section construction technology is related to constructing tunnel technique.It mainly solves situations such as current large deformation section construction is easily caused danger and invents.Advance geologic prediction is carried out plus the method for deepening blasthole detection plus method and advance geologic the probing method of geological radar using TSP；The process of pipe canopy is during construction is advanced: cloth hole, pore-forming, intubation, sealing, slip casting；The process of construction advanced tubule is: cloth hole, pore-forming, intubation, sealing, slip casting；Then preliminary bracing is carried out, measure mainly has: hollow bolt, grouting rock bolt, reinforced mesh and steelframe；Last gunite concrete.Advantage is to can guarantee that construction safety and quality, construction period are short.
Description
Technical field:
The present invention relates to constructing tunnel techniques, are specifically related to a kind of construction technology of tunnel soft rock large deformation section.
Background technique:
When deep tunnel passes through soft rock and shear-zone, large deformation is generally produced under the conditions of high-ground stress and rich water.It is this
It is big to become feature are as follows: rock deformation is big, generally can achieve several tens cm, velocity of displacement quickly, if supporting is improper, initial stage branch
Shield will deform, crack, or even landslide.
Mechanism of great distortion is usually divided into two major classes by people:
It (1) is to excavate the stresses re-distribution formed to be more than Surrounding Rock Strength and plasticity variation occurs one of the reason of large deformation.
If it happens slowly just belong to extrusion (just belonging to rock burst if it is immediately occurred).
(2) two the reason of large deformation are certain mineralogical compositions and the water reaction in rock and are expanded.It expands
During the country rock of deformation generally has higher intensity, deformation to occur mainly in tunnel operation when excavating, bottom is normally behaved as
Portion is heaved, and tunnel top and abutment wall keep preferable working condition.
This large deformation harm is huge, has seriously threatened engineering safety, has affected construction quality, has constrained the duration.If
It deals with improperly, easily causes danger.
Summary of the invention:
Technical problem to be solved by the invention is to provide a kind of certifiable construction safety and quality, construction period short tunnel
Road soft rock large deformation section construction technology.
Above-mentioned purpose is achieved in that
One, advance geologic prediction:
Using geophysical prospecting (TSP+ geological radar), Advance Drilling method (advance geologic drills method+intensification blasthole detection)；
TSP: weak, broken formation or Karst Area, forecast distance is 100-120m every time, the front and back lap of splice twice
10m or more；Forecast distance is 120-150m every time in rock mass complete hard rock stratum area, and the lap of splice is not less than 10m；
Geological radar method: geologic radar detection is mainly used for Karst, also can be used for fault belt, weak intercalated layer not
The detection of homogeneous body, every 25m is primary, and a underrange is 30m, front and back lap of splice 5m or more twice；
Advance boreholes: proposed adoption impact drill and revolution coring, short distance physical prospecting forward probe exists abnormal in verifying
Location, bore diameter use 89. active breaking belt forward probe length 80-100m of ф, the lap of splice be not less than 10m, remaining
Location forward probe length is not less than 30m.The lap of splice is not less than 5m twice for front and back.Whether coring is according to different geology for drilling
Condition and detection purpose determine；
Deepen blasthole: i.e. intensification blasthole forward probe obtains geology using path shallow bore hole is bored on tunnel excavation working face
A kind of method of information, each circulation lay 3-20 intensification blasthole when being drilled with blasthole, deepen 3m or more conduct compared with cyclic advance
Exploration hole；
Two, Specific construction scheme:
(1), advanced middle pipe canopy:
Advance support is to guarantee adjoining rock stability, and the major measure of excavation construction safety is the key that guarantee smoothly to excavate work
Sequence, with 5~7 ° of outer limbs, squeezes into steel pipe, slip casting to excavation face front, is formed and is enclosed to side in face of excavating along excavation contour line
The pre support of rock；
Conduit uses 76 mm hot rolled seamless steel tube of specification Φ, wall thickness 6mm, single long 6m；Guan Peng is processed into tip in front end,
Tube body is drilled with slurry hole, aperture 6-8mm, 10~20cm of pitch of holes, quincuncial arrangement, 5 °~7 ° tail end of conduit 0.3 of extrapolation angle
Rice range does not drill, and pipe tail welding 8 mm of φ puts more energy into hoop；
A cloth hole: according to the middle line of the detail design of middle pipe canopy and excavated section, along vault outer contour center elevation and
Offset distance carries out cloth hole setting-out, and to plug in pricker as the spacing of pipe canopy in marking of control；
B pore-forming: erection orientation stand first determines punching direction, position and the elevation angle, using pipe canopy machine pore-forming, boring direction
It is required that straight, it must not be bent and collapse hole, aperture is mating with diameter of steel tube, is not more than 50mm, and hole depth regards pipe canopy length and determines；Steel pipe
It is parallel with tunnel axis to squeeze into arch country rock, steel pipe circumferential direction spacing 40cm to design 5 °~7 ° of the elevation angle；
C intubation: direction and the angle of alignment pore are required when installing middle pipe canopy, is pushed into conduit using pipe canopy machine, and power
It asks pipe dingle end in same profile and protruded length less than 30cm to be advisable；
D sealing: pneumatically placed concrete 10~15cm thickness closes reinforcement around pipe tail；
In an e every dozen complete row after tube shed grouting, excavates arch and apply radial system anchor pole, steel mesh, gunite concrete
It exists side by side steel arch-shelf, after the completion of preliminary bracing, makes next row conduit and slip casting again by design, the lap of splice is greater than 2.0m between every row；
Slip casting:
From bottom to top, slip casting uses single tube or multitube parallel slip casting to grouting sequence, and slurries convert step by step from thin to thick, first dilute
It is dense afterwards, after slip casting is complete, aperture is blocked immediately, prevents slurries from outflowing；
Grouting mode: the slip casting of TBW-250 grouting pump is selected in slip casting；
The drilling of injected hole: construction uses pipe canopy machine drill hole, and when push pipe pays attention to that steel pipe tail portion is protected not to be damaged, so as to
The connection of high-pressure slip-casting pipe, squeezing into country rock length is 6m, and it is welded together with I-steel steelframe；
The installation of Grouting Pipe: in scheduled position, the spindle not less than aperture is wound in the flax silk for speckling with CS clay
Plunger with good screw thread protective cap, then with impact device is driven into pipe the depth of requirement, makes flax silk in tube inserting holes
Plunger and hole wall sufficiently squeeze tightly, then fill aperture with CS clay again；
Be discharged to periphery for water is squeezed, mud jacking sequence are as follows: first infuse no water hole, after be marked with water hole；Small water hole is first infused, infuses flood afterwards
Hole；
Grouting pressure control: grouting pressure is subject to the value that orifice pressure gage is shown, is controlled to adjust by grouting pump, works as pipe
When roadlock power≤0.2MPa, drag losses can be omitted, and are monitored by being pumped, oil pressure is set according to pump pressure and the relationship of oil pressure
Value, it is ensured that slip casting process safety is convenient；
The control of grouting pump amount: pump amount size is determined according to stratum midge rate or water absorption rate or drilling water yield, anhydrous
The method of first pressure injection list liquid cement slurry or clear water can be used to measure the midge rate of drilling in hole；When there is water, according to drilling water outlet
Amount and pump capacity determine pump amount: generally requiring pump amount not less than water yield, but when water yield is greater than the maximum pump discharge of pump, Ying
Under the conditions of mixture ratios for meeting the requirements pump, as far as possible with big pump amount slip casting；
Slip casting terminates using single hole ending standard: grouting pressure is stepped up, and designs final pressure and stable 10min when reaching,
80% of grouting amount not less than design grouting amount is to start to use level pressure slip casting into the 1/4. of slurry speed into slurry speed, when slip casting pressure
When power reaches or approaches design final pressure value, terminate slip casting, and when grouting pressure is close to or up to the 80% of design final pressure, as occurred
The spillage of snare can terminate slip casting after interval slip casting；
The processing of slip casting abnormal phenomenon:
Grout leaking phenomenon occurs for a, i.e., when slurry is flowed out from other holes, using more pump slip castings simultaneously or blocking grout leaking hole
Slip casting；
B slurry pressure increases suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amount is very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, when shortening gel
Between, a small amount of low-pressure slip castings or intermittent slip casting are carried out, slurries is made to have relative retention time in crack, so as to gel, but is stopped
Gel time of the time no more than mixing slurry is stayed, is just avoided that generation slip casting is not full；
(2), advanced tubule:
Along excavation contour line, with 10~15 ° of outer limbs, steel pipe, slip casting is squeezed into excavation face front, is formed to excavation face
The pre support of front country rock；
Conduit uses 42 mm hot rolled seamless steel tube of specification Φ, wall thickness 3.5mm, single long 3.5m -4.0m, and catheter proximal end adds
Work is at tip, and tube body, which is drilled with, starches hole, aperture 6-8mm, 10~20cm of pitch of holes, quincuncial arrangement, and 10 °~15 ° of extrapolation angle
0.3 meter of range of tail end of conduit does not drill；
Conduit is inserted into after being drilled using air pressure gun, manually or mechanically external force is driven into or just heads into；
Construction process:
A cloth hole: according to the middle line of the detail design of ductule and excavated section, along vault outer contour center elevation and
Offset distance carries out cloth hole setting-out, and to plug in pricker as the spacing of marking of control ductule；
B pore-forming: erection orientation stand first determines punching direction, position and the elevation angle, using drilling jumbo pore-forming, drilling side
It is straight to requiring, it must not be bent and collapse hole, aperture is mating with diameter of steel tube, is not more than 50mm, and hole depth regards ductule length and determines；
Steel pipe is parallel with tunnel axis to squeeze into arch country rock, steel pipe circumferential direction spacing 40cm to design 10 °~15 ° of the elevation angle；
C intubation: direction and the angle of alignment pore are required when installing ductule, pushes away drilling jumbo by conduit when necessary
Enter；
D sealing: pneumatically placed concrete 10~15cm thickness closes reinforcement around pipe tail；
After e every dozen complete row grouting with small pipe, excavates arch and apply radial system anchor pole, steel mesh, gunite concrete
It exists side by side steel arch-shelf, after the completion of preliminary bracing, makes next row conduit and slip casting again by design, the lap of splice is greater than 1.0m between every row；
Slip casting:
From bottom to top, slip casting uses single tube or multitube parallel slip casting to grouting sequence；Slurries convert step by step from thin to thick, first dilute
It is dense afterwards, after slip casting is complete, aperture is blocked immediately, prevents slurries from outflowing；
Grouting mode: the slip casting of TBW-250 grouting pump is selected in slip casting, considers that single-pipe grouting amount is smaller, using aperture mixer
Pressure injection of complete opening；
Slurries preparation: cement slurry uses cement paste blender pulping, and is stored with special slurry storing tube；
The drilling of injected hole: construction is drilled using air rock drill, dedicated to head into, and when push pipe pays attention to protection steel pipe tail
Portion is not damaged, and to connect with high-pressure slip-casting pipe, squeezing into country rock length is 3.5m -4m, and it is welded with I-steel steelframe
Together；
The installation of Grouting Pipe: with holes using pipe shaft, one end is that the steel floral tube of tip makees Grouting Pipe；
The installation method of Grouting Pipe is: in scheduled position, being wound in the flax silk for speckling with CS clay not less than aperture
Spindle plunger；In tube inserting holes, with good screw thread protective cap, then with impact device pipe is driven into the depth of requirement,
Squeeze flax silk plunger and hole wall sufficiently tightly；Then aperture is filled with CS clay again；
Be discharged to periphery for water is squeezed, mud jacking sequence are as follows: first infuse no water hole, after be marked with water hole；Small water hole is first infused, infuses flood afterwards
Hole；
Grouting pressure control: grouting pressure is subject to the value that orifice pressure gage is shown, is controlled to adjust by grouting pump, works as pipe
When roadlock power≤0.2MPa, drag losses can be omitted, and are monitored by being pumped, oil pressure is set according to pump pressure and the relationship of oil pressure
Value, it is ensured that slip casting process safety is convenient；
Slip casting ending standard: under normal circumstances, using level pressure slip casting；When grouting pressure reaches or approaches design final pressure value
When, terminate slip casting；And the 80% of final pressure is designed when grouting pressure is close to or up to, such as there is the spillage of snare, through interval slip casting
Afterwards, slip casting can be terminated；
The processing of slip casting abnormal phenomenon:
Grout leaking phenomenon occurs for a, i.e., when slurry is flowed out from other holes, using more pump slip castings simultaneously or blocking grout leaking hole
Slip casting；
B slurry pressure increases suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amount is very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, when shortening gel
Between, a small amount of low-pressure slip castings or intermittent slip casting are carried out, slurries is made to have relative retention time in crack, so as to gel, but is stopped
Gel time of the time no more than mixing slurry is stayed, is just avoided that generation slip casting is not full；
(3), preliminary bracing:
System supporting measure mainly has: gunite concrete, hollow bolt, grouting rock bolt, reinforced mesh and steelframe are temporarily faced upward
Arch, false stull；After tunnel excavation, the concrete of 3~5cm thickness is just sprayed immediately first；It finishes to muck removal and is applied again by design requirement
Make anchor, net, bracing members combined supporting, and gunite concrete is to design thickness；
Mortar anchor constructing method:
It is drilled using air rock drill, anchor pole hole location is vertical with scar, and design hole location deviation ± 150mm, drilling depth
Allowable error ± 50mm；With aggregate chips in high-pressure blast cleaning hole after drilling, then anchor pole is installed, intubating length is not less than design length
The 95% of degree；After using high-pressure blast borehole cleaning after pore-forming, first by 4~5mm of internal diameter, the same anchor pole of flexible plastic exhaust pipe of 1~1.5mm of wall thickness
It is sent into and is drilled to bottom hole together, and stay the excess length of 0.5m or so outside hole, Grouting Pipe is then fixed on orifice position, and
Anchor pole aperture is blocked, after confirmation exhaust pipe is unimpeded, using dual exhaust method slip casting, until comb gas is not vented or overflows thin pulp
When stop, extract exhaust pipe, after mortar reaches intensity install backing plate tightening nuts；
Hollow grouting anchor construction method:
A drilling:
Hollow bolt boring method is the same as grouting rock bolt boring method；
B anchor pole is installed:
Drilling finishes, and before installing anchor pole, first cleans aggregate chips in bolthole with high-pressure blast, then hollow bolt is inserted into anchor pole
Hole, anchor pole insertion depth should meet design code, the exposed 10~20cm of anchor pole, in order to connect with pneumatic mortar machine grout outlet；
C mud jacking:
Before mud jacking, the dedicated stop grouting plug of anchor pole is pre-installed at bolthole, when mud jacking, anchor pole head is connect with slip casting machine grout outlet, is opened
Beginning mud jacking；After cement slurry pressure is full in hole, stop grouting plug is held out against immediately, prevents slurries from flowing out；
The installation of d backing plate:
Mud jacking finishes, after nominal strength to be achieved, start install anchor pole special backing plate, tightening nuts, backing plate should ensure that with
Branch mask scar is closely connected；
(4), screwing steel bars net；
(5), bracing members are constructed:
Steelframe support uses profile steel frame and 2 kinds of grillage；
For bracing members as rigid arch, the stiffness and strength of support are big, can make temporary support and individually bear biggish enclose
Rock pressure power, the occasion for needing to carry immediately in weak broken wall rock use；
Bracing members processing and fabricating:
Bracing members press design size welding production, and when production guarantees that the radian of every section and size meet design requirement, root
According to design size on steel arch-shelf forming mill first examination processing 1-2 piece, adjustment jack examines steel arch-shelf radius satisfaction to set when processing
After meter requires, jack is fixed, batch production processing is carried out；
The bracing members that clod wash is completed, on-site consolidation is carried out on the spot on the terrace of setting-out, connecting plate is welded at every section both ends, section
It is connected with securely between point by connecting plate, guarantees that steel arch-shelf is non-warping, size meets design requirement；
Bracing members installation:
Steelframe is installed by design requirement, and installation tolerance should meet code requirement, and lock foot anchor tube (bar) is utilized after installation
Positioning；When backbreaking larger, hogback spray fill out with first branch peer concrete so that supporting is closely connected with country rock, deformation controlling for rock surrounding gateways into
One step develops, longitudinally connected securely with connection steel bar rod between two rows of steelframes, to form whole force structure；
(6), gunite concrete:
Construction method:
The loosening stone of scar is cleared up before injection, and embedded jetting thickness control mark nail, every 1~2m set one
Root；Concrete concentrates mix with concrete spraying station, mixes and stirs material using concrete special conveying and is transported to setting；
Spray at the beginning of construction of shotcrete point and spray secondary progress again, be just sprayed on excavations (or partial excavation) after the completion immediately into
Row, to close scar as early as possible, prevents surface layer peeling；Multiple pneumatically placed concrete carries out after the installation of anchor pole, linked network and steelframe, is formed as early as possible
Composite Supporting System, to inhibit surrouding rock deformation；It is sprayed and is put down with concrete between steelframe, protective layer cannot be less than 4cm；
Mixture will be with mixing with spray, and feed is continuous；Spraying operation segmentation, fragment, layering, from bottom to top successively carry out；Point
When layer injection, later layer should carry out after previous layer concrete final set, if 1h row injection again after final set, needs first to clean spray with geomantic omen
Level；Spraying machine wind pressure of work is stablized, and spray head is maintained within the scope of 0.6~1.5 meter at a distance from by spray plane, and the angle of injection is most
Good to keep vertical with by spray plane, sprinkler operational should continuously move in a circle, and form helical form, gunite concrete final set
Subsequent cycle operation can be carried out after 3h.
The invention has the advantages that this construction technology mainly uses advance support, advance geologic prediction, advance reinforcement；Supporting
Measure in place, quick closure in place, technical measures carry out overall control country rock large deformation in place etc. for lining cutting follow-up.It should be into construction
Row advance geologic prediction tests crustal stress, judges whether there is large deformation according to monitoring data, and according to deformation size and
Actual conditions take following working measure: it is big to forecast that means are established by advanced predictions such as horizontal protruded drill hole, detecting earth stress
Deformation Prediction system；Using anchor, note, spray integrated surrounding rock consolidation support system；Immediate support after excavation lays work using loopful
Word steelframe, makes full use of self；Preliminary bracing anchor pole uses hollow grouting anchor, when necessary using lengthening anchor pole；
Increase preliminary bracing deformation allowance, improve secondary liner structure intensity, using reinforcement composite lining structure.It can guarantee construction
Safety and quality, construction period are short.
Specific embodiment:
One, advance geologic prediction:
Using geophysical prospecting (TSP+ geological radar), Advance Drilling method (advance geologic drills method+intensification blasthole detection)；
TSP: weak, broken formation or Karst Area, forecast distance is 100-120m every time, the front and back lap of splice twice
10m or more；Forecast distance is 120-150m every time in rock mass complete hard rock stratum area, and the lap of splice is not less than 10m；
Geological radar method: geologic radar detection is mainly used for Karst, also can be used for fault belt, weak intercalated layer not
The detection of homogeneous body, every 25m is primary, and a underrange is 30m, front and back lap of splice 5m or more twice；
Advance boreholes: proposed adoption impact drill and revolution coring, short distance physical prospecting forward probe exists abnormal in verifying
Location, bore diameter use 89. active breaking belt forward probe length 80-100m of ф, the lap of splice be not less than 10m, remaining
Location forward probe length is not less than 30m.The lap of splice is not less than 5m twice for front and back.Whether coring is according to different geology for drilling
Condition and detection purpose determine；
Deepen blasthole: i.e. intensification blasthole forward probe obtains geology using path shallow bore hole is bored on tunnel excavation working face
A kind of method of information, each circulation lay 3-20 intensification blasthole when being drilled with blasthole, deepen 3m or more conduct compared with cyclic advance
Exploration hole；
Two, Specific construction scheme:
(1), advanced middle pipe canopy:
Advance support is to guarantee adjoining rock stability, and the major measure of excavation construction safety is the key that guarantee smoothly to excavate work
Sequence, with 5~7 ° of outer limbs, squeezes into steel pipe, slip casting to excavation face front, is formed and is enclosed to side in face of excavating along excavation contour line
The pre support of rock；
Conduit uses 76 mm hot rolled seamless steel tube of specification Φ, wall thickness 6mm, single long 6m；Guan Peng is processed into tip in front end,
Tube body is drilled with slurry hole, aperture 6-8mm, 10~20cm of pitch of holes, quincuncial arrangement, 5 °~7 ° tail end of conduit 0.3 of extrapolation angle
Rice range does not drill, and pipe tail welding 8 mm of φ puts more energy into hoop；
A cloth hole: according to the middle line of the detail design of middle pipe canopy and excavated section, along vault outer contour center elevation and
Offset distance carries out cloth hole setting-out, and to plug in pricker as the spacing of pipe canopy in marking of control；
B pore-forming: erection orientation stand first determines punching direction, position and the elevation angle, using pipe canopy machine pore-forming, boring direction
It is required that straight, it must not be bent and collapse hole, aperture is mating with diameter of steel tube, is not more than 50mm, and hole depth regards pipe canopy length and determines；Steel pipe
It is parallel with tunnel axis to squeeze into arch country rock, steel pipe circumferential direction spacing 40cm to design 5 °~7 ° of the elevation angle；
C intubation: direction and the angle of alignment pore are required when installing middle pipe canopy, is pushed into conduit using pipe canopy machine, and power
It asks pipe dingle end in same profile and protruded length less than 30cm to be advisable；
D sealing: pneumatically placed concrete 10~15cm thickness closes reinforcement around pipe tail；
In an e every dozen complete row after tube shed grouting, excavates arch and apply radial system anchor pole, steel mesh, gunite concrete
It exists side by side steel arch-shelf, after the completion of preliminary bracing, makes next row conduit and slip casting again by design, the lap of splice is greater than 2.0m between every row；
Slip casting:
From bottom to top, slip casting uses single tube or multitube parallel slip casting to grouting sequence, and slurries convert step by step from thin to thick, first dilute
It is dense afterwards, after slip casting is complete, aperture is blocked immediately, prevents slurries from outflowing；
Grouting mode: the slip casting of TBW-250 grouting pump is selected in slip casting；
The drilling of injected hole: construction uses pipe canopy machine drill hole, and when push pipe pays attention to that steel pipe tail portion is protected not to be damaged, so as to
The connection of high-pressure slip-casting pipe, squeezing into country rock length is 6m, and it is welded together with I-steel steelframe；
The installation of Grouting Pipe: in scheduled position, the spindle not less than aperture is wound in the flax silk for speckling with CS clay
Plunger with good screw thread protective cap, then with impact device is driven into pipe the depth of requirement, makes flax silk in tube inserting holes
Plunger and hole wall sufficiently squeeze tightly, then fill aperture with CS clay again；
Be discharged to periphery for water is squeezed, mud jacking sequence are as follows: first infuse no water hole, after be marked with water hole；Small water hole is first infused, infuses flood afterwards
Hole；
Grouting pressure control: grouting pressure is subject to the value that orifice pressure gage is shown, is controlled to adjust by grouting pump, works as pipe
When roadlock power≤0.2MPa, drag losses can be omitted, and are monitored by being pumped, oil pressure is set according to pump pressure and the relationship of oil pressure
Value, it is ensured that slip casting process safety is convenient；
The control of grouting pump amount: pump amount size is determined according to stratum midge rate or water absorption rate or drilling water yield, anhydrous
The method of first pressure injection list liquid cement slurry or clear water can be used to measure the midge rate of drilling in hole；When there is water, according to drilling water outlet
Amount and pump capacity determine pump amount: generally requiring pump amount not less than water yield, but when water yield is greater than the maximum pump discharge of pump, Ying
Under the conditions of mixture ratios for meeting the requirements pump, as far as possible with big pump amount slip casting；
Slip casting terminates using single hole ending standard: grouting pressure is stepped up, and designs final pressure and stable 10min when reaching,
80% of grouting amount not less than design grouting amount is to start to use level pressure slip casting into the 1/4. of slurry speed into slurry speed, when slip casting pressure
When power reaches or approaches design final pressure value, terminate slip casting, and when grouting pressure is close to or up to the 80% of design final pressure, as occurred
The spillage of snare can terminate slip casting after interval slip casting；
The processing of slip casting abnormal phenomenon:
Grout leaking phenomenon occurs for a, i.e., when slurry is flowed out from other holes, using more pump slip castings simultaneously or blocking grout leaking hole
Slip casting；
B slurry pressure increases suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amount is very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, when shortening gel
Between, a small amount of low-pressure slip castings or intermittent slip casting are carried out, slurries is made to have relative retention time in crack, so as to gel, but is stopped
Gel time of the time no more than mixing slurry is stayed, is just avoided that generation slip casting is not full；
(2), advanced tubule:
Along excavation contour line, with 10~15 ° of outer limbs, steel pipe, slip casting is squeezed into excavation face front, is formed to excavation face
The pre support of front country rock；
Conduit uses 42 mm hot rolled seamless steel tube of specification Φ, wall thickness 3.5mm, single long 3.5m -4.0m, and catheter proximal end adds
Work is at tip, and tube body, which is drilled with, starches hole, aperture 6-8mm, 10~20cm of pitch of holes, quincuncial arrangement, and 10 °~15 ° of extrapolation angle
0.3 meter of range of tail end of conduit does not drill；
Conduit is inserted into after being drilled using air pressure gun, manually or mechanically external force is driven into or just heads into；
Construction process:
A cloth hole: according to the middle line of the detail design of ductule and excavated section, along vault outer contour center elevation and
Offset distance carries out cloth hole setting-out, and to plug in pricker as the spacing of marking of control ductule；
B pore-forming: erection orientation stand first determines punching direction, position and the elevation angle, using drilling jumbo pore-forming, drilling side
It is straight to requiring, it must not be bent and collapse hole, aperture is mating with diameter of steel tube, is not more than 50mm, and hole depth regards ductule length and determines；
Steel pipe is parallel with tunnel axis to squeeze into arch country rock, steel pipe circumferential direction spacing 40cm to design 10 °~15 ° of the elevation angle；
C intubation: direction and the angle of alignment pore are required when installing ductule, pushes away drilling jumbo by conduit when necessary
Enter；
D sealing: pneumatically placed concrete 10~15cm thickness closes reinforcement around pipe tail；
After e every dozen complete row grouting with small pipe, excavates arch and apply radial system anchor pole, steel mesh, gunite concrete
It exists side by side steel arch-shelf, after the completion of preliminary bracing, makes next row conduit and slip casting again by design, the lap of splice is greater than 1.0m between every row；
Slip casting:
From bottom to top, slip casting uses single tube or multitube parallel slip casting to grouting sequence；Slurries convert step by step from thin to thick, first dilute
It is dense afterwards, after slip casting is complete, aperture is blocked immediately, prevents slurries from outflowing；
Grouting mode: the slip casting of TBW-250 grouting pump is selected in slip casting, considers that single-pipe grouting amount is smaller, using aperture mixer
Pressure injection of complete opening；
Slurries preparation: cement slurry uses cement paste blender pulping, and is stored with special slurry storing tube；
The drilling of injected hole: construction is drilled using air rock drill, dedicated to head into, and when push pipe pays attention to protection steel pipe tail
Portion is not damaged, and to connect with high-pressure slip-casting pipe, squeezing into country rock length is 3.5m -4m, and it is welded with I-steel steelframe
Together；
The installation of Grouting Pipe: with holes using pipe shaft, one end is that the steel floral tube of tip makees Grouting Pipe；
The installation method of Grouting Pipe is: in scheduled position, being wound in the flax silk for speckling with CS clay not less than aperture
Spindle plunger；In tube inserting holes, with good screw thread protective cap, then with impact device pipe is driven into the depth of requirement,
Squeeze flax silk plunger and hole wall sufficiently tightly；Then aperture is filled with CS clay again；
Be discharged to periphery for water is squeezed, mud jacking sequence are as follows: first infuse no water hole, after be marked with water hole；Small water hole is first infused, infuses flood afterwards
Hole；
Grouting pressure control: grouting pressure is subject to the value that orifice pressure gage is shown, is controlled to adjust by grouting pump, works as pipe
When roadlock power≤0.2MPa, drag losses can be omitted, and are monitored by being pumped, oil pressure is set according to pump pressure and the relationship of oil pressure
Value, it is ensured that slip casting process safety is convenient；
Slip casting ending standard: under normal circumstances, using level pressure slip casting；When grouting pressure reaches or approaches design final pressure value
When, terminate slip casting；And the 80% of final pressure is designed when grouting pressure is close to or up to, such as there is the spillage of snare, through interval slip casting
Afterwards, slip casting can be terminated；
The processing of slip casting abnormal phenomenon:
Grout leaking phenomenon occurs for a, i.e., when slurry is flowed out from other holes, using more pump slip castings simultaneously or blocking grout leaking hole
Slip casting；
B slurry pressure increases suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amount is very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, when shortening gel
Between, a small amount of low-pressure slip castings or intermittent slip casting are carried out, slurries is made to have relative retention time in crack, so as to gel, but is stopped
Gel time of the time no more than mixing slurry is stayed, is just avoided that generation slip casting is not full；
(3), preliminary bracing:
System supporting measure mainly has: gunite concrete, hollow bolt, grouting rock bolt, reinforced mesh and steelframe；It opens in tunnel
After digging, the concrete of 3~5cm thickness is just sprayed immediately first；It is finished to muck removal and applies anchor, net, bracing members joint by design requirement again
Supporting, and gunite concrete is to design thickness；
Mortar anchor constructing method:
It is drilled using air rock drill, anchor pole hole location is vertical with scar, and design hole location deviation ± 150mm, drilling depth
Allowable error ± 50mm；With aggregate chips in high-pressure blast cleaning hole after drilling, then anchor pole is installed, intubating length is not less than design length
The 95% of degree；After using high-pressure blast borehole cleaning after pore-forming, first by 4~5mm of internal diameter, the same anchor pole of flexible plastic exhaust pipe of 1~1.5mm of wall thickness
It is sent into and is drilled to bottom hole together, and stay the excess length of 0.5m or so outside hole, Grouting Pipe is then fixed on orifice position, and
Anchor pole aperture is blocked, after confirmation exhaust pipe is unimpeded, using dual exhaust method slip casting, until comb gas is not vented or overflows thin pulp
When stop, extract exhaust pipe, after mortar reaches intensity install backing plate tightening nuts；
Hollow grouting anchor construction method:
A drilling:
Hollow bolt boring method is the same as grouting rock bolt boring method；
B anchor pole is installed:
Drilling finishes, and before installing anchor pole, first cleans aggregate chips in bolthole with high-pressure blast, then hollow bolt is inserted into anchor pole
Hole, anchor pole insertion depth should meet design code, the exposed 10~20cm of anchor pole, in order to connect with pneumatic mortar machine grout outlet；
C mud jacking:
Before mud jacking, the dedicated stop grouting plug of anchor pole is pre-installed at bolthole, when mud jacking, anchor pole head is connect with slip casting machine grout outlet, is opened
Beginning mud jacking；After cement slurry pressure is full in hole, stop grouting plug is held out against immediately, prevents slurries from flowing out；
The installation of d backing plate:
Mud jacking finishes, after nominal strength to be achieved, start install anchor pole special backing plate, tightening nuts, backing plate should ensure that with
Branch mask scar is closely connected；
(4), screwing steel bars net；
(5), bracing members are constructed:
Steelframe support uses profile steel frame and 2 kinds of grillage；
For bracing members as rigid arch, the stiffness and strength of support are big, can make temporary support and individually bear biggish enclose
Rock pressure power, the occasion for needing to carry immediately in weak broken wall rock use；
Bracing members processing and fabricating:
Bracing members press design size welding production, and when production guarantees that the radian of every section and size meet design requirement, root
According to design size on steel arch-shelf forming mill first examination processing 1-2 piece, adjustment jack examines steel arch-shelf radius satisfaction to set when processing
After meter requires, jack is fixed, batch production processing is carried out；
The bracing members that clod wash is completed, on-site consolidation is carried out on the spot on the terrace of setting-out, connecting plate is welded at every section both ends, section
It is connected with securely between point by connecting plate, guarantees that steel arch-shelf is non-warping, size meets design requirement；
Bracing members installation:
Steelframe is installed by design requirement, and installation tolerance should meet code requirement, and lock foot anchor tube (bar) is utilized after installation
Positioning；When backbreaking larger, hogback spray fill out with first branch peer concrete so that supporting is closely connected with country rock, deformation controlling for rock surrounding gateways into
One step develops, longitudinally connected securely with connection steel bar rod between two rows of steelframes, to form whole force structure；
(6), gunite concrete:
Construction method:
The loosening stone of scar is cleared up before injection, and embedded jetting thickness control mark nail, every 1~2m set one
Root；Concrete concentrates mix with concrete spraying station, mixes and stirs material using concrete special conveying and is transported to setting；
Spray at the beginning of construction of shotcrete point and spray secondary progress again, be just sprayed on excavations (or partial excavation) after the completion immediately into
Row, to close scar as early as possible, prevents surface layer peeling；Multiple pneumatically placed concrete carries out after the installation of anchor pole, linked network and steelframe, is formed as early as possible
Composite Supporting System, to inhibit surrouding rock deformation；It is sprayed and is put down with concrete between steelframe, protective layer cannot be less than 4cm；
Mixture will be with mixing with spray, and feed is continuous；Spraying operation segmentation, fragment, layering, from bottom to top successively carry out；Point
When layer injection, later layer should carry out after previous layer concrete final set, if 1h row injection again after final set, needs first to clean spray with geomantic omen
Level；Spraying machine wind pressure of work is stablized, and spray head is maintained within the scope of 0.6~1.5 meter at a distance from by spray plane, and the angle of injection is most
Good to keep vertical with by spray plane, sprinkler operational should continuously move in a circle, and form helical form, gunite concrete final set
Subsequent cycle operation can be carried out after 3h.
Claims (1)
1. tunnel soft rock large deformation section construction technology, it is characterized in that:
One, advance geologic prediction:
Using geophysical prospecting and advance geologic probing method+intensification blasthole detection Advance Drilling method of TSP+ geological radar；
TSP: weak, broken formation or Karst Area, forecast distance is 100-120m every time, front and back lap of splice 10m twice
More than；Forecast distance is 120-150m every time in rock mass complete hard rock stratum area, and the lap of splice is not less than 10m；
Geological radar method: geologic radar detection is mainly used for Karst, and it is uneven also to can be used for fault belt, weak intercalated layer
The detection of body, every 25m is primary, and a underrange is 30m, front and back lap of splice 5m or more twice；
Advance boreholes: proposed adoption impact drill and revolution coring, there is abnormal ground in short distance physical prospecting forward probe in verifying
Section, bore diameter use 89. active breaking belt forward probe length 80-100m of ф, and the lap of splice is not less than 10m, remaining location
Forward probe length is not less than 30m, and the lap of splice is not less than 5m twice for front and back, and whether coring is according to different geological conditions for drilling
It is determined with detection purpose；
Deepen blasthole: i.e. intensification blasthole forward probe obtains geological information using path shallow bore hole is bored on tunnel excavation working face
A kind of method, each circulation lays 3-20 intensifications blasthole when being drilled with blasthole, deepens 3m or more compared with cyclic advance and be used as to detect
Hole；
Two, Specific construction scheme:
(1), advanced middle pipe canopy:
Advance support is to guarantee adjoining rock stability, and the major measure of excavation construction safety is the critical process for guaranteeing smoothly to excavate, edge
Excavation contour line, with 5~7 ° of outer limbs, to excavation face in front of squeeze into steel pipe, slip casting, formed to the pre- of country rock square in face of excavating
Supporting；
Conduit uses specification Φ 76mm hot rolled seamless steel tube, wall thickness 6mm, single long 6m；Guan Peng is processed into front end tip, and tube body bores
If starching hole thoroughly, aperture 6-8mm, 10~20cm of pitch of holes, quincuncial arrangement, extrapolation angle 5 °~7 ° tail end of conduit, 0.3 meter of range
It does not drill, pipe tail welding φ 8mm puts more energy into hoop；
A cloth hole: according to the middle line of the detail design of middle pipe canopy and excavated section, along vault outer contour center elevation and offset distance into
Row cloth hole setting-out, and to plug in pricker as the spacing of pipe canopy in marking of control；
B pore-forming: erection orientation stand first determines punching direction, position and the elevation angle, using pipe canopy machine pore-forming, boring direction requirement
It is straight, it must not be bent and collapse hole, aperture is mating with diameter of steel tube, is not more than 50mm, and hole depth regards pipe canopy length and determines；Steel pipe and tunnel
Road axis squeezes into arch country rock, steel pipe circumferential direction spacing 40cm in parallel to design 5 °~7 ° of the elevation angle；
C intubation: direction and the angle of alignment pore are required when installing middle pipe canopy, is pushed into conduit using pipe canopy machine, and make every effort to pipe
Dingle end is in same profile and protruded length less than 30cm to be advisable；
D sealing: pneumatically placed concrete 10~15cm thickness closes reinforcement around pipe tail；
In an e every dozen complete row after tube shed grouting, excavates arch and apply radial system anchor pole, steel mesh, gunite concrete and exist side by side
Steel arch-shelf after the completion of preliminary bracing, makes next row conduit and slip casting by design, the lap of splice is greater than 2.0m between every row again；
Slip casting:
From bottom to top, slip casting uses single tube or multitube parallel slip casting to grouting sequence, and slurries convert step by step from thin to thick, after first dilute
It is dense, after slip casting is complete, aperture is blocked immediately, prevents slurries from outflowing；
Grouting mode: the slip casting of TBW-250 grouting pump is selected in slip casting；
The drilling of injected hole: construction uses pipe canopy machine drill hole, and when push pipe pays attention to that steel pipe tail portion is protected not to be damaged, so as to high pressure
Grouting Pipe connection, squeezing into country rock length is 6m, and it is welded together with I-steel steelframe；
The installation of Grouting Pipe: in scheduled position, being wound in the spindle plunger not less than aperture with the flax silk for speckling with CS clay,
In tube inserting holes, with good screw thread protective cap, then with impact device pipe is driven into the depth of requirement, make flax silk plunger with
Hole wall sufficiently squeezes tightly, then fills aperture with CS clay again；
Be discharged to periphery for water is squeezed, mud jacking sequence are as follows: first infuse no water hole, after be marked with water hole；Small water hole is first infused, infuses big water hole afterwards；
Grouting pressure control: grouting pressure is subject to the value that orifice pressure gage show, is controlled to adjust by grouting pump, when pipeline resistance
When power≤0.2MPa, drag losses are omitted, and are monitored by being pumped, oil pressure value is set according to pump pressure and the relationship of oil pressure, it is ensured that
Slip casting process safety is convenient；
The control of grouting pump amount: pump amount size is determined according to stratum midge rate or water absorption rate or drilling water yield, is adopted in no water hole
The midge rate of drilling is measured with the method for first pressure injection list liquid cement slurry or clear water；When there is water, according to drilling water yield and pump
Ability determines pump amount: it is required that pump amount is not less than water yield, but when water yield is greater than the maximum pump discharge of pump, should want meeting pump
Under the conditions of mixture ratios asked, as far as possible with big pump amount slip casting；
Slip casting terminates using single hole ending standard: grouting pressure is stepped up, and designs final pressure and stable 10min, slip casting when reaching
80% of amount not less than design grouting amount is to start to use level pressure slip casting into the 1/4. of slurry speed into slurry speed, works as grouting pressure
When reaching or approaching design final pressure value, terminate slip casting, and when grouting pressure is close to or up to the 80% of design final pressure, as enclosed
The spillage of set terminates slip casting after interval slip casting；
The processing of slip casting abnormal phenomenon:
Grout leaking phenomenon occurs for a, i.e., when slurry is flowed out from other holes, using more pump slip castings simultaneously or blocking grout leaking hole slip casting；
B slurry pressure increases suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amount is very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, shortens gel time, into
Row a small amount of low-pressure slip castings or intermittent slip casting, make slurries have relative retention time in crack, so as to gel, but the residence time
No more than the gel time of mixing slurry, just it is avoided that generation slip casting is not full；
(2), advanced tubule:
Along excavation contour line, with 10~15 ° of outer limbs, steel pipe, slip casting is squeezed into excavation face front, is formed to side in face of excavating
The pre support of country rock；
Conduit uses specification Φ 42mm hot rolled seamless steel tube, wall thickness 3.5mm, single long 3.5m -4.0m, and catheter proximal end is processed into
Tip, tube body are drilled with slurry hole, aperture 6-8mm, 10~20cm of pitch of holes, quincuncial arrangement, 10 °~15 ° conduits of extrapolation angle
0.3 meter of range of tail end does not drill；
Conduit is inserted into after being drilled using air pressure gun, manually or mechanically external force is driven into or just heads into；
Construction process:
A cloth hole: according to the middle line of the detail design of ductule and excavated section, along vault outer contour center elevation and offset distance into
Row cloth hole setting-out, and to plug in pricker as the spacing of marking of control ductule；
B pore-forming: erection orientation stand first determines punching direction, position and the elevation angle, and using drilling jumbo pore-forming, boring direction is wanted
It asks straight, must not be bent and collapse hole, aperture is mating with diameter of steel tube, is not more than 50mm, and hole depth regards ductule length and determines；Steel pipe
It is parallel with tunnel axis to squeeze into arch country rock, steel pipe circumferential direction spacing 40cm to design 10 °~15 ° of the elevation angle；
C intubation: direction and the angle of alignment pore are required when installing ductule, is pushed into drilling jumbo by conduit when necessary；
D sealing: pneumatically placed concrete 10~15cm thickness closes reinforcement around pipe tail；
After e every dozen complete row grouting with small pipe, excavates arch and apply radial system anchor pole, steel mesh, gunite concrete and exist side by side
Steel arch-shelf after the completion of preliminary bracing, makes next row conduit and slip casting by design, the lap of splice is greater than 1.0m between every row again；
Slip casting:
From bottom to top, slip casting uses single tube or multitube parallel slip casting to grouting sequence；Slurries convert step by step from thin to thick, after first dilute
It is dense, after slip casting is complete, aperture is blocked immediately, prevents slurries from outflowing；
Grouting mode: the slip casting of TBW-250 grouting pump is selected in slip casting, considers that single-pipe grouting amount is smaller, using aperture mixer complete opening
Pressure injection；
Slurries preparation: cement slurry uses cement paste blender pulping, and is stored with special slurry storing tube；
The drilling of injected hole: construction is drilled using air rock drill, dedicated to head into, and when push pipe pays attention to protecting steel pipe tail portion not
It is damaged, to connect with high-pressure slip-casting pipe, squeezing into country rock length is 3.5m -4m, and it is welded on one with I-steel steelframe
It rises；
The installation of Grouting Pipe: with holes using pipe shaft, one end is that the steel floral tube of tip makees Grouting Pipe；The installation method of Grouting Pipe is:
In scheduled position, the spindle plunger not less than aperture is wound in the flax silk for speckling with CS clay；In tube inserting holes, band
Good screw thread protective cap, then with impact device pipe is driven into the depth of requirement, squeeze flax silk plunger and hole wall sufficiently tightly；So
Aperture is filled with CS clay again afterwards；
Be discharged to periphery for water is squeezed, mud jacking sequence are as follows: first infuse no water hole, after be marked with water hole；Small water hole is first infused, infuses big water hole afterwards；
Grouting pressure control: grouting pressure is subject to the value that orifice pressure gage show, is controlled to adjust by grouting pump, when pipeline resistance
When power≤0.2MPa, drag losses are omitted, and are monitored by being pumped, oil pressure value is set according to pump pressure and the relationship of oil pressure, it is ensured that
Slip casting process safety is convenient；
Slip casting ending standard: under normal circumstances, using level pressure slip casting；When grouting pressure reaches or approaches design final pressure value,
Terminate slip casting；And the 80% of final pressure is designed when grouting pressure is close to or up to, and such as there is the spillage of snare, after interval slip casting,
Terminate slip casting；
The processing of slip casting abnormal phenomenon:
Grout leaking phenomenon occurs for a, i.e., when slurry is flowed out from other holes, using more pump slip castings simultaneously or blocking grout leaking hole slip casting；
B slurry pressure increases suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amount is very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, shortens gel time, into
Row a small amount of low-pressure slip castings or intermittent slip casting, make slurries have relative retention time in crack, so as to gel, but the residence time
No more than the gel time of mixing slurry, just it is avoided that generation slip casting is not full；
(3), preliminary bracing:
System supporting measure mainly has: gunite concrete, hollow bolt, grouting rock bolt, reinforced mesh and steelframe；Tunnel excavation
Afterwards, the concrete of 3~5cm thickness is just sprayed immediately first；It is finished to muck removal and applies anchor, net, bracing members joint branch by design requirement again
Shield, and gunite concrete is to design thickness；
Mortar anchor constructing method:
It is drilled using air rock drill, anchor pole hole location is vertical with scar, and design hole location deviation ± 150mm, and drilling depth permits
Perhaps error ± 50mm；With aggregate chips in high-pressure blast cleaning hole after drilling, then anchor pole is installed, intubating length is not less than design length
95%；With after high-pressure blast borehole cleaning after pore-forming, first by 4~5mm of internal diameter, the flexible plastic exhaust pipe of 1~1.5mm of wall thickness with anchor pole together
Drilling is sent into bottom hole, and stays the excess length of 0.5m outside hole, Grouting Pipe is then fixed on orifice position, and by bolthole
Mouth blocking, after confirmation exhaust pipe is unimpeded, using dual exhaust method slip casting, stopping when comb gas is not vented or overflows thin pulp,
Exhaust pipe is extracted, backing plate tightening nuts are installed after mortar reaches intensity；
Hollow grouting anchor construction method:
A drilling:
Hollow bolt boring method is the same as grouting rock bolt boring method；
B anchor pole is installed:
Drilling finishes, and before installing anchor pole, first cleans aggregate chips in bolthole with high-pressure blast, then hollow bolt is inserted into bolthole, anchor
Bar insertion depth should meet design code, the exposed 10~20cm of anchor pole, in order to connect with pneumatic mortar machine grout outlet；
C mud jacking:
Before mud jacking, the dedicated stop grouting plug of anchor pole is pre-installed at bolthole, when mud jacking, anchor pole head is connect with slip casting machine grout outlet, starts to press
Slurry；After cement slurry pressure is full in hole, stop grouting plug is held out against immediately, prevents slurries from flowing out；
The installation of d backing plate:
Mud jacking finishes, and after nominal strength to be achieved, starts to install anchor pole special backing plate, tightening nuts, backing plate should ensure that and supporting
Face scar is closely connected；
(4), screwing steel bars net；
(5), bracing members are constructed:
Steelframe support uses profile steel frame and 2 kinds of grillage；
For bracing members as rigid arch, the stiffness and strength of support are big, can make temporary support and individually bear biggish country rock pressure
Power, the occasion for needing to carry immediately in weak broken wall rock use；
Bracing members processing and fabricating:
Bracing members press design size welding production, and when production guarantees that the radian of every section and size meet design requirement, according to setting
Size first examination processing 1-2 piece on steel arch-shelf forming mill is counted, adjustment jack is examined steel arch-shelf radius to meet design and wanted when processing
After asking, jack is fixed, carries out batch production processing；
The bracing members that clod wash is completed, carry out on-site consolidation on the spot on the terrace of setting-out, connecting plate is welded at every section both ends, between node
It is connected with securely by connecting plate, guarantees that steel arch-shelf is non-warping, size meets design requirement；
Bracing members installation:
Steelframe is installed by design requirement, and installation tolerance should meet code requirement, is positioned after installation using lock foot anchor tube；It backbreaks
When larger, hogback spray fill out with first branch peer concrete so that supporting is closely connected with country rock, the further development of deformation controlling for rock surrounding gateways,
It is longitudinally connected securely with connection steel bar rod between two rows of steelframes, to form whole force structure；
(6), gunite concrete:
Construction method:
The loosening stone of scar is cleared up before injection, and embedded jetting thickness control mark nail, every 1~2m set one；It is mixed
Solidifying soil concentrates mix with concrete spraying station, mixes and stirs material using concrete special conveying and is transported to setting；
It sprays at the beginning of construction of shotcrete point and sprays secondary progress again, be just sprayed on excavation and carry out immediately after the completion, to close rock as early as possible
Face prevents surface layer peeling；Multiple pneumatically placed concrete carries out after the installation of anchor pole, linked network and steelframe, forms Composite Supporting System as early as possible, with
Inhibit surrouding rock deformation；It is sprayed and is put down with concrete between steelframe, protective layer cannot be less than 4cm；
Mixture will be with mixing with spray, and feed is continuous；Spraying operation segmentation, fragment, layering, from bottom to top successively carry out；Layering spray
When penetrating, later layer should carry out after previous layer concrete final set, if 1h row injection again after final set, needs first to clean spray-up with geomantic omen
Face；Spraying machine wind pressure of work is stablized, and spray head is maintained within the scope of 0.6~1.5 meter at a distance from by spray plane, and the angle of injection is best
Keep vertical with by spray plane, sprinkler operational should continuously move in a circle, and form helical form, gunite concrete final set 3h
After can carry out subsequent cycle operation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711495254.5A CN108166981B (en) | 2017-12-31 | 2017-12-31 | Tunnel soft rock large deformation section construction technology |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711495254.5A CN108166981B (en) | 2017-12-31 | 2017-12-31 | Tunnel soft rock large deformation section construction technology |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108166981A CN108166981A (en) | 2018-06-15 |
| CN108166981B true CN108166981B (en) | 2019-10-15 |
Family
ID=62516457
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711495254.5A Active CN108166981B (en) | 2017-12-31 | 2017-12-31 | Tunnel soft rock large deformation section construction technology |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108166981B (en) |
Families Citing this family (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108678772A (en) * | 2018-07-17 | 2018-10-19 | 湖南科技大学 | A kind of multilevel hierarchy suspension device and its construction method for rich water sandy gravel stratum tunnel |
| CN108868843A (en) * | 2018-08-21 | 2018-11-23 | 华东建工集团有限公司 | A kind of anchor rod support method in tunnel |
| CN109989777B (en) * | 2019-04-03 | 2020-06-09 | 中铁十八局集团有限公司 | Method for controlling initial support large deformation of tunnel small-mileage extrusion deformation section |
| CN110130924A (en) * | 2019-05-09 | 2019-08-16 | 中国电建集团华东勘测设计研究院有限公司 | By force to tunnel combined support system and construction method under the conditions of strong rock burst on active |
| CN110284889A (en) * | 2019-06-24 | 2019-09-27 | 中铁隧道局集团有限公司 | A kind of flat pilot tunnel Enlargement excavation method of TBM |
| CN110185457B (en) * | 2019-06-24 | 2020-08-04 | 中铁隧道局集团有限公司 | TBM (Tunnel boring machine) horizontal pilot tunnel construction method |
| CN110195604B (en) * | 2019-06-24 | 2020-12-08 | 中铁隧道局集团有限公司 | Construction method for tunnel main tunnel TBM (tunnel boring machine) tunneling section |
| CN110985063B (en) * | 2019-12-20 | 2021-03-30 | 交通运输部公路科学研究所 | Tunnel advanced large pipe shed detection and karst cave treatment construction method |
| CN111485890B (en) * | 2020-04-08 | 2022-03-15 | 内蒙古金陶股份有限公司 | Tunneling method of roadway |
| CN111997624A (en) * | 2020-08-18 | 2020-11-27 | 中交二公局第三工程有限公司 | Shallow-buried large-section underground excavation rectangular tunnel construction method |
| CN112814697A (en) * | 2020-12-28 | 2021-05-18 | 中铁十九局集团第六工程有限公司 | Advanced pre-support process method for tunnel with tillite layer |
| CN114320303A (en) * | 2021-12-09 | 2022-04-12 | 中国铁建大桥工程局集团有限公司 | Method for excavating vertical shaft flood discharge tunnel body support |
| CN114320362B (en) * | 2021-12-18 | 2024-04-09 | 中国建筑一局(集团)有限公司 | Primary support structure and support method for mountain-penetrating highway tunnel in complex area |
| CN114961790A (en) * | 2022-05-27 | 2022-08-30 | 中南大学 | Shield synchronous grouting construction method and construction effect evaluation method thereof |
| CN117052344B (en) * | 2023-08-04 | 2024-05-31 | 内蒙古平庄煤业(集团)有限责任公司老公营子煤矿 | Leakage blocking drilling method for goaf of close-range coal seam group |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103244133B (en) * | 2013-05-17 | 2016-01-20 | 贵州省公路工程集团有限公司 | The milling of coal measure strata tunnel is dug and is combined construction with explosion |
| CN104747194A (en) * | 2015-03-10 | 2015-07-01 | 中铁九局集团有限公司 | Three-wire parallel small spacing large section tunnel group construction method |
| CN105464669B (en) * | 2015-10-31 | 2017-11-14 | 中铁二十局集团有限公司 | Plenty water weak surrounding rock major long tunnel construction method |
| CN106194195A (en) * | 2016-07-22 | 2016-12-07 | 中铁建大桥工程局集团第五工程有限公司 | Collapsible Loess District large cross-section tunnel three step is without remaining core soil in advance construction method |
| CN106121661A (en) * | 2016-08-08 | 2016-11-16 | 中铁二局集团有限公司 | A kind of tunnel trunk is by loess separating surface water rich strata construction method |
| CN106437726B (en) * | 2016-11-02 | 2018-04-13 | 中铁二十局集团第五工程有限公司 | Shallow-depth-excavation tunnel crosses ground fissure crushed zone construction method |
-
2017
- 2017-12-31 CN CN201711495254.5A patent/CN108166981B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN108166981A (en) | 2018-06-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108166981B (en) | Tunnel soft rock large deformation section construction technology | |
| CN103306687B (en) | Soft rock tunnel long cantilever horizontal jet grouting Deformation control construction method | |
| CN108678777B (en) | Support method for tunnel fault fracture zone section | |
| CN106837352A (en) | Fault belt surrounding rock tunnel construction method | |
| CN112431599B (en) | Tunnel excavation method for upper soft and lower hard stratum | |
| CN110735653A (en) | deep-hole retreating type grouting water plugging construction method for igneous rock water-rich fault | |
| CN106837351A (en) | Tunnel Karst water detects Treatment Methods | |
| CN104453946B (en) | Advanced reinforcing construction method for building tunnel in soft surrounding rock | |
| CN104481560A (en) | Roadway roof aquifer treatment method | |
| CN110056369A (en) | A kind of construction method at tunnel's entrance and exit hole | |
| JP7257086B2 (en) | Comprehensive Construction Method for Low Overburden Sections of Tunnels | |
| CN103334770A (en) | Construction method of superhigh water pressure water-affluent crushed zones of long-large counter-slope tunnels | |
| CN111997624A (en) | Shallow-buried large-section underground excavation rectangular tunnel construction method | |
| CN108457658A (en) | A kind of texture stratum tunnel list hole bidirectional construction crosses section constructing method | |
| CN110130901A (en) | On across both wired Urban Underground mining sectbn construction methods | |
| CN109139046A (en) | Segmenting slip casting self-drilling type barrel vault advanced support method | |
| CN112267899A (en) | Tunnel exit construction method | |
| CN108678753A (en) | Reverse-slope tunnel construction method | |
| CN108915702B (en) | Shield receiving method in circular small-section tunnel | |
| CN113137235B (en) | Construction method of high-ground-stress soft rock extrusion large-deformation tunnel | |
| CN109505612A (en) | Big descending bored tunnel shield sky selection structure and construction technology | |
| CN109578035A (en) | Steel pipe draining lock foot stake and construction method | |
| CN112539066A (en) | Rapid construction method for karst development long tunnel | |
| CN112145203A (en) | Full-face advancing type sectional grouting construction method and overlapped tunnel construction method | |
| CN108798718B (en) | Tunnel front-bearing subsequent grouting method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |