CN107060821A - A kind of many lithology method for protecting support of face - Google Patents
A kind of many lithology method for protecting support of face Download PDFInfo
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- CN107060821A CN107060821A CN201710182023.2A CN201710182023A CN107060821A CN 107060821 A CN107060821 A CN 107060821A CN 201710182023 A CN201710182023 A CN 201710182023A CN 107060821 A CN107060821 A CN 107060821A
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- grouting
- slip casting
- face
- hole
- pressure
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- 238000000034 method Methods 0.000 title claims abstract description 36
- 238000007569 slipcasting Methods 0.000 claims abstract description 71
- 238000010276 construction Methods 0.000 claims abstract description 23
- 238000013461 design Methods 0.000 claims abstract description 17
- 239000011435 rock Substances 0.000 claims abstract description 14
- 238000007689 inspection Methods 0.000 claims abstract description 13
- 230000000694 effects Effects 0.000 claims abstract description 12
- 239000004567 concrete Substances 0.000 claims abstract description 10
- 239000002893 slag Substances 0.000 claims abstract description 10
- 239000002002 slurry Substances 0.000 claims abstract description 10
- 238000009415 formwork Methods 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 23
- 239000010959 steel Substances 0.000 claims description 23
- 238000005553 drilling Methods 0.000 claims description 20
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 17
- 238000009412 basement excavation Methods 0.000 claims description 8
- 239000011440 grout Substances 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 6
- 239000004744 fabric Substances 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 238000004458 analytical method Methods 0.000 claims description 3
- 230000009194 climbing Effects 0.000 claims description 3
- 239000012530 fluid Substances 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 230000005855 radiation Effects 0.000 claims description 3
- 230000011218 segmentation Effects 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 238000003780 insertion Methods 0.000 claims description 2
- 230000037431 insertion Effects 0.000 claims description 2
- 229910000712 Boron steel Inorganic materials 0.000 claims 1
- 238000007596 consolidation process Methods 0.000 abstract description 3
- 238000004140 cleaning Methods 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000686 essence Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- 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
- E21D20/028—Devices or accesories for injecting a grouting liquid in a bore-hole
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
It is closely knit to the backfill of face back-pressure first with Tunnel slag the invention discloses a kind of many lithology method for protecting support of face, and part injecting treatment is backfilled to back-pressure using the ductules of Φ 42；Then, the empty slag of cleaning face, and set the grouting rock bolts of two row Φ 25, anchor pole leakage part be connected with wall for grouting, and it is closely knit to backfill the filling of body remainder to back-pressure using sandbag, after the completion of formwork erection pump concrete pour into a mould wall for grouting；Then geology inspecting hole is carried out to face, and adjusts grouting program；Front pre-grouting construction is then carried out, slip casting effect inspection is carried out, unqualified injected hole need to carry out after-teeming slurry；Finally, carry out setting up pipe canopy.In summary, the present invention is simple in construction, and tunneltron canopy and anchor pole position, size design are reasonable；The design of the present invention is with strong points, can solve face arch slip casting leakiness phenomenon；The consolidation effect of the present invention is good, effectively less many nonconformity contact band sections can excavate risk.
Description
Technical field
The present invention relates to tunnel excavation technical field, it particularly relates to a kind of many lithology method for protecting support of face.
Background technology
The general design using front pre-grouting of many nonconformity contact belt construction designs in tunnel in the market, it is this
Method reinforcing scope is that slip casting effect is undesirable above 3~8 meters of tunnel excavation border, vault, and excavation easily vault occurs and collapsed again
Side, huge risk is brought for production.
The content of the invention
For the above-mentioned technical problem in correlation technique, the present invention proposes a kind of many lithology method for protecting support of face, can
Overcome the above-mentioned deficiency of prior art.
To realize above-mentioned technical purpose, the technical proposal of the invention is realized in this way：
A kind of many lithology method for protecting support of face, comprise the following steps：
S1：Many nonconformities are contacted with band face in advance pre-process and slip casting, is specifically included：
S1.1：It is closely knit to the backfill of tunnel tunnel face back-pressure using Tunnel slag, and part is backfilled to back-pressure using the ductules of Φ 42
Carry out injecting treatment；
S1.2：Wall for grouting is poured into a mould, is specifically included：
S1.2.1：The empty slag of face is cleared up, and sets above vault the grouting rock bolts of two row Φ 25, and the grouting rock bolts of Φ 25 is outer
Leakage part is connected with wall for grouting；
S1.2.2：The filling of body remainder is backfilled to back-pressure using sandbag closely knit；
S1.2.3：With formwork erection pump concrete cast wall for grouting after filling is closely knit；
S1.2.4：Plash is set on the outside of formwork erection pump, the water of face is led to outside plash pump drainage to hole；
S1.3：Face geological condition is analyzed, and grouting program is adjusted according to geological condition；
S1.4：According to the grouting program after adjustment, front pre-grouting construction is carried out, the grouting mode of pre-pouring grout construction is protrusive
It is segmented front pre-grouting and drilling rod retrusive grouting and reinforcing；
S1.5：After the completion of all injected holes all slip casting of front pre-grouting construction, slip casting effect is checked, and to underproof slip casting
Hole carries out after-teeming slurry；
S2：Bimetallic tube canopy, and slip casting are set to face arch after the completion of step S1, is specifically included：
S2.1：Bimetallic tube canopy is set up to face arch after the completion of face front pre-grouting, first layer pipe canopy angle is
15 °, the angle of second layer pipe canopy is 20 °, 30 meters of the total length of each layer of pipe canopy, two layers of pipe canopy level interval 1m, pipe canopy orifice ring
Cloth hole in the range of the centering 40cm into spacing, 140 ° of vault, outer 3~5 ° of limb；
S2.2：Slip casting is carried out to bimetallic tube canopy.
Further, the spacing of the ductules of Φ 42 is 1.5 × 1.5 meters in step S1.1, is laid in blossom type, every Φ 42
Ductule length is 5 meters；The slurries of slip casting are cement grouts, and the ratio of mud of the cement grout is 1:1, the pressure of slip casting is
0.3~0.5 MPa.
Further, in step S1.2.1, the anchor pole length of the described grouting rock bolts of Φ 25 is 3.5 meters, and spacing is 1 × 1 meter,
And the leakage that the anchor pole is connected with wall for grouting is partially larger than equal to 1 meter.
Further, in step S1.2.3, the concrete for pouring wall for grouting is C30 concrete, the thickness of the wall for grouting
For 3.0m, the thickness of the wall for grouting insertion country rock is more than or equal to 50cm.
Further, step S1.3 is specifically：Horizontal advance geologic inspecting hole is carried out to face, according to earth's surface inspecting hole and
Upper circulation inspecting hole and bored grouting situation analysis face geological condition, grouting design is adjusted according to geological condition, is such as found empty
Chamber need to first carry out slip casting backfill.
Further, in step S1.4, the drilling machine in front pre-grouting construction uses special geological drilling rig, rig
The gradient of climbing is less than or equal to 25 °, and drilling rod uses self-advancing type drilling rod, and the average length of drilling rod is 25m, body of rod φ external diameter 110mm,
Bored grouting order uses ecto-entad, and the principle in hole is jumped at interval from bottom to top, per 1~2, septum secundum hole hole, along excavation contour line
It is distributed by axial radiation shape.
It is preferred that, the section length principle of segmentation front pre-grouting is：In boring procedure without collapse hole and water 0~
10m3Section length is 10m, 10~30m of slight collapse hole and water during/h3Section length is 5m during/h, and collapse hole is serious and water is big
In 30m3Stop creeping into and starting slip casting immediately during/h；During slip casting, when slip casting for a period of time, it is a certain amount of when, if pressure
Reach that design final pressure then terminates slip casting；Or during slip casting, pressure is gradually increasing, flow is gradually reduced, when grouting pressure reaches
Design pressure is simultaneously stablized after 10min, you can terminate the hole slip casting；If grouting amount reaches a certain amount of, pressure does not still rise,
Two fluid grouting measure can be taken to terminate the slip casting to the hole.
Further, in step S1.5, when slip casting effect inspection uses inspecting hole inspection technique, grouting pressure-grouting amount-slip casting
Half interval contour inspection technique and sound wave inspection technique.
Further, in step S2.1, pipe canopy body of rod outer surface uses the T-shaped helicitic texture steel pipe of total length and steel floral tube, bar
Body outer diameter is φ 76mm, wall thickness 10mm, per pole body long 6m or 8m, is connected between bar segment using adapter sleeve, while every layer
Pipe canopy from positive integer label is used in order from left to right, and what it is marked as even numbers is colored steel pipe, and what it is marked as odd number is steel pipe, pipe canopy
Colored steel pipe is first set during construction, then sets steel pipe, flower steel pipe tube wall punching, cloth hole uses blossom type, and aperture is 10~16mm, hole
Spacing is 15cm.
Further, in step S2.2：The order slip casting from arch springing in anhydrous location during tube shed grouting, injection speed according to
Depending on injected hole water yield size, until pressure flow terminates slip casting when reaching requirement, gate valve is closed at the end of slip casting, unloaded
Pulp-inlet pipe, into subsequent cycle.
Beneficial effects of the present invention：The present invention is simple in construction, and tunneltron canopy and anchor pole position, size design are reasonable；
The design of the present invention is with strong points, can solve face arch slip casting leakiness phenomenon；The consolidation effect of the present invention is good,
Effectively less many nonconformity contact band sections it can excavate risk.
Brief description of the drawings
In order to illustrate more clearly about the embodiment of the present invention or technical scheme of the prior art, below will be to institute in embodiment
The accompanying drawing needed to use is briefly described, it should be apparent that, drawings in the following description are only some implementations of the present invention
Example, for those of ordinary skill in the art, on the premise of not paying creative work, can also be obtained according to these accompanying drawings
Obtain other accompanying drawings.
Fig. 1 is the construction schematic diagram of face described according to embodiments of the present invention；
Fig. 2 is the structural representation of the wall for grouting part of the present invention；
Fig. 3 is the vertical section schematic diagram of the wall for grouting part of the present invention；
Fig. 4 is the pipe roof construction technological process of the present invention；
Fig. 5 is the schematic diagram of pipe canopy part of the present invention；
In figure：1st, tunnel；2nd, bimetallic tube canopy；3rd, rig operations platform；4th, wall for grouting；5th, self-advancing type drilling rod；6th, the mortar anchors of Φ 25
Bar；7th, tunnel excavation contour line；8th, wall for grouting contour line.
Embodiment
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear, complete
Site preparation is described, it is clear that described embodiment is only a part of embodiment of the invention, rather than whole embodiments.It is based on
Embodiment in the present invention, the every other embodiment that those of ordinary skill in the art are obtained belongs to what the present invention was protected
Scope.
As Figure 1-5, the described many lithology method for protecting support of a kind of face according to embodiments of the present invention, including following step
Suddenly：
S1：Many nonconformities are contacted with band face in advance pre-process and slip casting, is specifically included：
S1.1：It is closely knit to the backfill of tunnel tunnel face back-pressure using the hole slag in tunnel 1, and using the ductules of Φ 42 to back-pressure backfill portion
Divide and carry out injecting treatment；
S1.2：Wall for grouting 4 is poured into a mould, is specifically included：
S1.2.1：The empty slag of face is cleared up, and sets above vault the grouting rock bolts 6 of two row Φ 25, and the grouting rock bolts 6 of Φ 25
Leakage part is connected with wall for grouting 4；
S1.2.2：The filling of body remainder is backfilled to back-pressure using sandbag closely knit；
S1.2.3：With formwork erection pump concrete cast wall for grouting 4 after filling is closely knit；
S1.2.4：Plash is set on the outside of formwork erection pump, the water of face is led to outside plash pump drainage to hole；
S1.3：Face geological condition is analyzed, and grouting program is adjusted according to geological condition；
S1.4：According to the grouting program after adjustment, front pre-grouting construction is carried out, the grouting mode of pre-pouring grout construction is protrusive
It is segmented front pre-grouting and drilling rod retrusive grouting and reinforcing；
S1.5：After the completion of all injected holes all slip casting of front pre-grouting construction, slip casting effect is checked, and to underproof slip casting
Hole carries out after-teeming slurry；
S2：Bimetallic tube canopy, and slip casting are set to face arch after the completion of step S1, is specifically included：
S2.1：Bimetallic tube canopy 2 is set up to face arch after the completion of face front pre-grouting, first layer pipe canopy angle is
15 °, the angle of second layer pipe canopy is 20 °, 30 meters of the total length of each layer of pipe canopy, two layers of pipe canopy level interval 1m, pipe canopy orifice ring
Cloth hole in the range of the centering 40cm into spacing, 140 ° of vault, outer 3~5 ° of limb；
S2.2：Slip casting is carried out to bimetallic tube canopy 2.
In one embodiment, the spacing of the ductules of Φ 42 is 1.5 × 1.5 meters in step S1.1, is laid in blossom type,
The every ductule length of Φ 42 is 5 meters；The slurries of slip casting are cement grouts, and the ratio of mud of the cement grout is 1:1, slip casting
Pressure is 0.3~0.5 MPa.
In one embodiment, in step S1.2.1, the anchor pole length of the described grouting rock bolts of Φ 25 is 3.5 meters, spacing
It is 1 × 1 meter, and the leakage that the anchor pole is connected with wall for grouting is partially larger than equal to 1 meter.
In one embodiment, in step S1.2.3, the concrete for pouring wall for grouting is C30 concrete, tunnel excavation
It is wall for grouting between contour line 7 and wall for grouting contour line 8, the thickness of the wall for grouting is 3.0m, and the wall for grouting is embedded in country rock
Thickness be more than or equal to 50cm.
In one embodiment, step S1.3 is specifically：Horizontal advance geologic inspecting hole is carried out to face, according to earth's surface
Inspecting hole and upper circulation inspecting hole and bored grouting situation analysis face geological condition, grouting design is adjusted according to geological condition,
Such as find that cavity need to first carry out slip casting backfill.
In one embodiment, in step S1.4, the drilling machine in front pre-grouting construction uses special geology
Rig, described geological drilling rig is erected on rig operations platform 3, and the gradient of rig climbing is less than or equal to 25 °, and drilling rod is used certainly
Enter formula drilling rod 5, the average length of drilling rod is 25m, and body of rod φ external diameter 110mm, bored grouting order uses ecto-entad, from it is lower to
The principle in hole is jumped at upper interval, per 1~2, septum secundum hole hole, is distributed along excavation contour line by axial radiation shape, wherein, segmentation is advanced
The section length principle of pre-pouring grout is：Without collapse hole and water in 0~10m in boring procedure3Section length is 10m during/h, gently
10~30m of micro- collapse hole and water3Section length is 5m during/h, and collapse hole is serious and water is more than 30m3Stop drilling immediately simultaneously during/h
Start slip casting；During slip casting, when slip casting for a period of time, it is a certain amount of when, if pressure reach design final pressure if terminate slip casting；Or
During slip casting, pressure is gradually increasing, and flow is gradually reduced, after grouting pressure reaches design pressure and stable 10min, you can
Terminate the hole slip casting；If grouting amount reaches a certain amount of, pressure does not still rise, and two fluid grouting measure can be taken to terminate to this
The slip casting in hole.
In one embodiment, in step S1.5, slip casting effect inspection uses inspecting hole inspection technique, grouting pressure-slip casting
Amount-slip casting time graph inspection technique and sound wave inspection technique.
In one embodiment, in step S2.1, pipe canopy body of rod outer surface uses the T-shaped helicitic texture steel pipe of total length and steel
Floral tube, body of rod outer diameter is φ 76mm, wall thickness 10mm, per pole body long 6m or 8m, is connected between bar segment using adapter sleeve, together
When every layer of pipe canopy from positive integer label is used in order from left to right, what it is marked as even numbers is colored steel pipe, and what it is marked as odd number is steel
Pipe, first sets colored steel pipe during pipe roof construction, then sets steel pipe, the tube wall punching of flower steel pipe, and cloth hole uses blossom type, and aperture is 10~
16mm, pitch of holes is 15cm.
In one embodiment, in step S2.2：The order slip casting from arch springing, slip casting in anhydrous location during tube shed grouting
Depending on speed is according to injected hole water yield size, until pressure flow terminates slip casting when reaching requirement, by gate valve at the end of slip casting
Close, pulp-inlet pipe is unloaded, into subsequent cycle.
Understand for convenience the present invention above-mentioned technical proposal, below by way of in specifically used mode to the present invention it is above-mentioned
Technical scheme is described in detail.
When specifically used, face back-pressure is backfilled first with Tunnel slag closely knit, and use the ductules pair of Φ 42
Back-pressure backfills part injecting treatment；Then, the empty slag of cleaning face, and set above vault the grouting rock bolts of two row Φ 25, anchor
Bar leakage part be connected with wall for grouting, and it is closely knit to backfill the filling of body remainder to back-pressure using sandbag, after the completion of formwork erection pumping mix
Must not have in solidifying soil cast wall for grouting, wall for grouting and set plash on the outside of steel arch-shelf, anchor pole, steel pipe etc., template, by the water of face
Lead to outside plash pump drainage to hole, prevent water logging to the wall for grouting poured into a mould, wall for grouting must be poured into a mould continuously；Then to face
Geology inspecting hole is carried out, and adjusts grouting program；Front pre-grouting construction is then carried out, after all injected holes all terminate, is carried out
Slip casting effect checks that unqualified injected hole need to carry out after-teeming slurry；Finally, carry out setting up pipe canopy, the specific size of pipe canopy can basis
Field condition is adjusted.
In summary, the present invention is simple in construction, and tunneltron canopy and anchor pole position, size design are reasonable；The present invention's
Design is with strong points, can solve face arch slip casting leakiness phenomenon；The consolidation effect of the present invention is good, can be effective
The less many nonconformity contact band sections in ground excavate risk.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all essences in the present invention
God is with principle, and any modification, equivalent substitution and improvements made etc. should be included in the scope of the protection.
Claims (10)
1. a kind of many lithology method for protecting support of face, it is characterised in that comprise the following steps：
S1：Many nonconformities are contacted with band face in advance pre-process and slip casting, is specifically included：
S1.1：It is closely knit to the backfill of tunnel tunnel face back-pressure using Tunnel slag, and part is backfilled to back-pressure using the ductules of Φ 42
Carry out injecting treatment；
S1.2：Wall for grouting is poured into a mould, is specifically included：
S1.2.1：The empty slag of face is cleared up, and sets above vault the grouting rock bolts of two row Φ 25, and the grouting rock bolts of the Φ 25
Leakage part be connected with wall for grouting；
S1.2.2：The remainder filling backfilled using sandbag to back-pressure is closely knit；
S1.2.3：With formwork erection pump concrete cast wall for grouting after filling is closely knit；
S1.2.4：Plash is set on the outside of formwork erection pump, the water of face is led to outside plash pump drainage to hole；
S1.3：Face geological condition is analyzed, and grouting program is adjusted according to geological condition；
S1.4：According to the grouting program after adjustment, front pre-grouting construction is carried out, the grouting mode of pre-pouring grout construction is protrusive
It is segmented front pre-grouting and drilling rod retrusive grouting and reinforcing；
S1.5：After the completion of all injected holes all slip casting of front pre-grouting construction, slip casting effect is checked, and to underproof slip casting
Hole carries out after-teeming slurry；
S2：Bimetallic tube canopy, and slip casting are set to face arch after the completion of step S1, is specifically included：
S2.1：Bimetallic tube canopy, first layer pipe canopy angle are set up to face arch after the completion of the construction of face front pre-grouting
For 15 °, the angle of second layer pipe canopy is 20 °, 30 meters of the total length of each layer of pipe canopy, and the level interval between two layers of pipe canopy is
1m.Cloth hole in the range of pipe canopy orifice ring centering 40cm into spacing, 140 ° of vault, outer limb is 3~5 °；
S2.2：Slip casting is carried out to bimetallic tube canopy.
2. many lithology method for protecting support of a kind of face according to claim 1, it is characterised in that Φ 42 is small in step S1.1
The spacing of conduit is 1.5 × 1.5 meters, is laid in blossom type, and the every ductule length of Φ 42 is 5 meters；The slurries of slip casting are cement
Slurries, the ratio of mud of the cement grout is 1:1, the pressure of slip casting is 0.3~0.5 MPa.
3. many lithology method for protecting support of a kind of face according to claim 1, it is characterised in that in step S1.2.1, institute
The anchor pole length for the grouting rock bolts of Φ 25 stated is 3.5 meters, and spacing is 1 × 1 meter, and the leakage part that the anchor pole is connected with wall for grouting
More than or equal to 1 meter.
4. many lithology method for protecting support of a kind of face according to claim 1, it is characterised in that in step S1.2.3, pour
The concrete for building wall for grouting is C30 concrete, and the thickness of the wall for grouting is 3.0m, and the thickness of the wall for grouting insertion country rock is big
In equal to 50cm.
5. many lithology method for protecting support of a kind of face according to claim 1, it is characterised in that step S1.3 is specifically：
Horizontal advance geologic inspecting hole is carried out to face, according to earth's surface inspecting hole and upper circulation inspecting hole and bored grouting situation analysis area
Face geological condition, grouting design is adjusted according to geological condition, such as finds that cavity need to first carry out slip casting backfill.
6. many lithology method for protecting support of a kind of face according to claim 1, it is characterised in that in step S1.4, in advance
Drilling machine during pre-pouring grout is constructed uses special geological drilling rig, and the gradient of rig climbing is less than or equal to 25 °, and drilling rod is used certainly
Enter formula drilling rod, the average length of drilling rod is 25m, and external diameter of rod body 110mm, bored grouting order uses ecto-entad, from bottom to top
The principle in hole is jumped at interval, per 1~2, septum secundum hole hole, is distributed along excavation contour line by axial radiation shape.
7. many lithology method for protecting support of a kind of face according to claim 6, it is characterised in that segmentation front pre-grouting
Section length principle is：Without collapse hole and water in 0~10m in boring procedure3During/h section length be 10m, slight collapse hole and
10~30m of water3Section length is 5m during/h, and collapse hole is serious and water is more than 30m3Stop creeping into and starting slip casting immediately during/h；
During slip casting, when slip casting for a period of time, it is a certain amount of when, if pressure reach design final pressure if terminate slip casting；Or slip casting process
In, pressure is gradually increasing, and flow is gradually reduced, after grouting pressure reaches design pressure and stable 10min, you can terminate the hole
Slip casting；If grouting amount reaches a certain amount of, pressure does not still rise, and two fluid grouting measure can be taken to terminate the note to the hole
Slurry.
8. many lithology method for protecting support of a kind of face according to claim 1, it is characterised in that in step S1.5, slip casting
Effect inspection uses inspecting hole inspection technique, grouting pressure-grouting amount-slip casting time graph inspection technique and sound wave inspection technique.
9. many lithology method for protecting support of a kind of face according to claim 1, it is characterised in that in step S2.1, pipe canopy
Body of rod outer surface uses the T-shaped helicitic texture steel pipe of total length and steel floral tube, and body of rod outer diameter is φ 76mm, wall thickness 10mm, is often saved
It is connected between the body of rod long 6m or 8m, bar segment using adapter sleeve, while every layer of pipe boron steel pipe from using positive integer in order from left to right
Label, what it is marked as even numbers is colored steel pipe, and what it is marked as odd number is steel pipe, colored steel pipe is first set during pipe roof construction, then set steel
Pipe, flower steel pipe tube wall punching, cloth hole uses blossom type, and aperture is 10~16mm, and pitch of holes is 15cm.
10. many lithology method for protecting support of a kind of face according to claim 1, it is characterised in that in step S2.2：Pipe canopy
The order slip casting from arch springing in anhydrous location during slip casting, depending on injection speed is according to injected hole water yield size, until pressure current
Amount terminates slip casting when reaching requirement, closes gate valve at the end of slip casting, unloads pulp-inlet pipe, into subsequent cycle.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710182023.2A CN107060821A (en) | 2017-03-24 | 2017-03-24 | A kind of many lithology method for protecting support of face |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710182023.2A CN107060821A (en) | 2017-03-24 | 2017-03-24 | A kind of many lithology method for protecting support of face |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107060821A true CN107060821A (en) | 2017-08-18 |
Family
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| CN107725056A (en) * | 2017-10-13 | 2018-02-23 | 中铁五局集团有限公司 | One kind passes through silly stratum tunnel loopful quick grouting construction method in advance |
| CN108547639A (en) * | 2018-03-13 | 2018-09-18 | 北京市政路桥股份有限公司 | Tunnel closes on the advanced same more conduit delamination pour slurry construction methods in hole of existing buildings |
| CN108798718A (en) * | 2018-07-09 | 2018-11-13 | 中铁十七局集团第四工程有限公司 | Subsequent grouting method is held before tunnel |
| CN114109442A (en) * | 2021-10-18 | 2022-03-01 | 中铁十局集团第一工程有限公司 | Tunnel karst broken zone collapse half-section curtain forward grouting reinforcement treatment method |
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| CN108798718A (en) * | 2018-07-09 | 2018-11-13 | 中铁十七局集团第四工程有限公司 | Subsequent grouting method is held before tunnel |
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| CN114109442A (en) * | 2021-10-18 | 2022-03-01 | 中铁十局集团第一工程有限公司 | Tunnel karst broken zone collapse half-section curtain forward grouting reinforcement treatment method |
| CN114109442B (en) * | 2021-10-18 | 2024-02-09 | 中铁十局集团第一工程有限公司 | Tunnel karst crushing belt sliding collapse half-section curtain progressive grouting reinforcement treatment method |
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Effective date of registration: 20170810 Address after: 064000 Hebei province Tangshan City Fengrun District Guanghua Road No. 2 Applicant after: China Railway Sixteen Bureau Group Fifth Engineering Company Limited Applicant after: China Railway Construction Engineering Bureau No.16 Group Corp., Ltd. Address before: 064000 Hebei province Tangshan City Fengrun District Guanghua Road No. 2 Applicant before: China Railway Sixteen Bureau Group Fifth Engineering Company Limited |
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