CN108166981A - Tunnel soft rock large deformation section construction technology - Google Patents
Tunnel soft rock large deformation section construction technology Download PDFInfo
- Publication number
- CN108166981A CN108166981A CN201711495254.5A CN201711495254A CN108166981A CN 108166981 A CN108166981 A CN 108166981A CN 201711495254 A CN201711495254 A CN 201711495254A CN 108166981 A CN108166981 A CN 108166981A
- Authority
- CN
- China
- Prior art keywords
- slip casting
- grouting
- pressure
- pipe
- hole
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000011435 rock Substances 0.000 title claims abstract description 68
- 238000010276 construction Methods 0.000 title claims abstract description 43
- 238000005516 engineering process Methods 0.000 title claims abstract description 8
- 238000007569 slipcasting Methods 0.000 claims abstract description 137
- 238000000034 method Methods 0.000 claims abstract description 49
- 239000004567 concrete Substances 0.000 claims abstract description 46
- 239000011378 shotcrete Substances 0.000 claims abstract description 22
- 238000009740 moulding (composite fabrication) Methods 0.000 claims abstract description 20
- 239000004744 fabric Substances 0.000 claims abstract description 14
- 238000001514 detection method Methods 0.000 claims abstract description 13
- 210000005239 tubule Anatomy 0.000 claims abstract description 4
- 239000002002 slurry Substances 0.000 claims description 72
- 229910000831 Steel Inorganic materials 0.000 claims description 69
- 239000010959 steel Substances 0.000 claims description 69
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 56
- 238000013461 design Methods 0.000 claims description 54
- 238000005553 drilling Methods 0.000 claims description 39
- 238000009412 basement excavation Methods 0.000 claims description 28
- 239000007921 spray Substances 0.000 claims description 22
- 239000011440 grout Substances 0.000 claims description 18
- 238000009434 installation Methods 0.000 claims description 18
- 238000012545 processing Methods 0.000 claims description 18
- 238000002347 injection Methods 0.000 claims description 15
- 239000007924 injection Substances 0.000 claims description 15
- 239000004927 clay Substances 0.000 claims description 12
- 239000000523 sample Substances 0.000 claims description 12
- 231100000241 scar Toxicity 0.000 claims description 12
- 239000000203 mixture Substances 0.000 claims description 10
- 241000208202 Linaceae Species 0.000 claims description 9
- 235000004431 Linum usitatissimum Nutrition 0.000 claims description 9
- 230000002159 abnormal effect Effects 0.000 claims description 9
- 239000011083 cement mortar Substances 0.000 claims description 9
- 239000010410 layer Substances 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
- 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
- 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
- 238000005728 strengthening Methods 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 238000007596 consolidation process Methods 0.000 claims description 4
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 238000013459 approach Methods 0.000 claims description 3
- 238000010923 batch production Methods 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 239000012141 concentrate Substances 0.000 claims description 3
- 125000004122 cyclic group Chemical group 0.000 claims description 3
- 230000009977 dual effect Effects 0.000 claims description 3
- 239000000835 fiber Substances 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
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 230000000149 penetrating effect Effects 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
- 239000002689 soil Substances 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
- 238000012795 verification Methods 0.000 claims description 3
- 238000007789 sealing Methods 0.000 abstract 2
- 238000002627 tracheal intubation Methods 0.000 abstract 2
- 235000019994 cava Nutrition 0.000 description 1
- 239000002131 composite material Substances 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)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (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 advanced middle pipe canopy of constructing is：Cloth hole, pore-forming, intubation, sealing, slip casting；Construction advanced tubule process be：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 can to ensure construction safety and quality, and the construction period is 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 technology：
When deep tunnel is by soft rock and shear-zone, large deformation is generally produced under the conditions of high-ground stress and rich water.This big change
Feature is：Rock deformation is big, can generally reach several tens cm, quickly, if supporting is improper, preliminary bracing will for velocity of displacement
It deforms, crack or even caves in.
Mechanism of great distortion is usually divided into two major class by people：
(1) it 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
Generation slowly just belongs to extrusion（Just belong to rock burst if immediately occurred）.
(2) two the reason of large deformation are that the certain mineralogical compositions and water in rock are reacted and expanded.Expand deformation
Country rock generally have higher intensity when excavating, during deformation occurs mainly in tunnel operation, normally behave as bottom drum
It rises, and tunnel top and abutment wall keep preferable working condition.
This large deformation harm is huge, and serious threat engineering safety affects construction quality, constrains the duration.If
It deals with improperly, easily causes danger.
Invention content：
The technical problems to be solved by the invention, which are to provide one kind, can ensure construction safety and quality, the construction period it is short tunnel it is soft
Rock large deformation section construction technology.
What above-mentioned purpose was realized in：
One, advance geologic prediction：
Using geophysical prospecting（TSP+ geological radars）, Advance Drilling method（Advance geologic probing method+intensification blasthole detection）；
TSP：Weak, broken formation or Karst Area, forecast distance is 100-120m, front and rear lap of splice 10m twice every time
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, also uneven available for fault belt, weak intercalated layer
The detection of body, every 25m is primary, once ranging from 30m, front and rear more than lap of splice 5m twice；
Advance boreholes：Intend using impact drill and revolution coring, closely physical prospecting forward probe has abnormal ground in verification
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.The front and rear lap of splice twice is not less than 5m.Whether coring is according to different geological conditions for drilling
It is determined with detection purpose；
Deepen blasthole：Deepen blasthole forward probe, geological information is obtained using path shallow bore hole is bored on tunnel excavation working face
A kind of method, each cycle lays 3-20 intensification blasthole when being drilled with blasthole, deepen more than 3m as detecting compared with cyclic advance
Hole；
Two, Specific construction scheme：
（1）, advanced middle pipe canopy：
Advance support is to ensure adjoining rock stability, and the major measure of excavation construction safety is the critical process for ensureing smoothly to excavate, edge
Excavation contour line, with 5~7 ° of outer limbs, steel pipe, slip casting are squeezed into excavation face front, is formed to the pre- of country rock square in face of excavating
Supporting；
Conduit uses 76 mm hot rolled seamless steel tubes of specification Φ, wall thickness 6mm, single long 6m；Guan Peng is processed into front end tip, tube body
It is drilled with slurry hole, aperture 6-8mm, 10~20cm of pitch of holes, quincuncial arrangement, extrapolation angle 5 °~7 ° tail end of conduit, 0.3 meter of model
It encloses and does not drill, pipe tail welding 8 mm of φ put more energy into hoop；
A cloth holes：According to the detail design of middle pipe canopy and the center line of excavated section, along vault outer contour center elevation and offset distance
Cloth hole setting-out is carried out, and to plug in pricker as the spacing of marking of control middle pipe canopy；
B pore-formings：Orientation stand is set up 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, and no more than 50mm, hole depth is determined depending on pipe canopy length；Steel pipe and tunnel
Road axis is parallel to squeeze into arch country rock, steel pipe circumferential direction spacing 40cm to design 5 °~7 ° of the elevation angle；
C is intubated：Conduit, is pushed into, and make every effort to pipe by the direction of requirement alignment pore and angle using pipe canopy machine when installing middle pipe canopy
Dingle end is advisable in same profile and protruded length with being less than 30cm；
D is sealed：Pneumatically placed concrete 10~15cm thickness, to strengthening closing around pipe tail；
In the complete rows of e every dozen after tube shed grouting, excavate arch and apply radial system anchor pole, bar-mat reinforcement, gunite concrete and exist side by side
Steel arch-shelf after the completion of preliminary bracing, makes next row conduit and slip casting, the lap of splice is more than 2.0m between often arranging again by design；
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：TBW-250 grouting pump slip castings are selected in slip casting；
The drilling of injected hole：Using pipe canopy machine drill hole, when push pipe, pays attention to steel pipe tail portion is protected not to be damaged for construction, so as to high pressure
Grouting Pipe connects, and squeezes into country rock length as 6m, and itself and I-steel steelframe are welded together；
The installation of Grouting Pipe：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, 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 fully squeezes tightly, then fills aperture with CS clay again；
Periphery is discharged to for water is squeezed, mud jacking sequence is：First note no water hole, after be marked with water hole；Small water hole is first noted, notes big water hole afterwards；
Grouting pressure controls：Grouting pressure is subject to the value that orifice pressure gage is shown, is controlled to adjust by grouting pump, when pipeline hinders
During power≤0.2MPa, drag losses can be omitted, and are monitored by being pumped, oil pressure value are set according to pump pressure and the relationship of oil pressure, really
It is convenient to protect slip casting process safety；
The control of grouting pump amount：Pump amount size according to stratum midge rate or water absorption rate or drilling water yield determine, can in no water hole
The midge rate of drilling is measured using the method for first pressure injection list liquid cement mortar or clear water；When there is water, according to drilling water yield and
Pump capacity determines pump amount：It is general to require pump amount not less than water yield, but when water yield is more than the maximum pump discharge of pump, pump should be made
Under the conditions of mixture ratios met the requirements, as far as possible with big pump amount slip casting；
Slip casting terminates using single hole ending standard：Grouting pressure is stepped up, and final pressure and stable 10min, slip casting are designed 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, when grouting pressure reaches
It arrives or close to when designing final pressure value, terminates slip casting, and the 80% of final pressure is designed when grouting pressure is close to or up to, snare such as occur
Spillage, after interval slip casting, 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 blocks grout leaking hole slip casting；
B slurry pressures increase suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amounts are very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, shorten gel time,
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 during stop
Between no more than mixing slurry gel time, be just avoided that generate slip casting it is not full；
（2）, advanced tubule：
Along excavation contour line, with 10~15 ° of outer limbs, steel pipe, slip casting are squeezed into excavation face front, is formed to side in face of excavating
The pre support of country rock；
Conduit uses 42 mm hot rolled seamless steel tubes of specification Φ, 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 holes：According to the detail design of ductule and the center line of excavated section, along vault outer contour center elevation and offset distance
Cloth hole setting-out is carried out, and to plug in pricker as the spacing of marking of control ductule；
B pore-formings：Orientation stand is set up first, determines punching direction, position and the elevation angle, and using drilling jumbo pore-forming, boring direction will
It asks straight, must not be bent and collapse hole, aperture is mating with diameter of steel tube, and no more than 50mm, hole depth is determined depending on ductule length；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 is intubated：The direction of requirement alignment pore and angle, make drilling jumbo be pushed into conduit when necessary when installing ductule；
D is sealed：Pneumatically placed concrete 10~15cm thickness, to strengthening closing around pipe tail；
After the complete row grouting with small pipe of e every dozen, excavate arch and apply radial system anchor pole, bar-mat reinforcement, gunite concrete and exist side by side
Steel arch-shelf after the completion of preliminary bracing, makes next row conduit and slip casting, the lap of splice is more than 1.0m between often arranging again by design；
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：TBW-250 grouting pump slip castings are selected in slip casting, consider that single-pipe grouting amount is smaller, using aperture mixer complete opening
Pressure injection；
It is prepared by slurries：Cement mortar 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, special to head into, and when push pipe pays attention to protecting steel pipe tail portion not
It is damaged, to be connect with high-pressure slip-casting pipe, squeezes into country rock length as 3.5m -4m, and itself and I-steel steelframe are welded on one
It rises；
The installation of Grouting Pipe：With holes using pipe shaft, Grouting Pipe is made in one end for the steel floral tube of tip；
The installation method of Grouting Pipe is：In scheduled position, the spindle not less than aperture is wound in the flax silk for speckling with CS clay
Shape plunger；In tube inserting holes, with good screw thread protective cap, then with impact device pipe is driven into the depth of requirement, makes fiber crops
Silk plunger fully squeezes tightly with hole wall；Then aperture is filled with CS clay again；
Periphery is discharged to for water is squeezed, mud jacking sequence is：First note no water hole, after be marked with water hole；Small water hole is first noted, notes big water hole afterwards；
Grouting pressure controls：Grouting pressure is subject to the value that orifice pressure gage is shown, is controlled to adjust by grouting pump, when pipeline hinders
During power≤0.2MPa, drag losses can be omitted, and are monitored by being pumped, oil pressure value are set according to pump pressure and the relationship of oil pressure, really
It is convenient to protect slip casting process safety；
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, it, can 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 blocks grout leaking hole slip casting；
B slurry pressures increase suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amounts are very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, shorten gel time,
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 during stop
Between no more than mixing slurry gel time, be just avoided that generate slip casting it is not full；
（3）, preliminary bracing：
System supporting measure mainly has：Gunite concrete, hollow bolt, grouting rock bolt, reinforced mesh and steelframe, interim inverted arch,
False stull；After tunnel excavation, the concrete of 3~5cm thickness is just sprayed immediately first；It treats that muck removal finishes to apply by design requirement again
Anchor, net, bracing members combined supporting, and gunite concrete is to design thickness；
Mortar anchor constructing method：
It is drilled using air rock drill, bolthole position is vertical with scar, and design hole position deviation ± 150mm, drilling depth permit
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 outside hole the excess length of 0.5m or so, Grouting Pipe is then fixed on orifice position, and by anchor
Rod aperture mouth blocks, and after confirming that exhaust pipe is unimpeded, using dual exhaust method slip casting, stops when comb gas is not vented or overflows thin pulp
Only, exhaust pipe is extracted, backing plate tightening nuts are installed after mortar reaches intensity；
Hollow grouting anchor construction method：
A drills：
Hollow bolt boring method is the same as grouting rock bolt boring method；
B anchor poles are installed：
Drilling finishes, and before installing anchor pole, first cleans aggregate chips in bolthole, then hollow bolt is inserted into bolthole, anchor with high-pressure blast
Bar insertion depth should meet design code, the exposed 10~20cm of anchor pole, in order to be connect with pneumatic mortar machine grout outlet；
C mud jacking：
Before mud jacking, the special stop grouting plug of anchor pole is pre-installed at bolthole, during mud jacking, anchor pole head is connect with slip casting machine grout outlet, starts to press
Slurry；After cement mortar pressure is full in hole, stop grouting plug is held out against immediately, prevents slurries from flowing out；
D backing plates are installed：
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 construction：
Steelframe support is using 2 kinds of profile steel frame and grillage；
For bracing members as rigid arch, the rigidity and intensity of support are big, can make temporary support and individually bear larger country rock pressure
Power needs the occasion carried immediately to use in weak broken wall rock；
Bracing members processing and fabricating：
Bracing members press design size welding production, and the radian for ensureing during making often to save meets design requirement with size, according to setting
Count size first examination processing 1-2 pieces on steel arch-shelf forming mill, during processing adjustment jack steel arch-shelf radius is examined to meet design will
After asking, jack is fixed, carries out batch production processing；
The bracing members that clod wash is completed, on-site consolidation is carried out on the spot on the terrace of setting-out, often saved both ends and welded connecting plate, between node
It is connected with securely, ensureing that steel arch-shelf is non-warping, size meets design requirement by connecting plate；
Bracing members are installed：
Steelframe is installed by design requirement, and installation tolerance should meet code requirement, is utilized after installation and is locked foot anchor tube（Bar）Positioning；
When backbreaking larger, hogback spray is filled out and first branch peer concrete, so that supporting is closely connected with country rock, the further hair of deformation controlling for rock surrounding gateways
It opens up, 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 and is transported to setting using concrete special conveying；
It sprays at the beginning of construction of shotcrete point and sprays secondary progress again, be just sprayed on excavation (or partial excavation) and carry out immediately after the completion,
To close scar as early as possible, surface layer peeling is prevented；Multiple pneumatically placed concrete carries out after the installation of anchor pole, linked network and steelframe, forms connection as early as possible
Support system is closed, to inhibit surrouding rock deformation；It is sprayed and put down with concrete between steelframe, protective layer cannot be less than 4cm；
Mixture will be with mixing with spray, and feed is continuously；Spraying operation segmentation, fragment, layering, from bottom to top carry out successively；Layering spray
When penetrating, later layer should carry out after previous layer concrete final set, if 1h row injections again after final set, need first to clean spray-up with geomantic omen
Face；Spraying machine wind pressure of work is stablized, and for nozzle with being maintained in the range of 0.6~1.5 meter by the distance of spray plane, 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.
It is an advantage of the invention that：This construction technology is mainly using 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, and large deformation is judged whether 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, the integrated surrounding rock consolidation support system of spray；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 ensure to construct
Safety and quality, construction period are short.
Specific embodiment：
One, advance geologic prediction：
Using geophysical prospecting（TSP+ geological radars）, Advance Drilling method（Advance geologic probing method+intensification blasthole detection）；
TSP：Weak, broken formation or Karst Area, forecast distance is 100-120m, front and rear lap of splice 10m twice every time
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, also uneven available for fault belt, weak intercalated layer
The detection of body, every 25m is primary, once ranging from 30m, front and rear more than lap of splice 5m twice；
Advance boreholes：Intend using impact drill and revolution coring, closely physical prospecting forward probe has abnormal ground in verification
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.The front and rear lap of splice twice is not less than 5m.Whether coring is according to different geological conditions for drilling
It is determined with detection purpose；
Deepen blasthole：Deepen blasthole forward probe, geological information is obtained using path shallow bore hole is bored on tunnel excavation working face
A kind of method, each cycle lays 3-20 intensification blasthole when being drilled with blasthole, deepen more than 3m as detecting compared with cyclic advance
Hole；
Two, Specific construction scheme：
（1）, advanced middle pipe canopy：
Advance support is to ensure adjoining rock stability, and the major measure of excavation construction safety is the critical process for ensureing smoothly to excavate, edge
Excavation contour line, with 5~7 ° of outer limbs, steel pipe, slip casting are squeezed into excavation face front, is formed to the pre- of country rock square in face of excavating
Supporting；
Conduit uses 76 mm hot rolled seamless steel tubes of specification Φ, wall thickness 6mm, single long 6m；Guan Peng is processed into front end tip, tube body
It is drilled with slurry hole, aperture 6-8mm, 10~20cm of pitch of holes, quincuncial arrangement, extrapolation angle 5 °~7 ° tail end of conduit, 0.3 meter of model
It encloses and does not drill, pipe tail welding 8 mm of φ put more energy into hoop；
A cloth holes：According to the detail design of middle pipe canopy and the center line of excavated section, along vault outer contour center elevation and offset distance
Cloth hole setting-out is carried out, and to plug in pricker as the spacing of marking of control middle pipe canopy；
B pore-formings：Orientation stand is set up 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, and no more than 50mm, hole depth is determined depending on pipe canopy length；Steel pipe and tunnel
Road axis is parallel to squeeze into arch country rock, steel pipe circumferential direction spacing 40cm to design 5 °~7 ° of the elevation angle；
C is intubated：Conduit, is pushed into, and make every effort to pipe by the direction of requirement alignment pore and angle using pipe canopy machine when installing middle pipe canopy
Dingle end is advisable in same profile and protruded length with being less than 30cm；
D is sealed：Pneumatically placed concrete 10~15cm thickness, to strengthening closing around pipe tail；
In the complete rows of e every dozen after tube shed grouting, excavate arch and apply radial system anchor pole, bar-mat reinforcement, gunite concrete and exist side by side
Steel arch-shelf after the completion of preliminary bracing, makes next row conduit and slip casting, the lap of splice is more than 2.0m between often arranging again by design；
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：TBW-250 grouting pump slip castings are selected in slip casting；
The drilling of injected hole：Using pipe canopy machine drill hole, when push pipe, pays attention to steel pipe tail portion is protected not to be damaged for construction, so as to high pressure
Grouting Pipe connects, and squeezes into country rock length as 6m, and itself and I-steel steelframe are welded together；
The installation of Grouting Pipe：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, 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 fully squeezes tightly, then fills aperture with CS clay again；
Periphery is discharged to for water is squeezed, mud jacking sequence is：First note no water hole, after be marked with water hole；Small water hole is first noted, notes big water hole afterwards；
Grouting pressure controls：Grouting pressure is subject to the value that orifice pressure gage is shown, is controlled to adjust by grouting pump, when pipeline hinders
During power≤0.2MPa, drag losses can be omitted, and are monitored by being pumped, oil pressure value are set according to pump pressure and the relationship of oil pressure, really
It is convenient to protect slip casting process safety；
The control of grouting pump amount：Pump amount size according to stratum midge rate or water absorption rate or drilling water yield determine, can in no water hole
The midge rate of drilling is measured using the method for first pressure injection list liquid cement mortar or clear water；When there is water, according to drilling water yield and
Pump capacity determines pump amount：It is general to require pump amount not less than water yield, but when water yield is more than the maximum pump discharge of pump, pump should be made
Under the conditions of mixture ratios met the requirements, as far as possible with big pump amount slip casting；
Slip casting terminates using single hole ending standard：Grouting pressure is stepped up, and final pressure and stable 10min, slip casting are designed 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, when grouting pressure reaches
It arrives or close to when designing final pressure value, terminates slip casting, and the 80% of final pressure is designed when grouting pressure is close to or up to, snare such as occur
Spillage, after interval slip casting, 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 blocks grout leaking hole slip casting；
B slurry pressures increase suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amounts are very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, shorten gel time,
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 during stop
Between no more than mixing slurry gel time, be just avoided that generate slip casting it is not full；
（2）, advanced tubule：
Along excavation contour line, with 10~15 ° of outer limbs, steel pipe, slip casting are squeezed into excavation face front, is formed to side in face of excavating
The pre support of country rock；
Conduit uses 42 mm hot rolled seamless steel tubes of specification Φ, 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 holes：According to the detail design of ductule and the center line of excavated section, along vault outer contour center elevation and offset distance
Cloth hole setting-out is carried out, and to plug in pricker as the spacing of marking of control ductule；
B pore-formings：Orientation stand is set up first, determines punching direction, position and the elevation angle, and using drilling jumbo pore-forming, boring direction will
It asks straight, must not be bent and collapse hole, aperture is mating with diameter of steel tube, and no more than 50mm, hole depth is determined depending on ductule length；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 is intubated：The direction of requirement alignment pore and angle, make drilling jumbo be pushed into conduit when necessary when installing ductule；
D is sealed：Pneumatically placed concrete 10~15cm thickness, to strengthening closing around pipe tail；
After the complete row grouting with small pipe of e every dozen, excavate arch and apply radial system anchor pole, bar-mat reinforcement, gunite concrete and exist side by side
Steel arch-shelf after the completion of preliminary bracing, makes next row conduit and slip casting, the lap of splice is more than 1.0m between often arranging again by design；
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：TBW-250 grouting pump slip castings are selected in slip casting, consider that single-pipe grouting amount is smaller, using aperture mixer complete opening
Pressure injection；
It is prepared by slurries：Cement mortar 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, special to head into, and when push pipe pays attention to protecting steel pipe tail portion not
It is damaged, to be connect with high-pressure slip-casting pipe, squeezes into country rock length as 3.5m -4m, and itself and I-steel steelframe are welded on one
It rises；
The installation of Grouting Pipe：With holes using pipe shaft, Grouting Pipe is made in one end for the steel floral tube of tip；
The installation method of Grouting Pipe is：In scheduled position, the spindle not less than aperture is wound in the flax silk for speckling with CS clay
Shape plunger；In tube inserting holes, with good screw thread protective cap, then with impact device pipe is driven into the depth of requirement, makes fiber crops
Silk plunger fully squeezes tightly with hole wall；Then aperture is filled with CS clay again；
Periphery is discharged to for water is squeezed, mud jacking sequence is：First note no water hole, after be marked with water hole；Small water hole is first noted, notes big water hole afterwards；
Grouting pressure controls：Grouting pressure is subject to the value that orifice pressure gage is shown, is controlled to adjust by grouting pump, when pipeline hinders
During power≤0.2MPa, drag losses can be omitted, and are monitored by being pumped, oil pressure value are set according to pump pressure and the relationship of oil pressure, really
It is convenient to protect slip casting process safety；
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, it, can 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 blocks grout leaking hole slip casting；
B slurry pressures increase suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amounts are very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, shorten gel time,
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 during stop
Between no more than mixing slurry gel time, be just avoided that generate slip casting it 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 treats that muck removal finishes 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, bolthole position is vertical with scar, and design hole position deviation ± 150mm, drilling depth permit
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 outside hole the excess length of 0.5m or so, Grouting Pipe is then fixed on orifice position, and by anchor
Rod aperture mouth blocks, and after confirming that exhaust pipe is unimpeded, using dual exhaust method slip casting, stops when comb gas is not vented or overflows thin pulp
Only, exhaust pipe is extracted, backing plate tightening nuts are installed after mortar reaches intensity；
Hollow grouting anchor construction method：
A drills：
Hollow bolt boring method is the same as grouting rock bolt boring method；
B anchor poles are installed：
Drilling finishes, and before installing anchor pole, first cleans aggregate chips in bolthole, then hollow bolt is inserted into bolthole, anchor with high-pressure blast
Bar insertion depth should meet design code, the exposed 10~20cm of anchor pole, in order to be connect with pneumatic mortar machine grout outlet；
C mud jacking：
Before mud jacking, the special stop grouting plug of anchor pole is pre-installed at bolthole, during mud jacking, anchor pole head is connect with slip casting machine grout outlet, starts to press
Slurry；After cement mortar pressure is full in hole, stop grouting plug is held out against immediately, prevents slurries from flowing out；
D backing plates are installed：
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 construction：
Steelframe support is using 2 kinds of profile steel frame and grillage；
For bracing members as rigid arch, the rigidity and intensity of support are big, can make temporary support and individually bear larger country rock pressure
Power needs the occasion carried immediately to use in weak broken wall rock；
Bracing members processing and fabricating：
Bracing members press design size welding production, and the radian for ensureing during making often to save meets design requirement with size, according to setting
Count size first examination processing 1-2 pieces on steel arch-shelf forming mill, during processing adjustment jack steel arch-shelf radius is examined to meet design will
After asking, jack is fixed, carries out batch production processing；
The bracing members that clod wash is completed, on-site consolidation is carried out on the spot on the terrace of setting-out, often saved both ends and welded connecting plate, between node
It is connected with securely, ensureing that steel arch-shelf is non-warping, size meets design requirement by connecting plate；
Bracing members are installed：
Steelframe is installed by design requirement, and installation tolerance should meet code requirement, is utilized after installation and is locked foot anchor tube（Bar）Positioning；
When backbreaking larger, hogback spray is filled out and first branch peer concrete, so that supporting is closely connected with country rock, the further hair of deformation controlling for rock surrounding gateways
It opens up, 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 and is transported to setting using concrete special conveying；
It sprays at the beginning of construction of shotcrete point and sprays secondary progress again, be just sprayed on excavation (or partial excavation) and carry out immediately after the completion,
To close scar as early as possible, surface layer peeling is prevented；Multiple pneumatically placed concrete carries out after the installation of anchor pole, linked network and steelframe, forms connection as early as possible
Support system is closed, to inhibit surrouding rock deformation；It is sprayed and put down with concrete between steelframe, protective layer cannot be less than 4cm；
Mixture will be with mixing with spray, and feed is continuously；Spraying operation segmentation, fragment, layering, from bottom to top carry out successively；Layering spray
When penetrating, later layer should carry out after previous layer concrete final set, if 1h row injections again after final set, need first to clean spray-up with geomantic omen
Face；Spraying machine wind pressure of work is stablized, and for nozzle with being maintained in the range of 0.6~1.5 meter by the distance of spray plane, 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.
Claims (1)
1. tunnel soft rock large deformation section construction technology, it is characterized in that：
One, advance geologic prediction：
Using geophysical prospecting（TSP+ geological radars）, Advance Drilling method（Advance geologic probing method+intensification blasthole detection）；
TSP：Weak, broken formation or Karst Area, forecast distance is 100-120m, front and rear lap of splice 10m twice every time
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, also uneven available for fault belt, weak intercalated layer
The detection of body, every 25m is primary, once ranging from 30m, front and rear more than lap of splice 5m twice；
Advance boreholes：Intend using impact drill and revolution coring, closely physical prospecting forward probe has abnormal ground in verification
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 front and rear lap of splice twice is not less than 5m, and whether coring is according to different geological conditions for drilling
It is determined with detection purpose；
Deepen blasthole：Deepen blasthole forward probe, geological information is obtained using path shallow bore hole is bored on tunnel excavation working face
A kind of method, each cycle lays 3-20 intensification blasthole when being drilled with blasthole, deepen more than 3m as detecting compared with cyclic advance
Hole；
Two, Specific construction scheme：
（1）, advanced middle pipe canopy：
Advance support is to ensure adjoining rock stability, and the major measure of excavation construction safety is the critical process for ensureing smoothly to excavate, edge
Excavation contour line, with 5~7 ° of outer limbs, steel pipe, slip casting are squeezed into excavation face front, is formed to the pre- of country rock square in face of excavating
Supporting；
Conduit uses 76 mm hot rolled seamless steel tubes of specification Φ, wall thickness 6mm, single long 6m；Guan Peng is processed into front end tip, tube body
It is drilled with slurry hole, aperture 6-8mm, 10~20cm of pitch of holes, quincuncial arrangement, extrapolation angle 5 °~7 ° tail end of conduit, 0.3 meter of model
It encloses and does not drill, pipe tail welding 8 mm of φ put more energy into hoop；
A cloth holes：According to the detail design of middle pipe canopy and the center line of excavated section, along vault outer contour center elevation and offset distance
Cloth hole setting-out is carried out, and to plug in pricker as the spacing of marking of control middle pipe canopy；
B pore-formings：Orientation stand is set up 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, and no more than 50mm, hole depth is determined depending on pipe canopy length；Steel pipe and tunnel
Road axis is parallel to squeeze into arch country rock, steel pipe circumferential direction spacing 40cm to design 5 °~7 ° of the elevation angle；
C is intubated：Conduit, is pushed into, and make every effort to pipe by the direction of requirement alignment pore and angle using pipe canopy machine when installing middle pipe canopy
Dingle end is advisable in same profile and protruded length with being less than 30cm；
D is sealed：Pneumatically placed concrete 10~15cm thickness, to strengthening closing around pipe tail；
In the complete rows of e every dozen after tube shed grouting, excavate arch and apply radial system anchor pole, bar-mat reinforcement, gunite concrete and exist side by side
Steel arch-shelf after the completion of preliminary bracing, makes next row conduit and slip casting, the lap of splice is more than 2.0m between often arranging again by design；
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：TBW-250 grouting pump slip castings are selected in slip casting；
The drilling of injected hole：Using pipe canopy machine drill hole, when push pipe, pays attention to steel pipe tail portion is protected not to be damaged for construction, so as to high pressure
Grouting Pipe connects, and squeezes into country rock length as 6m, and itself and I-steel steelframe are welded together；
The installation of Grouting Pipe：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, 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 fully squeezes tightly, then fills aperture with CS clay again；
Periphery is discharged to for water is squeezed, mud jacking sequence is：First note no water hole, after be marked with water hole；Small water hole is first noted, notes big water hole afterwards；
Grouting pressure controls：Grouting pressure is subject to the value that orifice pressure gage is shown, is controlled to adjust by grouting pump, when pipeline hinders
During power≤0.2MPa, drag losses can be omitted, and are monitored by being pumped, oil pressure value are set according to pump pressure and the relationship of oil pressure, really
It is convenient to protect slip casting process safety；
The control of grouting pump amount：Pump amount size according to stratum midge rate or water absorption rate or drilling water yield determine, can in no water hole
The midge rate of drilling is measured using the method for first pressure injection list liquid cement mortar or clear water；When there is water, according to drilling water yield and
Pump capacity determines pump amount：It is general to require pump amount not less than water yield, but when water yield is more than the maximum pump discharge of pump, pump should be made
Under the conditions of mixture ratios met the requirements, as far as possible with big pump amount slip casting；
Slip casting terminates using single hole ending standard：Grouting pressure is stepped up, and final pressure and stable 10min, slip casting are designed 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, when grouting pressure reaches
It arrives or close to when designing final pressure value, terminates slip casting, and the 80% of final pressure is designed when grouting pressure is close to or up to, snare such as occur
Spillage, after interval slip casting, 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 blocks grout leaking hole slip casting；
B slurry pressures increase suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amounts are very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, shorten gel time,
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 during stop
Between no more than mixing slurry gel time, be just avoided that generate slip casting it is not full；
（2）, advanced tubule：
Along excavation contour line, with 10~15 ° of outer limbs, steel pipe, slip casting are squeezed into excavation face front, is formed to side in face of excavating
The pre support of country rock；
Conduit uses 42 mm hot rolled seamless steel tubes of specification Φ, 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 holes：According to the detail design of ductule and the center line of excavated section, along vault outer contour center elevation and offset distance
Cloth hole setting-out is carried out, and to plug in pricker as the spacing of marking of control ductule；
B pore-formings：Orientation stand is set up first, determines punching direction, position and the elevation angle, and using drilling jumbo pore-forming, boring direction will
It asks straight, must not be bent and collapse hole, aperture is mating with diameter of steel tube, and no more than 50mm, hole depth is determined depending on ductule length；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 is intubated：The direction of requirement alignment pore and angle, make drilling jumbo be pushed into conduit when necessary when installing ductule；
D is sealed：Pneumatically placed concrete 10~15cm thickness, to strengthening closing around pipe tail；
After the complete row grouting with small pipe of e every dozen, excavate arch and apply radial system anchor pole, bar-mat reinforcement, gunite concrete and exist side by side
Steel arch-shelf after the completion of preliminary bracing, makes next row conduit and slip casting, the lap of splice is more than 1.0m between often arranging again by design；
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：TBW-250 grouting pump slip castings are selected in slip casting, consider that single-pipe grouting amount is smaller, using aperture mixer complete opening
Pressure injection；
It is prepared by slurries：Cement mortar 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, special to head into, and when push pipe pays attention to protecting steel pipe tail portion not
It is damaged, to be connect with high-pressure slip-casting pipe, squeezes into country rock length as 3.5m -4m, and itself and I-steel steelframe are welded on one
It rises；
The installation of Grouting Pipe：With holes using pipe shaft, Grouting Pipe is made in one end for the steel floral tube of tip；
The installation method of Grouting Pipe is：In scheduled position, the spindle not less than aperture is wound in the flax silk for speckling with CS clay
Shape plunger；In tube inserting holes, with good screw thread protective cap, then with impact device pipe is driven into the depth of requirement, makes fiber crops
Silk plunger fully squeezes tightly with hole wall；Then aperture is filled with CS clay again；
Periphery is discharged to for water is squeezed, mud jacking sequence is：First note no water hole, after be marked with water hole；Small water hole is first noted, notes big water hole afterwards；
Grouting pressure controls：Grouting pressure is subject to the value that orifice pressure gage is shown, is controlled to adjust by grouting pump, when pipeline hinders
During power≤0.2MPa, drag losses can be omitted, and are monitored by being pumped, oil pressure value are set according to pump pressure and the relationship of oil pressure, really
It is convenient to protect slip casting process safety；
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, it, can 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 blocks grout leaking hole slip casting；
B slurry pressures increase suddenly, it may occur however that plugging, shutdown inspection；
C slurries grouting amounts are very big, and lengthy pressure does not increase, then should adjust concentration of slurry and match ratio, shorten gel time,
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 during stop
Between no more than mixing slurry gel time, be just avoided that generate slip casting it 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 treats that muck removal finishes 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, bolthole position is vertical with scar, and design hole position deviation ± 150mm, drilling depth permit
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 outside hole the excess length of 0.5m or so, Grouting Pipe is then fixed on orifice position, and by anchor
Rod aperture mouth blocks, and after confirming that exhaust pipe is unimpeded, using dual exhaust method slip casting, stops when comb gas is not vented or overflows thin pulp
Only, exhaust pipe is extracted, backing plate tightening nuts are installed after mortar reaches intensity；
Hollow grouting anchor construction method：
A drills：
Hollow bolt boring method is the same as grouting rock bolt boring method；
B anchor poles are installed：
Drilling finishes, and before installing anchor pole, first cleans aggregate chips in bolthole, then hollow bolt is inserted into bolthole, anchor with high-pressure blast
Bar insertion depth should meet design code, the exposed 10~20cm of anchor pole, in order to be connect with pneumatic mortar machine grout outlet；
C mud jacking：
Before mud jacking, the special stop grouting plug of anchor pole is pre-installed at bolthole, during mud jacking, anchor pole head is connect with slip casting machine grout outlet, starts to press
Slurry；After cement mortar pressure is full in hole, stop grouting plug is held out against immediately, prevents slurries from flowing out；
D backing plates are installed：
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 construction：
Steelframe support is using 2 kinds of profile steel frame and grillage；
For bracing members as rigid arch, the rigidity and intensity of support are big, can make temporary support and individually bear larger country rock pressure
Power needs the occasion carried immediately to use in weak broken wall rock；
Bracing members processing and fabricating：
Bracing members press design size welding production, and the radian for ensureing during making often to save meets design requirement with size, according to setting
Count size first examination processing 1-2 pieces on steel arch-shelf forming mill, during processing adjustment jack steel arch-shelf radius is examined to meet design will
After asking, jack is fixed, carries out batch production processing；
The bracing members that clod wash is completed, on-site consolidation is carried out on the spot on the terrace of setting-out, often saved both ends and welded connecting plate, between node
It is connected with securely, ensureing that steel arch-shelf is non-warping, size meets design requirement by connecting plate；
Bracing members are installed：
Steelframe is installed by design requirement, and installation tolerance should meet code requirement, is utilized after installation and is locked foot anchor tube（Bar）Positioning；
When backbreaking larger, hogback spray is filled out and first branch peer concrete, so that supporting is closely connected with country rock, the further hair of deformation controlling for rock surrounding gateways
It opens up, 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 and is transported to setting using concrete special conveying；
It sprays at the beginning of construction of shotcrete point and sprays secondary progress again, be just sprayed on excavation (or partial excavation) and carry out immediately after the completion,
To close scar as early as possible, surface layer peeling is prevented；Multiple pneumatically placed concrete carries out after the installation of anchor pole, linked network and steelframe, forms connection as early as possible
Support system is closed, to inhibit surrouding rock deformation；It is sprayed and put down with concrete between steelframe, protective layer cannot be less than 4cm；
Mixture will be with mixing with spray, and feed is continuously；Spraying operation segmentation, fragment, layering, from bottom to top carry out successively；Layering spray
When penetrating, later layer should carry out after previous layer concrete final set, if 1h row injections again after final set, need first to clean spray-up with geomantic omen
Face；Spraying machine wind pressure of work is stablized, and for nozzle with being maintained in the range of 0.6~1.5 meter by the distance of spray plane, 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 true CN108166981A (en) | 2018-06-15 |
| CN108166981B 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) |
Cited By (16)
| 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 |
| CN109989777A (en) * | 2019-04-03 | 2019-07-09 | 中铁十八局集团有限公司 | The method for being squeezed and deformed Duan Chuzhi large deformation for controlling the small mileage in tunnel |
| 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 |
| CN110195604A (en) * | 2019-06-24 | 2019-09-03 | 中铁隧道局集团有限公司 | A kind of threaded list road main tunnel TBM driving section constructing method |
| 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 |
| CN110985063A (en) * | 2019-12-20 | 2020-04-10 | 交通运输部公路科学研究所 | Tunnel advanced large pipe shed detection and karst cave treatment construction method |
| CN111485890A (en) * | 2020-04-08 | 2020-08-04 | 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 |
| WO2020259059A1 (en) * | 2019-06-24 | 2020-12-30 | 中铁隧道局集团有限公司 | Tbm parallel heading tunnel trunk 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 |
| CN114320362A (en) * | 2021-12-18 | 2022-04-12 | 中国建筑一局(集团)有限公司 | Primary support structure and support method for mountain-crossing highway tunnel in complex area |
| CN114635718A (en) * | 2022-03-09 | 2022-06-17 | 甘肃路桥建设集团有限公司 | Tunnel double-layer internal overlapping pipe shed supporting mode |
| CN114961790A (en) * | 2022-05-27 | 2022-08-30 | 中南大学 | Shield synchronous grouting construction method and construction effect evaluation method thereof |
| CN117052344A (en) * | 2023-08-04 | 2023-11-14 | 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 |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103244133A (en) * | 2013-05-17 | 2013-08-14 | 贵州省公路工程集团有限公司 | Coal measure strata tunnel milling digging and blasting combined construction method |
| 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 |
| CN105464669A (en) * | 2015-10-31 | 2016-04-06 | 中铁二十局集团有限公司 | Water-rich weak surrounding rock long-and-big tunnel 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 |
| 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 |
| CN106437726A (en) * | 2016-11-02 | 2017-02-22 | 中铁二十局集团第五工程有限公司 | Ground fracture crushed zone passing construction method for shallow-buried tunnel excavation |
-
2017
- 2017-12-31 CN CN201711495254.5A patent/CN108166981B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103244133A (en) * | 2013-05-17 | 2013-08-14 | 贵州省公路工程集团有限公司 | Coal measure strata tunnel milling digging and blasting combined construction method |
| 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 |
| CN105464669A (en) * | 2015-10-31 | 2016-04-06 | 中铁二十局集团有限公司 | Water-rich weak surrounding rock long-and-big 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 |
| CN106437726A (en) * | 2016-11-02 | 2017-02-22 | 中铁二十局集团第五工程有限公司 | Ground fracture crushed zone passing construction method for shallow-buried tunnel excavation |
Cited By (22)
| 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 |
| CN109989777A (en) * | 2019-04-03 | 2019-07-09 | 中铁十八局集团有限公司 | The method for being squeezed and deformed Duan Chuzhi large deformation for controlling the small mileage in tunnel |
| 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 |
| 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 |
| 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 |
| CN110195604A (en) * | 2019-06-24 | 2019-09-03 | 中铁隧道局集团有限公司 | A kind of threaded list road main tunnel TBM driving section constructing method |
| WO2020259059A1 (en) * | 2019-06-24 | 2020-12-30 | 中铁隧道局集团有限公司 | Tbm parallel heading tunnel trunk construction method |
| CN110985063A (en) * | 2019-12-20 | 2020-04-10 | 交通运输部公路科学研究所 | Tunnel advanced large pipe shed detection and karst cave treatment construction method |
| CN111485890A (en) * | 2020-04-08 | 2020-08-04 | 内蒙古金陶股份有限公司 | Tunneling method of roadway |
| 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 |
| CN114320362A (en) * | 2021-12-18 | 2022-04-12 | 中国建筑一局(集团)有限公司 | Primary support structure and support method for mountain-crossing highway tunnel in complex area |
| 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 |
| CN114635718A (en) * | 2022-03-09 | 2022-06-17 | 甘肃路桥建设集团有限公司 | Tunnel double-layer internal overlapping pipe shed supporting mode |
| CN114635718B (en) * | 2022-03-09 | 2024-07-09 | 甘肃路桥建设集团有限公司 | Double-layer inner overlapped pipe shed supporting mode for tunnel |
| CN114961790A (en) * | 2022-05-27 | 2022-08-30 | 中南大学 | Shield synchronous grouting construction method and construction effect evaluation method thereof |
| CN117052344A (en) * | 2023-08-04 | 2023-11-14 | 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 |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108166981B (en) | 2019-10-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108166981B (en) | Tunnel soft rock large deformation section construction technology | |
| CN108678777B (en) | Support method for tunnel fault fracture zone section | |
| CN103306687B (en) | Soft rock tunnel long cantilever horizontal jet grouting Deformation control construction method | |
| CN110056369B (en) | Construction method for entrance and exit hole of tunnel | |
| CN108678776B (en) | Sandy clay geological tunnel roof collapse treatment method | |
| CN112431599B (en) | Tunnel excavation method for upper soft and lower hard stratum | |
| JP7257086B2 (en) | Comprehensive Construction Method for Low Overburden Sections of Tunnels | |
| CN104453946B (en) | Advanced reinforcing construction method for building tunnel in soft surrounding rock | |
| CN104481560A (en) | Roadway roof aquifer treatment method | |
| CN110735653A (en) | deep-hole retreating type grouting water plugging construction method for igneous rock water-rich fault | |
| CN113153308B (en) | Construction method for collapse section of double-arch tunnel | |
| CN109595004B (en) | Tunnel two-expansion four-expansion excavation method | |
| CN111287759B (en) | Shallow-buried close-connection underground excavation tunnel construction method | |
| CN108412519A (en) | The slight large deformation single-track tunnel suspension device of highlands soft rock and construction method | |
| WO2020259059A1 (en) | Tbm parallel heading tunnel trunk construction method | |
| CN111677520B (en) | Construction method for excavating station structure by tunnel-first station-later station pipe curtain hole-pile method | |
| CN111997624A (en) | Shallow-buried large-section underground excavation rectangular tunnel construction method | |
| CN112663625A (en) | Construction and protection method for shallow-buried bias-pressure weak surrounding rock tunnel portal in alpine region | |
| CN112539066A (en) | Rapid construction method for karst development long tunnel | |
| CN108915702B (en) | Shield receiving method in circular small-section tunnel | |
| CN109505612A (en) | Big descending bored tunnel shield sky selection structure and construction technology | |
| CN105840209B (en) | Construction method for controlling deformation of anchor pile in tunnel body section | |
| CN113982639B (en) | Tunnel lining full-ring dismantling and replacing construction method in unfavorable geological region | |
| CN103615265A (en) | Horizontal whirl spraying construction method of soft rock tunnel | |
| RU2715784C1 (en) | Method of correction of subsidence trough at erection of underground structure by closed method in weak soils |
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 |