CN110159276A - Tunnel excavation technique in a kind of disintegration in water ultimate soft rock stratum - Google Patents
Tunnel excavation technique in a kind of disintegration in water ultimate soft rock stratum Download PDFInfo
- Publication number
- CN110159276A CN110159276A CN201910268360.2A CN201910268360A CN110159276A CN 110159276 A CN110159276 A CN 110159276A CN 201910268360 A CN201910268360 A CN 201910268360A CN 110159276 A CN110159276 A CN 110159276A
- Authority
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- China
- Prior art keywords
- tunnel
- steel mesh
- anchor bolt
- system anchor
- tunnel excavation
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- 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.)
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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 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
- E21D11/20—Special cross- sections, e.g. corrugated
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/10—Making by using boring or cutting machines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/10—Making by using boring or cutting machines
- E21D9/11—Making by using boring or cutting machines with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
Abstract
The invention discloses Tunnel excavation techniques in a kind of disintegration in water ultimate soft rock stratum, are related to geotechnical engineering underground space technical field, specifically include steel mesh, advanced tubule, system anchor bolt, lock foot anchoring stock, outer concrete and internal layer concrete lining.Tunnel excavation technique in the disintegration in water ultimate soft rock stratum, by using boom-type roadheader tunnel excavation rock mass, prevent blasting vibration to the adverse effect of rock mass, with high security, good economy performance, equipment is simple, perturbation is small and the high feature of work efficiency, soft rock strata can be preferably suitable for, using Anchor Agent as advanced tubule and the grouting serous fluid of system anchor bolt, it can avoid Wall Rock of Tunnel and meet water softening, effectively reduce the probability that rock mass is disintegrated, improve the reliability and safety of the Tunnel excavation, it solves existing Tunnel excavation technique and is usually all made of cement grout progress slip casting, tunnel uses drill bursting construction, easily cause the unstable situation of rock mass.
Description
Technical field
The present invention relates to geotechnical engineering underground space technical fields, specially tunnel in a kind of disintegration in water ultimate soft rock stratum
Hole excavation construction process.
Background technique
More and more engineering projects move towardss external, the geological conditions of external different regions and the country there are larger difference,
The liner supporting of tunnel engineering is required also to be not quite similar.
The rarely seen weak surrounding rock with disintegration in water characteristic of domestic tunnel engineering, therefore advanced tubule and system anchor bolt
It is usually all made of cement grout and carries out slip casting, tunnel generallys use drill bursting construction, and blasting vibration has not rock stability
Benefit influences.
The lithology of external some areas is extremely special, and mud stone and argillaceous sandstone are dry containing ingredients such as montmorillonite, kaolinites
Surrounding rock stability is fine under state, but it is met water and changes and be easily disintegrated, and domestic tunnel design experience and computational theory cannot be complete
It is complete to adapt to local circumstance, especially tunnel preliminary bracing aspect, according to domestic soft clay area tunnel design and construction experience, hardly possible
Smoothly to implement.
Summary of the invention
In view of the deficiencies of the prior art, the present invention provides Tunnel excavations in a kind of disintegration in water ultimate soft rock stratum
Technique solves the problems mentioned above in the background art.
In order to achieve the above object, the present invention is achieved by the following technical programs: a kind of disintegration in water ultimate soft rock stratum
Middle Tunnel excavation technique, including steel mesh, advanced tubule, system anchor bolt, lock foot anchoring stock, outer concrete and coagulation
Native lining cutting, the top outside the steel mesh is equipped with advanced tubule, and the two sides at the top of steel mesh are mounted on system anchor
Bar, the two sides of the reinforcing bar sieve bottom are equipped with lock foot anchoring stock, and the outside of steel mesh is cast with outer concrete, described outer
The inside of layer concrete is equipped with internal layer concrete lining.
Optionally, the grouting serous fluid of the advanced tubule and system anchor bolt is all made of Anchor Agent, and system anchor bolt is arranged
In tunnel two sides haunch position, system anchor bolt uses D25 self-advancing type hollow grouting anchor length for 4.0m, and longitudinal pitch is
0.6m, circumferential spacing are 1.0m and are in quincuncial arrangement.
Optionally, the central angle of the steel mesh vault is 120 °, and system anchor bolt is equipped at the haunch of steel mesh.
The operating procedure of Tunnel excavation technique is as follows in a kind of disintegration in water ultimate soft rock stratum:
S1: advanced tubule construction
After the completion of the previous cyclic advance of tunnel excavates and just serves as a contrast supporting, advanced tubule is set along canal axes direction,
Advanced tubule is set within the scope of 90 °~120 ° of vault central angle, and the elevation angle is set as 14 °, advanced tubule circumferential direction spacing
500mm, advanced tubule use outer diameter 42mm, the hot rolled seamless steel tube of wall thickness 3.5mm, and steel pipe front end is in cone tip shape, tail portion weldering
It meets Φ 6 to put more energy into hoop, tube wall surrounding bores Φ 8mm mud jacking hole, and tail portion guarantees 1.0m or more the lap of splice；
S2: tunnel rock excavation
Non- blasting type excavation construction is carried out less than the ultimate soft rock of 5MPa for rock strength using boom-type roadheader；
S3: system anchor bolt construction
Using the method for numerical analysis, tunnel excavation and Bracing Process are simulated, and to the arrangement of system anchor bolt into
Row optimization, in the case of preferable for country rock globality, only sets the system anchor bolt of tunnel two sides haunch position；
S4: laying steel mesh and injection outer concrete just sprays
Steel mesh uses 8 reinforcing bar of single layer Φ, and spacing 200mm × 200mm just sprays one layer after the completion of system anchor bolt is set
Steel mesh laying is carried out after outer concrete again；
S5: I-steel arch erects
I-steel steelframe erects after the completion of steel mesh is laid, and the empty slag and other sundries under steel arch-shelf arch springing should be removed
Completely, lock foot anchoring stock should construct by design requirement and complete；
S6: injection internal layer concrete construction
According to fashioned iron height, thickness of protection tier requirement, preliminary bracing is with a thickness of 250mm, sprayed concrete strength mark
Number be C25, injection internal layer concrete lining reach design thickness requirement after, complete preliminary bracing structure.
The present invention provides Tunnel excavation techniques in a kind of disintegration in water ultimate soft rock stratum, have following beneficial to effect
Fruit:
1, Tunnel excavation technique in the disintegration in water ultimate soft rock stratum excavates tunnel by using boom-type roadheader
Hole rock mass prevents blasting vibration to the adverse effect of rock mass, and with high security, good economy performance, equipment is simple, perturbation is small
The high feature with work efficiency can preferably be suitable for soft rock strata, using Anchor Agent as advanced tubule and the note of system anchor bolt
Slurries are starched, Wall Rock of Tunnel is can avoid and meets water softening, effectively reduce the probability that rock mass is disintegrated, improve the tunnel excavation
The reliability and safety of construction solve existing Tunnel excavation technique and are usually all made of cement grout progress slip casting,
Tunnel uses drill bursting construction, the unstable situation of Yi Yinfa rock mass.
2, Tunnel excavation technique in the disintegration in water ultimate soft rock stratum, is excavated by using development machine, to country rock
Perturbation very little takes the mode of full face tunneling in the poor stratum of country rock globality, also can guarantee hole week adjoining rock stability
Property, the problem of capable of largely improving work efficiency, avoid and easily cave in existing construction technology, influence working efficiency.
Detailed description of the invention
Fig. 1 is schematic three dimensional views of the present invention；
Fig. 2 is preliminary bracing structure chart of the present invention.
In figure: 1, steel mesh；2, advanced tubule；3, system anchor bolt；4, lock foot anchoring stock；5, outer concrete；6, internal layer
Concrete lining.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.
Please refer to Fig. 1 to Fig. 2, Tunnel excavation technique in a kind of disintegration in water ultimate soft rock stratum, including steel mesh 1,
Advanced tubule 2, system anchor bolt 3, lock foot anchoring stock 4, outer concrete 5 and internal layer concrete lining 6, the top outside steel mesh 1
End is equipped with advanced tubule 2, and the two sides at 1 top of steel mesh are mounted on system anchor bolt 3, and the two sides of 1 bottom of steel mesh are all provided with
There is lock foot anchoring stock 4, and the outside of steel mesh 1 is cast with outer concrete 5, the inside of outer concrete 5 is equipped with interior layer concrete
The grouting serous fluid of lining cutting 6, advanced tubule 2 and system anchor bolt 3 is all made of Anchor Agent, and system anchor bolt 3 is arranged in tunnel two
Side haunch position, system anchor bolt 3 use D25 self-advancing type hollow grouting anchor length for 4.0m, longitudinal pitch 0.6m, circumferential
Spacing is 1.0m and is in quincuncial arrangement, and the central angle of 1 vault of steel mesh is 120 °, and system is equipped at the haunch of steel mesh 1
Anchor pole 3.
The construction procedure of Tunnel excavation technique is as follows in the disintegration in water ultimate soft rock stratum:
S1: advanced tubule 2 is constructed
After the completion of the previous cyclic advance of tunnel excavates and just serves as a contrast supporting, advanced tubule is set along canal axes direction
2, advanced tubule 2 is set within the scope of 90 °~120 ° of vault central angle, and the elevation angle is set as 14 °, between 2 circumferential direction of advanced tubule
Away from 500mm, advanced tubule 2 uses outer diameter 42mm, the hot rolled seamless steel tube of wall thickness 3.5mm, and steel pipe front end is in cone tip shape, tail
Portion welding Φ 6 puts more energy into hoop, and tube wall surrounding bores Φ 8mm mud jacking hole, tail portion guarantee 1.0m or more the lap of splice, to avoid rock mass from meeting
After water, strength loss and generation disintegration phenomenon replace cement grout to carry out slip casting using Anchor Agent, and Anchor Agent is anhydrous, has solidifying
Gu it is fast, it is tightly combined with rock mass and waits good characteristics, thus phenomena such as avoiding rock mass that strength loss and disintegration occurs；
S2: tunnel rock excavation
Non- blasting type excavation construction is carried out less than the ultimate soft rock of 5MPa to rock strength using boom-type roadheader, due to
Mud stone and argillaceous sandstone compression strength are very low, larger using disturbance of the Blasting Excavation to country rock, and rock strength is less than
The ultimate soft rock of 5MPa, boom-type roadheader have preferable applicability, using the non-explosive excavation construction pair of boom-type roadheader
The disturbance of rock mass is smaller, and work efficiency is higher, and tunnel excavation section uses the relative complex shape of a hoof, and boom-type roadheader excavates
After rock mass, for the position that part needs thin portion to adjust, deburring is carried out using milling digging machine, it is ensured that excavated section meets with design；
S3: system anchor bolt 3 is constructed
Using the method for numerical analysis, tunnel excavation and Bracing Process are simulated, and to the arrangement of system anchor bolt 3
It optimizes, in the case of preferable for country rock globality, only set the system anchor bolt 3 of tunnel two sides haunch position, can guarantee
The convergence displacement of hole week is controlling within claimed range, therefore cancels the system anchor bolt 3 of 120 ° of ranges of vault, and system anchor bolt 3 is set
After the completion, equally cement grout is replaced to carry out slip casting using Anchor Agent, it is existing that strength loss and disintegration etc. occurs to avoid rock mass
As；
S4: laying steel mesh 1 and injection outer concrete 5 just sprays
Steel mesh 1 uses 8 reinforcing bar of single layer Φ, and spacing 200mm × 200mm just sprays one after the completion of system anchor bolt 3 is set
The laying of steel mesh 1 is carried out after layer outer concrete 5 again；
S5: I-steel arch erects
I-steel steelframe erects after the completion of steel mesh 1 is laid, and the empty slag and other sundries under steel arch-shelf arch springing should be removed
Completely, lock foot anchoring stock 4 should construct by design requirement and complete, and I-steel arch uses I18 I-steel, be divided into 7 sections by design requirement
Machine-shaping is carried out, in work progress, is bolted between each segmentation by connecting plate；
S6: internal layer concrete lining 5 is constructed
According to fashioned iron height, thickness of protection tier requirement, preliminary bracing is with a thickness of 250mm, sprayed concrete strength mark
Number be C25, injection internal layer concrete lining 6 reach design thickness requirement after, complete preliminary bracing structure.
The foregoing is only a preferred embodiment of the present invention, but protection scope of the present invention be not limited to
This, anyone skilled in the art in the technical scope disclosed by the present invention, according to the technique and scheme of the present invention
And its inventive concept is subject to equivalent substitution or change, should be covered by the protection scope of the present invention.
Claims (4)
1. Tunnel excavation technique in a kind of disintegration in water ultimate soft rock stratum, including steel mesh (1), advanced tubule (2), it is
System anchor pole (3), lock foot anchoring stock (4), outer concrete (5) and internal layer concrete lining (6), it is characterised in that: the steel mesh
(1) external top is equipped with advanced tubule (2), and the two sides at the top of steel mesh (1) are mounted on system anchor bolt (3), described
The two sides of steel mesh (1) bottom are equipped with lock foot anchoring stock (4), and there are just spray outer concrete (5), institute in the outside of steel mesh (1)
The inside for stating outer concrete (5) is equipped with internal layer concrete lining (6).
2. Tunnel excavation technique in a kind of disintegration in water ultimate soft rock stratum according to claim 1, it is characterised in that:
The grouting serous fluid of the advanced tubule (2) and system anchor bolt (3) is all made of Anchor Agent, and system anchor bolt (3) is arranged in tunnel
Two sides haunch position, system anchor bolt (3) use D25 self-advancing type hollow grouting anchor length for 4.0m, longitudinal pitch 0.6m, ring
It is 1.0m to spacing and is in quincuncial arrangement.
3. Tunnel excavation technique in a kind of disintegration in water ultimate soft rock stratum according to claim 1, it is characterised in that:
The central angle of steel mesh (1) vault is 120 °, and is equipped with system anchor bolt (3) at the haunch of steel mesh (1).
4. the operating procedure of Tunnel excavation technique is as follows in a kind of disintegration in water ultimate soft rock stratum:
S1: advanced tubule (2) construction
After the completion of the previous cyclic advance of tunnel excavates and just serves as a contrast supporting, advanced tubule (2) are set along canal axes direction, are surpassed
Preceding ductule (2) sets within the scope of 90 °~120 ° of vault central angle, and the elevation angle is set as 14 °, between advanced tubule (2) is circumferential
Away from 500mm, advanced tubule (2) uses outer diameter 42mm, the hot rolled seamless steel tube of wall thickness 3.5mm, and steel pipe front end is in cone tip shape, tail
Portion welding Φ 6 puts more energy into hoop, and tube wall surrounding bores Φ 8mm mud jacking hole, tail portion guarantee 1.0m or more the lap of splice；
S2: tunnel rock excavation
Non- blasting type excavation construction is carried out less than the ultimate soft rock of 5MPa for rock strength using boom-type roadheader；
S3: system anchor bolt (3) construction
Using the method for numerical analysis, tunnel excavation and Bracing Process are simulated, and the arrangement of system anchor bolt (3) is carried out
Optimization, in the case of preferable for country rock globality, only sets the system anchor bolt (3) of tunnel two sides haunch position；
S4: laying steel mesh (1) and outer concrete (5) just sprays
Steel mesh (1) uses 8 reinforcing bar of single layer Φ, and spacing 200mm × 200mm just sprays one after the completion of system anchor bolt (3) is set
Steel mesh (1) laying is carried out after layer outer concrete (5) again.
S5: I-steel arch erects
I-steel steelframe erects after the completion of steel mesh (1) is laid, and the empty slag and other sundries under steel arch-shelf arch springing should be removed dry
Only, lock foot anchoring stock (4) should construct by design requirement and complete.
S6: internal layer concrete lining (6) construction
According to fashioned iron height, thickness of protection tier requirement, preliminary bracing with a thickness of 250mm, sprayed concrete strength marked as
C25 after injection internal layer concrete lining (6) reaches design thickness requirement, completes preliminary bracing structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910268360.2A CN110159276A (en) | 2019-04-03 | 2019-04-03 | Tunnel excavation technique in a kind of disintegration in water ultimate soft rock stratum |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910268360.2A CN110159276A (en) | 2019-04-03 | 2019-04-03 | Tunnel excavation technique in a kind of disintegration in water ultimate soft rock stratum |
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| CN110159276A true CN110159276A (en) | 2019-08-23 |
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| CN201910268360.2A Pending CN110159276A (en) | 2019-04-03 | 2019-04-03 | Tunnel excavation technique in a kind of disintegration in water ultimate soft rock stratum |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111577311A (en) * | 2020-05-23 | 2020-08-25 | 中电建十一局工程有限公司 | Construction process of cantilever type heading machine in soft rock tunnel |
| CN112127899A (en) * | 2020-09-28 | 2020-12-25 | 中电建十一局工程有限公司 | Conglomerate stratum tunnel arch ring consolidation grouting method |
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Application publication date: 20190823 |
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