CN110107310A - A kind of construction method at tunnel slope hole - Google Patents
A kind of construction method at tunnel slope hole Download PDFInfo
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- CN110107310A CN110107310A CN201910369051.4A CN201910369051A CN110107310A CN 110107310 A CN110107310 A CN 110107310A CN 201910369051 A CN201910369051 A CN 201910369051A CN 110107310 A CN110107310 A CN 110107310A
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 238000009412 basement excavation Methods 0.000 claims abstract description 26
- 238000000034 method Methods 0.000 claims abstract description 26
- 238000007569 slipcasting Methods 0.000 claims abstract description 21
- 238000013461 design Methods 0.000 claims abstract description 15
- 238000005553 drilling Methods 0.000 claims abstract description 8
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 210000005239 tubule Anatomy 0.000 claims abstract description 4
- 239000004567 concrete Substances 0.000 claims description 18
- 239000002002 slurry Substances 0.000 claims description 13
- 239000011440 grout Substances 0.000 claims description 12
- 238000009434 installation Methods 0.000 claims description 9
- 229920000742 Cotton Polymers 0.000 claims description 6
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
- 238000010521 absorption reaction Methods 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 6
- 239000007924 injection Substances 0.000 claims description 6
- 238000002156 mixing Methods 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 6
- 239000000758 substrate Substances 0.000 claims description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 5
- 239000010959 steel Substances 0.000 claims description 5
- 238000005520 cutting process Methods 0.000 claims description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 241000345998 Calamus manan Species 0.000 claims description 3
- 241000537371 Fraxinus caroliniana Species 0.000 claims description 3
- 235000010891 Ptelea trifoliata Nutrition 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 229910052742 iron Inorganic materials 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 235000012950 rattan cane Nutrition 0.000 claims description 3
- 239000002023 wood Substances 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 2
- 239000007921 spray Substances 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 2
- 238000013213 extrapolation Methods 0.000 claims 1
- 238000000465 moulding Methods 0.000 claims 1
- 230000011218 segmentation Effects 0.000 claims 1
- 230000002349 favourable effect Effects 0.000 abstract description 3
- 241001074085 Scophthalmus aquosus Species 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 229920002472 Starch Polymers 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 230000001550 time effect Effects 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
- 238000009423 ventilation Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B5/00—Artificial water canals, e.g. irrigation canals
- E02B5/02—Making or lining canals
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Mechanical Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Paleontology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of construction methods at tunnel slope hole, including following below scheme: intercepting ditch excavation is pushed up in hole, hole is excavated, hole side slope protection and hole advance support are constructed.When carrying out hole top intercepting ditch and excavating process, hoist excavation section by section and masonry from lower.When carrying out hole excavation process, hole cubic metre of earth is excavated using excavator cooperation dumper along excavation line, and manual amendment face-upward slope, hole face-upward slope face is excavated by design grade, carries out brush slope by design grade from top to bottom.Hole side slope protection process should carry out behind face-upward slope brush slope；When carrying out hole advance support construction process, using advanced tubule supporting and the following steps are included: ductule production, drilling, ductule jacking and slip casting.Construction method of the invention can create favorable conditions for constructing tunnel, it is ensured that construction safety shortens the constructing tunnel duration, reduces construction cost.
Description
Technical field
The present invention relates to a kind of construction methods at tunnel slope hole.
Background technique
The highway, high speed railway construction in China flourish in recent years, generate a large amount of Tunnel Engineering therewith, and big
Most highways, railway are generally routed along cheuch, therefore Unevenly-pressured shallow tunnel occupies sizable specific gravity in these Tunnel Engineering.Partially
Pressure tunnel portal excavate be all the time geotechnical engineering industry a great problem, especially show that landform, geological environment are complicated
Weak surrounding rock area, rock matter weakness, low bearing capacity, developmental joint fissure, structure are broken, and massif stability itself is poor, bias
Tunnel portal section buried depth is extremely shallow, is disturbed when excavation to massif big, it is likely that cause tunnel side slopes slump, Tunnel Landslide, lining
The problems such as building crack and tunnel overall offset threatens the safety of tunnel excavation personnel, influences the normal operation in tunnel, raw to the people
Life property safety brings hidden trouble.Tunnel portal construction is the most important construction part in tunnel, and working procedure is more.Tunnel is logical
It is often both ends, to increase working face and solving construction ventilation and construction transportation problem, usually at the intermediate position of major long tunnel
An inclined shaft is cut as service gallery.Inclined shaft generally requires constructs in advance, creates conditions for construction.
Summary of the invention
A kind of construction method at tunnel slope hole is provided it is an object of the invention to overcome the deficiencies of existing technologies, it
It can create favorable conditions for constructing tunnel, shorten the constructing tunnel duration, reduce construction cost.
The object of the present invention is achieved like this: a kind of construction method at tunnel slope hole, including following below scheme: hole top
Intercepting ditch excavates；Hole is excavated, hole side slope protection and the construction of hole advance support；Wherein,
When carrying out the hole top intercepting ditch excavation process, hole top is applied in advance other than away from hole excavation line horizontal distance 5m
Intercepting ditch, using hand excavation and it is artificial build, hoist and excavation section by section and built using M7.5 mortar flag stone from lower；It is cutting
The gradient in ditch, which is greater than at 20%, is arranged chute, and the substrate of chute sets a platform every 2m；When chute is very long, using point
Section is built, 5~10 meters of every segment length, joint waterproof material joint filling；
When carrying out the hole excavation process, hole cubic metre of earth is opened using excavator cooperation dumper along excavation line
It digs, manual amendment face-upward slope, hole face-upward slope face is excavated by design grade, carries out brush slope by design grade from top to bottom；
The open cut tunnel section cubic meter of stone is excavated using standing is weakened, and is excavated into after hole, timely 5~8m of lining cutting hole sections of open cut tunnel, concrete
It is formed using tunneling boring one-time-concreting, arch is bent using fashioned iron, and abutment wall reinforces support using the lumps of wood, and template uses tunnel
Special combination punching block, concrete are manually turned over and are shoveled into mould, with poker vibrator vibration compacting by interim blending station mixing；
When carrying out the hole side slope protection process, should immediately side, face upward slope brush slope after carry out；The side slope at hole uses
Slope is excavated, slope ratio is 1:0.5；More than backfill face rattan protection is climbed using plantation, uses bolting and shotcreting with wire mesh below backfill face, spray anchor
Net supporting parameter: injection C20 concrete with a thickness of 10cm, using 25 hollow grouting anchor of φ, rock-bolt length L=4m, anchor pole
Arrangement spacing is 1.2m × 1.2m；The size of mesh opening of 8 steel mesh of φ is 20cm × 20cm；Construction finishes to be conserved in time；
When carrying out advance support construction process, using advanced tubule supporting and the following steps are included: ductule production, brill
Hole, ductule jacking and slip casting；
When carrying out ductule making step, the length of ductule is 3.5m~6m, and the front end of ductule is made into sharp cone distal, tail
Portion's welding φ 8mm reinforcing bar is put more energy into hoop, bores extravasating hole every 10~20cm on the tube wall of ductule, and the spacing of extravasating hole is 15cm,
And be in quincunx interlaced arrangement, the diameter of extravasating hole is 6~8mm, and tail length is stayed not less than 30cm as not boring extravasating hole
Only starch section；
When carrying out drill process, the position of surveying and locating pilot hole, when drill hole, strictly presses the outer limb that setting-out carries out pilot hole
Degree is 5 °~15 °, and for pilot hole in 120 ° of tunnel arch range arrangement, the circumferential spacing of pilot hole is 40cm；The aperture ratio of pilot hole is small to lead
Big 10~the 20mm or more of the diameter of pipe, the drilling deviation of pilot hole are not more than 10cm, and the depth of pilot hole is greater than the length of ductule；
When carrying out ductule jacking step, the sundries in pilot hole first is blown out with blower, then ductule is headed into air drill
In pilot hole, the tail end protruded length of ductule is not less than 30cm, and tail portion welds together with steelframe；Ductule is along tunnel longitudinal direction
The lap of splice is more than or equal to 1.0m；Conduit tail twines cotton yarn, so that ductule is fitted closely with pilot hole, and is blocked up aperture with cotton yarn
Tightly；Jet thickness is around the concrete enclosing ductule of 5~8cm after ductule installation；
When carrying out slip casting step, cement grout pressure injection is entered by ductule using grouting pump；It is first rinsed in ductule before slip casting
Deposit, from the bottom to top sequence carry out；Single hole grouting pressure reaches design requirement value, continue slip casting 10min and into slurry speed
Slip casting terminates when to start to reach 80% or more of design grout absorption into 1/4 or grout absorption of slurry speed；The small of slurry has been infused to lead
Pipe will block aperture immediately, prevent slurries from outflowing.
The construction method at above-mentioned tunnel slope hole, wherein the bolting and shotcreting with wire mesh is the following steps are included: set up branch
Frame, drilling, slip casting, applies anchor pole, installation steel mesh, installation expansion joint divider, gunite concrete, conserves, takes cleaning slope surface
Expansion joint divider, construction expansion joint out.
The construction method at above-mentioned tunnel slope hole, wherein right when carrying out the hole side, facing upward slope protection process
The inadequate substrate of bearing capacity is changed using C15 concrete and is filled out.
The construction method at above-mentioned tunnel slope hole, wherein when carrying out the slip casting step of advance support construction process,
Grouting parameter is as follows:
1) the water ash weight ratio of cement grout is 1:1；
2) grouting pressure: 0.5~1.0MPa.
The construction method at tunnel slope hole of the invention, simple process is quick, easy to operate, can be by constructing tunnel mistake
Security risk in journey minimizes, and time effects are reduced to most short；It can create favorable conditions for constructing tunnel, it is ensured that construction peace
Entirely, shorten the constructing tunnel duration, reduce construction cost.
Detailed description of the invention
Fig. 1 is the safeguard structure figure that uses in the construction method at tunnel slope hole of the invention；
Fig. 2 is the advance support section layout drawing that uses in the construction method at tunnel slope hole of the invention.
Specific embodiment
The present invention will be further described with reference to the accompanying drawings.
Please refer to Fig. 1 and Fig. 2, a kind of construction method at tunnel slope hole of the invention, including following below scheme: hole top is cut
It excavates in ditch；Hole is excavated, and slope protection and the construction of hole advance support are faced upward in hole side.
When carrying out hole top intercepting ditch excavation process, applies hole top in advance other than away from hole excavation line horizontal distance 5m and intercept water
Ditch, using hand excavation and it is artificial build, hoist and excavation section by section and built using M7.5 mortar flag stone from lower；It is cut on hole top
The gradient in ditch, which is greater than at 20%, is arranged chute, and the substrate of chute sets a platform every 2m；When chute is very long, using point
Section is built, 5~10 meters of every segment length, joint waterproof material joint filling；The downstream of hole top intercepting ditch connects with roadbed gutter, shape
At good drainage system
When carrying out hole excavation process, hole cubic metre of earth is excavated using excavator cooperation dumper along excavation line, people
Work modifies face-upward slope, and hole face-upward slope face is excavated by design grade, carries out brush slope, every excavation by design grade from top to bottom
One layer should apply supporting according to design in time, prevent rain drop erosion from causing to come down；The open cut tunnel section cubic meter of stone is using decrease standing
It is excavated, is excavated into after hole, timely 5~8m of lining cutting hole sections of open cut tunnel, concrete is formed using tunneling boring one-time-concreting, arch
It is bent using fashioned iron, abutment wall reinforces support using the lumps of wood, and template uses tunnel special combination punching block, and concrete is by temporarily mixing
With station mixing, manually turns over and shovel into mould, with poker vibrator vibration compacting；
Carry out hole side, face upward slope protection process when, should immediately side, face upward slope brush slope after carry out；The side slope at hole is used and is opened
Slope is dug, slope ratio is 1:0.5；More than backfill face rattan protection is climbed using plantation, uses bolting and shotcreting with wire mesh, shot anchor net below backfill face
Supporting parameter: injection C20 concrete with a thickness of 10cm, using 25 hollow grouting anchor 10 of φ, rock-bolt length L=4m, anchor pole
Arrangement spacing is 1.2m × 1.2m；The size of mesh opening of 8 steel mesh 20 of φ is 20cm × 20cm；Construction finishes to be conserved in time；
The substrate inadequate to bearing capacity is changed using C15 concrete and is filled out (see Fig. 1)；
Bolting and shotcreting with wire mesh is the following steps are included: setting up bracket, cleaning slope surface, drilling, slip casting, applying anchor pole, installation reinforcing bar
Net, gunite concrete, maintenance, takes out expansion joint divider, construction expansion joint at installation expansion joint divider.
When carrying out advance support construction process, using advanced tubule supporting and the following steps are included: ductule production, brill
Hole, ductule jacking and slip casting；
When carrying out ductule making step, the length of ductule is 3.5m~6m, and the front end of ductule is made into sharp cone distal, tail
Portion's welding φ 8mm reinforcing bar is put more energy into hoop, bores extravasating hole every 10~20cm on the tube wall of ductule, and in quincunx interlaced arrangement,
The diameter of extravasating hole is 6~8mm, and tail length is stayed not less than 30cm as the only slurry section for not boring extravasating hole；
When carrying out drill process, the position of surveying and locating pilot hole, when drill hole, strictly presses the outer limb that setting-out carries out pilot hole
Degree is 5 °~15 °, and for pilot hole in 120 ° of tunnel arch range arrangement, the circumferential space D of pilot hole is 40cm；The aperture ratio of pilot hole is small to lead
Big 10~the 20mm or more of the diameter of pipe, the drilling deviation of pilot hole are not more than 10cm, and the depth of pilot hole is greater than the length of ductule；
When carrying out ductule jacking step, the sundries in pilot hole first is blown out with blower, then ductule is headed into air drill
In pilot hole, the tail end protruded length of ductule is not less than 30cm, and to connect aperture valve and pipeline, tail portion is welded on steelframe
Together；The lap of splice of the ductule along tunnel longitudinal direction is more than or equal to 1.0m；Ductule tail portion twines cotton yarn, so that ductule and pilot hole
It fits closely, and with cotton yarn that aperture is stifled tight；The concrete enclosing ductule that jet thickness is 5~8cm after ductule installation
Around；
When carrying out slip casting step, cement grout pressure injection is entered by ductule using grouting pump；Grouting parameter is as follows:
1) the water ash weight ratio of cement grout is 1:1；
2) grouting pressure: 0.5~1.0MPa；
The deposit in ductule is first rinsed before slip casting, sequence carries out from the bottom to top；Single hole grouting pressure, which reaches design, to be wanted
Evaluation, continue slip casting 10min and into slurry speed be start into slurry speed 1/4 or grout absorption reach design grout absorption 80% and
Slip casting terminates when above；The ductule for having infused slurry will block aperture immediately, prevent slurries from outflowing.
Above embodiments are used for illustrative purposes only, rather than limitation of the present invention, the technology people in relation to technical field
Member, without departing from the spirit and scope of the present invention, can also make various transformation or modification, therefore all equivalent
Technical solution also should belong to scope of the invention, should be limited by each claim.
Claims (4)
1. a kind of construction method at tunnel slope hole, including following below scheme: pushing up intercepting ditch and excavate in hole；Hole is excavated, hole side
Face upward slope protection and the construction of hole advance support；It is characterized in that,
When carrying out the hole top intercepting ditch excavation process, applies hole top in advance other than away from hole excavation line horizontal distance 5m and intercept water
Ditch, using hand excavation and it is artificial build, hoist and excavation section by section and built using M7.5 mortar flag stone from lower；In intercepting ditch
The gradient be greater than at 20% chute be set, the substrate of chute sets a platform every 2m；When chute is very long, built using segmentation
It builds, 5~10 meters of every segment length, joint waterproof material joint filling；
When carrying out the hole excavation process, hole cubic metre of earth is excavated using excavator cooperation dumper along excavation line, people
Work modifies face-upward slope, and hole face-upward slope face is excavated by design grade, carries out brush slope by design grade from top to bottom；Open cut tunnel section
The cubic meter of stone is excavated using standing is weakened, and is excavated into after hole, timely 5~8m of lining cutting hole sections of open cut tunnel, and concrete is using complete
The molding of section one-time-concreting, arch are bent using fashioned iron, and abutment wall reinforces support using the lumps of wood, and template uses tunnel dedicated set
Punching block is closed, concrete is manually turned over and shoveled into mould, with poker vibrator vibration compacting by interim blending station mixing；
When carrying out the hole side slope protection process, should immediately side, face upward slope brush slope after carry out；The side slope at hole is using excavation
Slope, slope ratio are 1:0.5；More than backfill face rattan protection is climbed using plantation, uses bolting and shotcreting with wire mesh, shot anchor net branch below backfill face
Protect parameter: injection C20 concrete with a thickness of 10cm, using 25 hollow grouting anchor of φ, rock-bolt length L=4m, anchor pole arrangement
Spacing is 1.2m × 1.2m；The size of mesh opening of 8 steel mesh of φ is 20cm × 20cm；Construction finishes to be conserved in time；
Carry out advance support construction process when, using advanced tubule supporting and the following steps are included: ductule production, drilling,
Ductule jacking and slip casting；
When carrying out ductule making step, the length of ductule is 3.5m~6m, and the front end of ductule is made into sharp cone distal, tail portion weldering
It connects φ 8mm reinforcing bar to put more energy into hoop, bores extravasating hole every 10~20cm on the tube wall of ductule, the spacing of extravasating hole is 15cm, and is in
Quincunx interlaced arrangement, the diameter of extravasating hole are 6~8mm, and tail length is stayed not less than 30cm as the only slurry for not boring extravasating hole
Section；
When carrying out drill process, the position of surveying and locating pilot hole is strictly by the extrapolation angle that setting-out carries out pilot hole when drill hole
5 °~15 °, for pilot hole in 120 ° of tunnel arch range arrangement, the circumferential spacing of pilot hole is 40cm；The aperture ratio ductule of pilot hole
Big 10~the 20mm or more of diameter, the drilling deviation of pilot hole are not more than 10cm, and the depth of pilot hole is greater than the length of ductule；
When carrying out ductule jacking step, the sundries in pilot hole first is blown out with blower, then ductule is headed into pilot hole with air drill
In, the tail end protruded length of ductule is not less than 30cm, and tail portion welds together with steelframe；Overlap joint of the ductule along tunnel longitudinal direction
Length is more than or equal to 1.0m；Conduit tail twines cotton yarn, so that ductule is fitted closely with pilot hole, and with cotton yarn that aperture is stifled tight；It is small
Jet thickness is around the concrete enclosing ductule of 5~8cm after conduit installation；
When carrying out slip casting step, cement grout pressure injection is entered by ductule using grouting pump；It is heavy in ductule first to rinse before slip casting
Product object, sequence carries out from the bottom to top；Single hole grouting pressure reaches design requirement value, continues slip casting 10min and is to open into speed is starched
Slip casting terminates when beginning to reach 80% or more of design grout absorption into 1/4 or grout absorption of slurry speed；The ductule for having infused slurry is wanted
Aperture is blocked immediately, prevents slurries from outflowing.
2. the construction method at tunnel slope hole according to claim 1, which is characterized in that the bolting and shotcreting with wire mesh includes
Following steps: it sets up bracket, cleaning slope surface, drilling, slip casting, apply anchor pole, installation steel mesh, installation expansion joint divider, spray
It penetrates concrete, maintenance, take out expansion joint divider, construction expansion joint.
3. the construction method at tunnel slope hole according to claim 1, which is characterized in that carry out the hole side,
When facing upward slope protection process, the substrate inadequate to bearing capacity is changed using C15 concrete and is filled out.
4. the construction method at tunnel slope hole according to claim 1, which is characterized in that carrying out advance support construction
When the slip casting step of process, grouting parameter is as follows:
1) the water ash weight ratio of cement grout is 1:1；
2) grouting pressure: 0.5~1.0MPa.
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110778334A (en) * | 2019-10-28 | 2020-02-11 | 湖北建科国际工程有限公司 | Construction method of bias tunnel portal excavation protection structure |
| CN110939455A (en) * | 2019-12-18 | 2020-03-31 | 浙江大学城市学院 | Construction method of tunnel portal structure |
| CN111350512A (en) * | 2020-04-16 | 2020-06-30 | 青岛市青排市政工程有限公司 | Transverse hole underground excavation process method |
| CN111424483A (en) * | 2020-04-29 | 2020-07-17 | 四川省交通勘察设计研究院有限公司 | Short roadbed transition section structure between highway bridges and tunnels and construction method thereof |
| CN111577330A (en) * | 2020-05-08 | 2020-08-25 | 平煤神马建工集团有限公司 | Construction method for open channel section of large-section inclined shaft and high-strength combined template thereof |
| CN111608701A (en) * | 2020-06-02 | 2020-09-01 | 中铁隧道局集团有限公司 | Method for treating roof collapse of shallow tunnel entrance section |
| CN111648790A (en) * | 2020-06-12 | 2020-09-11 | 安徽省公路桥梁工程有限公司 | Shallow-buried bias tunnel entry structure and construction method |
| CN111663543A (en) * | 2020-05-18 | 2020-09-15 | 中铁二院贵阳勘察设计研究院有限责任公司 | Ear wall formula open cut tunnel structure of stake board formula |
| CN112127900A (en) * | 2020-09-07 | 2020-12-25 | 中国水利水电第十四工程局有限公司 | Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body |
| CN113847038A (en) * | 2021-09-18 | 2021-12-28 | 中电建铁路建设投资集团有限公司 | Single-row steel pipe advanced grouting reinforcement method |
| CN111424483B (en) * | 2020-04-29 | 2024-07-02 | 四川省交通勘察设计研究院有限公司 | Short-circuit base transition section structure between expressway bridge tunnels and construction method thereof |
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| CN111608701B (en) * | 2020-06-02 | 2022-04-26 | 中铁隧道局集团有限公司 | Method for treating roof collapse of shallow tunnel entrance section |
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| CN111648790A (en) * | 2020-06-12 | 2020-09-11 | 安徽省公路桥梁工程有限公司 | Shallow-buried bias tunnel entry structure and construction method |
| CN111648790B (en) * | 2020-06-12 | 2023-03-14 | 安徽省公路桥梁工程有限公司 | Shallow-buried bias tunnel entry structure and construction method |
| CN112127900A (en) * | 2020-09-07 | 2020-12-25 | 中国水利水电第十四工程局有限公司 | Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body |
| CN113847038A (en) * | 2021-09-18 | 2021-12-28 | 中电建铁路建设投资集团有限公司 | Single-row steel pipe advanced grouting reinforcement method |
| CN113847038B (en) * | 2021-09-18 | 2024-04-02 | 中电建铁路建设投资集团有限公司 | Single-row steel pipe advanced grouting reinforcement method |
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