CN110318772A - Canal in Loess Area is greatly across the asymmetric bore tunnel supporting construction of small interval and construction method - Google Patents
Canal in Loess Area is greatly across the asymmetric bore tunnel supporting construction of small interval and construction method Download PDFInfo
- Publication number
- CN110318772A CN110318772A CN201910717144.1A CN201910717144A CN110318772A CN 110318772 A CN110318772 A CN 110318772A CN 201910717144 A CN201910717144 A CN 201910717144A CN 110318772 A CN110318772 A CN 110318772A
- Authority
- CN
- China
- Prior art keywords
- section
- construction
- tunnel
- preliminary bracing
- big cross
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 98
- 239000011435 rock Substances 0.000 claims abstract description 31
- 238000009412 basement excavation Methods 0.000 claims abstract description 25
- 238000000034 method Methods 0.000 claims abstract description 17
- 230000008569 process Effects 0.000 claims abstract description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 25
- 239000010959 steel Substances 0.000 claims description 25
- 239000004567 concrete Substances 0.000 claims description 13
- 210000005239 tubule Anatomy 0.000 claims description 11
- 238000007363 ring formation reaction Methods 0.000 claims description 8
- 238000007569 slipcasting Methods 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 5
- 239000011440 grout Substances 0.000 claims description 5
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 230000008901 benefit Effects 0.000 abstract description 3
- 230000006641 stabilisation Effects 0.000 abstract description 2
- 238000011105 stabilization Methods 0.000 abstract description 2
- 239000002689 soil Substances 0.000 description 6
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000005520 cutting process Methods 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 125000004122 cyclic group Chemical group 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 210000003205 muscle Anatomy 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 230000005641 tunneling Effects 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 238000009736 wetting Methods 0.000 description 2
- 241000272814 Anser sp. Species 0.000 description 1
- 239000004115 Sodium Silicate Substances 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000005098 hot rolling Methods 0.000 description 1
- 229910052738 indium Inorganic materials 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000002789 length control Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 229910052751 metal Inorganic materials 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 229910052911 sodium silicate Inorganic materials 0.000 description 1
- 230000007480 spreading Effects 0.000 description 1
- 238000003892 spreading Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
- E21D11/14—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
- E21D11/28—Longitudinal struts, i.e. longitudinal connections between adjoining arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D19/00—Provisional protective covers for working space
- E21D19/04—Provisional protective covers for working space for use in drifting galleries
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses Canal in Loess Area greatly across the asymmetric bore tunnel supporting construction of small interval and construction method, big cross section supporting construction includes advanced punning interval pre support, preliminary bracing and secondary liner structure, light section supporting construction includes advanced grouting support, first layer preliminary bracing, second layer preliminary bracing and secondary liner structure, country rock is reinforced using surface grouting and side wall arching, can effectively control deformation, ensure construction and operation security.The present invention uses the sequence of construction of " excavating light section after first excavating big cross section ", and big cross section is excavated using two side-wall pilot tunnel, and light section is excavated using two benching tunnelling methods.Choose reasonable sequence of excavation and supporting construction, it is ensured that the stabilization of tunnel excavation process country rock reduces the disturbance to country rock to the greatest extent, substantially reduces construction period and project cost, creates significant economic benefit.
Description
Technical field
The present invention relates to constructing tunnel field more particularly to Canal in Loess Area greatly across the asymmetric bore tunnel supporting knot of small interval
Structure and construction method.
Background technique
Loess is a kind of special soils, rich in hole and joint prosperity, is caused pore structure to change by water logging, to have
Its wetting Collapsible, in the world around Loess Collapsibility characteristic correlative study it is good have year.Shaanxi Province is typical loess distributed area
Domain carries out tunnel excavation in loess and is faced with numerous risks and challenge, including stratum large deformation caused by wetting Collapsible,
And the formation erosion that seepage action of ground water is induced, serious impact the safety of constructing tunnel and ambient enviroment.In recent years, tunnel
Network is quickly expanded with the construction of national construction project, and northwest China area constructing tunnel is in addition to needing to overcome the prominent of loess
It is denaturalized outside shape, also faces the severe of more execution conditions and limit, including large span, small spacing and section are asymmetric.It is above-mentioned this
A little conditions show rare abroad document report, domestic also rare relevant further investigation because of its regional, particularity.
How to ensure that the safety greatly across the asymmetric cross-section loess tunnel construction of small interval and surrounding enviroment is most important.Tunnel
The settlement Control of construction is also related to the selection of digging mode, support system other than being closely related with loess mechanics character.?
The limitation of land use during Development of Cities, the design scheme greatly across the asymmetric bore tunnel of small spacing can not be kept away
To exempt from, left and right threaded list road belongs to typical asymmetric section, and Canal in Loess Area still belongs to rare at home, and surrouding rock stress distributed pole is complicated, and
And the interval pillar width between twin tunnel is smaller, surrouding rock stress state is different from single tunnel excavation, generally will appear stress
The phenomenon that superposition, and the construction of large span for example supporting time control it is improper easily earth's surface is caused acutely to settle, impact surrounding enviroment
Safety.The difficulty of construction in tunnel is significantly increased in above-mentioned reason, so choosing reasonable sequence of excavation and construction parameter to this work
Journey is most important.Since support system easily deforms in the distinctive bad geological phenomenon digging process of loess tunnel, make tunnel
There are biggish risks for engineering, if the support process taken is unreasonable, it is easy to be in the presence of caving in construction, threaten
The life security of staff.According to the deformation behaviour of loess tunnel, which kind of uses under the premise of ensureing construction with operation security
Construction method and supporting construction most economy are firstly the need of solving the problems, such as.
Summary of the invention
In view of the above problems, the present invention is intended to provide a kind of Canal in Loess Area is greatly across the asymmetric bore tunnel of small interval
Supporting construction and construction method, big cross section uses advanced punning interval pre support, preliminary bracing and secondary liner structure, small disconnected
Face uses advanced grouting support, first layer preliminary bracing, second layer preliminary bracing and secondary liner structure, according to " first excavation is big
Light section is excavated after section " sequence of construction, solve greatly across the asymmetric cross-section loess tunnel construction key engineering problem of small interval.
To achieve the goals above, the technical solution adopted in the present invention is as follows:
Canal in Loess Area is greatly across the asymmetric bore tunnel supporting construction of small interval, it is characterised in that: including supporting construction one, supporting knot
Structure two, supporting construction three；
The supporting construction is included in country rock upper surface first is that the supporting construction that the country rock between big cross section and light section is arranged
The surface grouting of progress is reinforced；
The supporting construction is second is that the supporting construction that big cross section is arranged, including the advanced rammer pipe being arranged on big cross section inner surface
Curtain pre support is covered with preliminary bracing on the advanced punning interval pre support inner surface, is provided in the preliminary bracing
Multiple lock foot anchor tubes；The big cross section is separated into six regions, respectively top left region, lower-left area by two side-wall pilot tunnel
Domain, in upper region, in lower region, right regions and lower right area, be provided with mid-board between two adjacent regions；It is described
After big cross section construction cyclization, secondary lining is additionally provided at arch wall；
The supporting construction third is that light section setting supporting construction, the advanced tubule including light section inner surface is arranged in
Supporting, is covered with preliminary bracing and second layer preliminary bracing on the advanced tubule supporting inner surface, the preliminary bracing and
Multiple lock foot anchor tubes are also equipped in second layer preliminary bracing；After the light section construction cyclization, two are also equipped at arch wall
Secondary lining cutting.
Further, the supporting construction one further includes the two side walls arching that the country rock bottom is arranged in,
In a side wall arching be arranged along the big cross section inner sidewall, another described side wall arching is along light section
Side wall is arranged, and is rigidly connected between two side walls arching using no less than 3 pull rods.
Preferably, the side wall arching size is no more than the 1/4 of corresponding section perimeter.
Further, the preliminary bracing includes the steel mesh being laid with along section, is injected with concrete on the steel mesh,
Section surrounding carries out supporting by setting steelframe, and steelframe is longitudinally connected securely, and steelframe fixation is formed whole force structure；?
Steelframe arch springing top sets lock foot anchor tube, and the lock foot anchor tube is fixedly connected with the steelframe.
Preferably, the secondary lining uses reinforced concrete structure.
Further, construction method of the Canal in Loess Area greatly across the asymmetric bore tunnel supporting construction of small interval, feature exist
In, comprising the following steps:
Big cross section is separated into six regions, respectively top left region, a left side according to big cross section and light-gauge structure by step 1
Lower region, in upper region, in lower region, right regions and lower right area；Light section is separated into upper and lower part；
Before tunnel excavation, country rock small-clear-distance tunnel is reinforced using surface grouting for step 2；
Step 3 uses side wall arching to country rock bottom small-clear-distance tunnel；
Step 4 carries out advanced punning interval pre support to big cross section；
Step 5, excavates the top left region and right regions of big cross section, and applies preliminary bracing and mid-board；
Step 6, excavates lower left region and the lower right area of big cross section, and applies preliminary bracing and mid-board；
Step 7 excavates upper region in big cross section, and applies preliminary bracing and mid-board；
Step 8 excavates lower region in big cross section, and applies inverted arch preliminary bracing；
Step 9 carries out Second Lining Construction to the arch wall of big cross section；
Step 10 carries out advanced tubule supporting to light section；
Step 11 excavates light-gauge top, and applies preliminary bracing；
Step 12 excavates light-gauge lower part, and applies inverted arch preliminary bracing；
Step 13 carries out second layer preliminary bracing to light section；
Step 14 carries out Second Lining Construction to light section.
Preferably, step 5 is into step 8, excavate the top left region of big cross section, lower left region, in upper region, Zhong Xiaqu
When domain, right regions and lower right area, each pilot drive face is staggered 4~6 m distances, and the primary drilling depth that excavates is not more than 1
Pin steelframe spacing.
Preferably, the slip casting in step 10 advanced tubule Bracing Process use cement grout, grouting sequence ecto-entad,
Grouting method is interval slip casting.
Preferably, the ratio of mud of the cement grout is 1:1.
Preferably, inverted arch preliminary bracing does not surpass at a distance from face during tunnel is dug into step 8 and step 12
15m is crossed, secondary lining is no more than 40m at a distance from face, to guarantee the stability of support.
The beneficial effects of the present invention are:
Compared with prior art, leading pre-supporting, using the biggish preliminary bracing of rigidity and in time closing, use is arranged in the present invention
Reasonable construction applies secondary lining etc. in time and is all control deformation, ensures to construct and operation security is effective arranges
It applies.The supporting construction is suitable for the asymmetric bore tunnel of Canal in Loess Area shallow embedding small interval, can preferably control just branch deformation and apply
Work risk guarantees construction safety.
Method of the invention is using the sequence of construction of " excavating light section after first excavating big cross section ", and big cross section is using double side wall
Pilot tunnel method excavates, and light section is excavated using two benching tunnelling methods, chooses reasonable sequence of excavation, it is ensured that tunnel excavation process country rock
Stabilization, reduce the disturbance to country rock to the greatest extent, substantially reduce construction period and project cost, form it is short excavate, fast circulation
Come reduce the disturbance to the soil body loess tunnel quick and safety construction technology, be greatly shortened the construction period, create significant
Economic benefit.
Detailed description of the invention
Fig. 1 is the present invention greatly across the asymmetric bore tunnel construction supporting structural schematic diagram of small interval；
Fig. 2 is big cross section construction supporting structural schematic diagram of the present invention；
Fig. 3 is light section construction supporting structural schematic diagram of the present invention；
Wherein: 1- big cross section, 2- light section, 3- country rock, 4- surface grouting are reinforced, the advanced punning interval pre support of 5-, 6- initial stage
Supporting, 7- lock foot anchor tube, 8- mid-board, 9- advanced tubule supporting, 10- second layer preliminary bracing, 11- secondary lining, the side 12-
Wall arching, 13- pull rod.
Specific embodiment
In order to make those skilled in the art be better understood on technical solution of the present invention, with reference to the accompanying drawing and
Embodiment is further described technical solution of the present invention.
Referring to shown in attached drawing 1-3, Canal in Loess Area of the invention includes across the asymmetric bore tunnel supporting construction of small interval greatly
Supporting construction one, supporting construction two, supporting construction three；
Supporting construction to the supporting that the country rock 3 between big cross section 1 and light section 2 carries out, including on 3 surface of country rock first is that carry out
Surface grouting reinforce 4 and the two side walls arching 12 of 3 bottom of country rock be set, two side wall archings 12 it
Between between using no less than 3 pull rod 13 be rigidly connected；
Preferably, one of them described side wall arching 12 is arranged along 1 inner sidewall of big cross section, another described side wall arch
2 side walls along light section of shape supporting 12 are arranged；
Preferably, 12 size of side wall arching is no more than the 1/4 of corresponding section perimeter.
The supporting construction is second is that the supporting that big cross section 1 is arranged, including the advanced rammer being arranged on 1 inner surface of big cross section
Pipe curtain pre support 5 is covered with preliminary bracing 6, the preliminary bracing 6 on the inner surface of the advanced punning interval pre support 5
On be provided with multiple lock foot anchor tubes 7；The big cross section 1 is separated into six regions, respectively upper left area by two side-wall pilot tunnel
Domain, lower left region, in upper region, in lower region, right regions and lower right area, be provided between two adjacent regions
Partition wall 8；The big cross section 1 is constructed after cyclization, and secondary lining 11 is provided at arch wall；
Further, the preliminary bracing 6 is located at the interposition of advanced the punning interval pre support 5 and the secondary lining 11
It sets；
Preferably, the annular length of the advanced punning interval pre support 5 is the 1/2 of 1 perimeter of big cross section；
Preferably, the length of the preliminary bracing 6 is consistent with the length of the advanced punning interval pre support 5, or surrounds
The side wall of the entire big cross section 1.
The supporting construction small is led third is that the supporting that light section 3 is arranged including the advanced of 2 inner surface of light section is arranged in
Pipe supporting 9, is covered with preliminary bracing 6 and second layer preliminary bracing 10 on the inner surface of the advanced tubule supporting 9, it is described just
Multiple lock foot anchor tubes 7 are also equipped in phase supporting 6, second layer preliminary bracing 10；The light section 2 is constructed after cyclization,
Secondary lining 11 is also equipped at arch wall.
Further, two side-wall pilot tunnel is used when the big cross section 1 separates, principle is using two median septums whole
A tunnel big cross section is divided into the light section construction of left, center, right 3, and left and right pilot tunnel is leading, and mid-section is immediately after；Preliminary bracing is faced upward
After arch cyclization, two sides pilot tunnel temporary support is removed, forms tunneling boring.Two sides pilot tunnel is all the shape of falling goose egg, is conducive to control vault
Sink.
Further, benching tunneling method is used when the light section 2 separates；Its principle is will be whole during tunnel excavation
A tunnel section is divided into several layers of, and branch is excavated from top to bottom or from lower to upper, and the longitudinal separation of every layer of excavation face is smaller
Form several steps.
Further, the preliminary bracing 6 includes 15 cm of spacing × 15cm φ, 8 steel that is laid with immediately after cavern excavation
Muscle net is injected with the C25 concrete of 35 cm of thickness on steel mesh, then uses the I20a profile steel frame supporting of spacing 0.6m, two rows of
Steelframe is 22mm with φ 22(diameter) steel bar rod it is longitudinally connected securely, circumferential spacing 1m after steelframe installs, is locked with anchor pole
It is fixed, just form whole force structure.At the above 50cm of steelframe arch springing, it is close to steelframe two sides by oblique angle of declination and sets lock for 45 °
Foot anchor tube 7, lock foot anchor tube 7 are securely welded with steelframe using U-shaped steel muscle.
Further, the big cross section 1 is during digging into, according to each portion's sequence of excavation using interim vertical and horizontal support system
Intermediate supporting gradually is taken to excavation face, to improve surrounding rock stability, it is ensured that construction safety.Intermediate support system is horizontal using fashioned iron
Perpendicular support and median septum gunite concrete, outline excavation side and the profile steel frame of preliminary bracing 6 are linked together.Supporting in the early stage
After the completion of 6, the basicly stable rear construction for carrying out secondary lining 11 is deformed in country rock 3 and preliminary bracing 6.In 3 development of deformation of country rock
Accelerate or cannot tend towards stability, in the case where there is security risk, takes secondary lining 11 to closely follow, accelerates arranging for secondary lining 11
It applies, to guarantee tunnel structure and construction safety.Secondary lining 11 uses tunneling boring formwork jumbo one-piece casting construction technology, template
The every length of the cycle 10.5m of trolley, concrete use concrete pump, and plug-in type tamper is made firm by ramming.
Further, splash guard, waterproof cloth and water-permeable pipe are laid between the preliminary bracing 6 and the secondary lining 11
Make waterproof layer in road.
Preferably, it is contemplated that the influence of the big cross section 1 that 2 pairs of the light section constructed afterwards is first constructed, it is specified that first construction cavern with
The fore-and-aft distance between construction tunnel is maintained at 25-40m range afterwards.
Further, entire light section 2 is divided into two parts, is divided into two steps and is excavated.After top is excavated, it is laid with immediately
8 reinforced mesh of spacing 20 cm × 20 cm spray the C25 concrete of 26 cm of thickness, laying I20a fashioned iron steel on steel mesh
Frame, spacing is 0.6 m/ Pin, at steelframe arch springing, is close to the lock foot anchor tube that oblique 45 ° of angle of declination of steelframe two sides are provided with long 6 m
7, the lock foot anchor tube 7 is fixed with steelframe using U-shaped steel muscle.Then lower part excavation is carried out, preliminary bracing 2 is same as above after excavation.It is small
After section 2 excavates and applies preliminary bracing 2, using second layer preliminary bracing 10, it is laid with 8 reinforcing bars of spacing 20 cm × 20 cm
Mesh sheet sprays the C25 concrete of 21 cm of thickness on steel mesh, lays I18 profile steel frame, spacing is 0.6 m/ Pin, in steelframe arch springing
The lock foot anchor tube 7 that oblique 45 ° of angle of declination of steelframe two sides are provided with long 6 m is close at place, and the lock foot anchor tube 7 is with steelframe using U-shaped
Reinforcing bar is fixed.
The construction method of Canal in Loess Area of the invention greatly across the asymmetric bore tunnel supporting construction of small interval includes following step
It is rapid:
Big cross section is separated into six regions, respectively top left region, a left side according to big cross section and light-gauge structure by step 1
Lower region, in upper region, in lower region, right regions and lower right area, light section is separated into upper and lower part；
Step 2 before excavation, country rock small-clear-distance tunnel is reinforced using surface grouting, Grouting Pipe is seamless using 42 hot rolling of φ
Steel pipe, wall thickness 3.2mm, 1.2 m of the spacing of wells, quincuncial arrangement.Slurries use 1:1 cement-sodium silicate double liquid, slip casting pressure
Power is 0.3~0.5Mpa；
Step 3 after country rock surface grouting is reinforced, carries out side arching to country rock bottom, on the inside of big cross section and light section
Side wall arching is respectively set in inside, carries out supporting, the length of side wall arching by squeezing into 8 reinforced mesh along section
Respectively the 1/4 of big cross section and light section perimeter is bolted between two side wall archings with 3 pull rods 13.Often dig into
Behind one section of tunnel, side wall arching is performed again to the part that do not excavate, the pull rod for connecting two side wall archings just needs
Through country rock, prevent that large cross-section tunnel and narrow-bore tunnel interval pillar from occurring perforation phenomenon with this and unstability, avalanche use side
Wall arching can also be using the restraining force of arch, even if guaranteeing that rock pillar loses in bore tunnel and narrow-bore tunnel centre
Surely, it deforms, entire rock pillar part is still an entirety.
Step 4, punning interval advance support are successively longitudinally rammed into tunnel along tunnel contour line with connection guiding dress
The steel pipe of 500 mm of φ set；Interior soil will be managed using wind pressure after steel pipe rammer is logical to extrude, then the pressure injection microlith coagulation into steel pipe
Soil forms horizontally steel tube concrete pile.It is mixed that every steel tube concrete pile forms steel pipe under the connection of guiding connection device
Solidifying soil stake curtain；
Step 5, the top left region for excavating big cross section goes up region in, and applies preliminary bracing and mid-board；Using small excavator
Cavern is excavated, top left region upper region soil body in is excavated, applies preliminary bracing in time, excavate drilling depth 0.6m；
Step 6, excavates lower left region and the lower right area of big cross section, and applies preliminary bracing and mid-board；Mechanical excavation lower-left
Region and lower right area apply preliminary bracing in time, excavate drilling depth 0.6m；
Step 7 excavates upper region in big cross section, and applies preliminary bracing and middle partition；Upper region in mechanical excavation, and
When apply preliminary bracing.Horizontal support spreading to right side horizontal support and mid-board is formed into complete intermediate support system, excavate into
Ruler 0.6m；
Step 8 excavates lower region in big cross section, and applies inverted arch preliminary bracing；Lower region in mechanical excavation, inverted arch and is returned
It fills out concrete to mix and stir in mix field, be pumped with delivery pump, then implement poker vibrator and make firm by ramming, apply inverted arch initial stage in time
Supporting, inverted arch Concrete Filled is completed after inverted arch construction, cyclic early；
Step 9, to the carry out Second Lining Construction of big cross section；Secondary lining uses C35 reinforced concrete structure, lining cutting reinforcing bar
Circumferential direction uses 22@20 cm(nominal diameter 22mm, spacing 20cm), longitudinal to use 14@, 20 cm, stirrup uses 8@, 20 cm；
Step 10 carries out advanced tubule supporting to light section；Arch sets 42 advanced tubules and pre- cement injection, conduit note
Wall thickness of seamless steel tube 4mm, diameter 42mm, 3.5 m of length are starched, circumferential spacing is 40 cm, 1.8 m/ ring of longitudinal pitch.Slip casting
Use ratio of mud example for the cement grout of 1:1, grouting pressure is set as 0.5-3MPa, and grouting sequence is ecto-entad, slip casting side
Method is interval slip casting；
Step 11 excavates light-gauge top, and applies preliminary bracing；In arch after the completion of advance support, using minicomputer
Tool excavates light-gauge top, and top bar width is controlled in 3m or so, and the height away from vault is easy to control in 2.5m or so, applies in time
Preliminary bracing, excavation cyclic advance are 1m；
Step 12 excavates light-gauge lower part, and applies inverted arch preliminary bracing；Up/down steps distance is maintained at 4-5m, mechanical
Lower section is excavated, length of getting out of a predicament or an embarrassing situation is controlled in 9m or so, is got out of a predicament or an embarrassing situation when excavating, and left and right is got out of a predicament or an embarrassing situation using drawing bracket groove, horse-vaulting mouth to open
It digs, the left and right sides is staggered mouth of vaulting horse, and horse mouthful length control is in two Pin arches.Just branch is applied after excavation in time, slot is padded in steelframe bottom
Steel, and the excavation of inverted arch, supporting and inverted arch lining cutting must once apply completion, cyclic early, every circulation excavates drilling depth length can
Control is in 4-6m；
Step 13 carries out second layer preliminary bracing to light section；
Step 14 carries out Second Lining Construction to light section；Using C35 reinforced concrete structure, lining cutting reinforcing bar circumferential direction is used
22@, 20 cm, longitudinal to use 14@, 20 cm, stirrup uses 8@, 20 cm.
Pay attention in Bracing Process when tunnel supporting in the early stage, in construction will step by step, portion, portion closely follow, gunite concrete is timely
Sold stowing, metal mesh and steel arch support are fitted closely with country rock and are not interspaced behind, and arch arch springing must be placed in securely
On the basis of, and jail is locked with lock foot anchoring stock, preliminary bracing should close cyclization in time.
The basic principles, main features and advantages of the present invention have been shown and described above.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and the above embodiments and description only describe this
The principle of invention, without departing from the spirit and scope of the present invention, various changes and improvements may be made to the invention, these changes
Change and improvement all fall within the protetion scope of the claimed invention.The claimed scope of the invention by appended claims and its
Equivalent thereof.
Claims (10)
1. Canal in Loess Area is greatly across the asymmetric bore tunnel supporting construction of small interval, it is characterised in that: including supporting construction one, supporting
Structure two, supporting construction three；
The supporting construction is included in first is that the supporting construction that the country rock (3) between big cross section (1) and light section (2) is arranged
The surface grouting that country rock (3) upper surface carries out reinforces (4)；
The supporting construction surpasses second is that the supporting construction that big cross section (1) is arranged including what is be arranged on big cross section (1) inner surface
Preceding punning interval pre support (5) is covered with preliminary bracing (6) on advanced punning interval pre support (5) inner surface, it is described just
Multiple lock foot anchor tubes (7) are provided in phase supporting (6)；The big cross section (1) is separated into six regions by two side-wall pilot tunnel,
Respectively top left region, lower left region, in upper region, in lower region, right regions and lower right area, two adjacent regions it
Between be provided with mid-board (8)；After big cross section (1) the construction cyclization, secondary lining (11) are additionally provided at arch wall；
The supporting construction is third is that the supporting construction that light section (2) are arranged, including being arranged in the advanced of light section (2) inner surface
Small conduit support (9) is covered with preliminary bracing (6) and second layer preliminary bracing on advanced tubule supporting (9) inner surface
(10), multiple lock foot anchor tubes (7) are also equipped in the preliminary bracing (6) and second layer preliminary bracing (10)；The light section
(2) after construction cyclization, secondary lining (11) are also equipped at arch wall.
2. Canal in Loess Area according to claim 1 is greatly across the asymmetric bore tunnel supporting construction of small interval, it is characterised in that:
The supporting construction one further includes two side walls arching (12) of the setting in the country rock (3) bottom, described in one of them
Side wall arching (12) is arranged along the big cross section (1) inner sidewall, another described side wall arching (12) is along light section
(2) inner sidewall is arranged, and is rigidly connected between two side walls arching (12) using no less than 3 pull rods (13).
3. Canal in Loess Area according to claim 2 is greatly across the asymmetric bore tunnel supporting construction of small interval, it is characterised in that:
Side wall arching (12) size is no more than the 1/4 of corresponding section perimeter.
4. Canal in Loess Area according to claim 1 is greatly across the asymmetric bore tunnel supporting construction of small interval, it is characterised in that:
The preliminary bracing (6) includes the steel mesh being laid with along section, concrete is injected on the steel mesh, section surrounding is by setting
Steelframe is set to carry out supporting, steelframe is longitudinally connected securely, and steelframe fixation is formed whole force structure；It is beaten on steelframe arch springing top
If locking foot anchor tube (7), the lock foot anchor tube (7) is fixedly connected with the steelframe.
5. Canal in Loess Area according to claim 1 is greatly across the asymmetric bore tunnel supporting construction of small interval, it is characterised in that:
The secondary lining (11) uses reinforced concrete structure.
6. construction of the Canal in Loess Area as described in any one in claim 1-5 greatly across the asymmetric bore tunnel supporting construction of small interval
Method, which comprises the following steps:
Big cross section is separated into six regions, respectively top left region, a left side according to big cross section and light-gauge structure by step 1
Lower region, in upper region, in lower region, right regions and lower right area；Light section is separated into upper and lower part；
Before tunnel excavation, country rock small-clear-distance tunnel is reinforced using surface grouting for step 2；
Step 3 uses side wall arching to country rock bottom small-clear-distance tunnel；
Step 4 carries out advanced punning interval pre support to big cross section；
Step 5, excavates the top left region and right regions of big cross section, and applies preliminary bracing and mid-board；
Step 6, excavates lower left region and the lower right area of big cross section, and applies preliminary bracing and mid-board；
Step 7 excavates upper region in big cross section, and applies preliminary bracing and mid-board；
Step 8 excavates lower region in big cross section, and applies inverted arch preliminary bracing；
Step 9 carries out Second Lining Construction to the arch wall of big cross section；
Step 10 carries out advanced tubule supporting to light section；
Step 11 excavates light-gauge top, and applies preliminary bracing；
Step 12 excavates light-gauge lower part, and applies inverted arch preliminary bracing；
Step 13 carries out second layer preliminary bracing to light section；
Step 14 carries out Second Lining Construction to light section.
7. Canal in Loess Area according to claim 6 is greatly across the asymmetric section tunnel construction method of small interval, it is characterised in that:
Step 5 into step 8, excavate the top left region of big cross section, lower left region, in upper region, in lower region, right regions and the right side
When lower region, each pilot drive face is staggered 4~6m distance, and the primary drilling depth that excavates is not more than 1 Pin steelframe spacing.
8. Canal in Loess Area according to claim 6 is greatly across the asymmetric section tunnel construction method of small interval, it is characterised in that:
Slip casting in step 10 advanced tubule Bracing Process uses cement grout, grouting sequence ecto-entad, and grouting method is interval
Slip casting.
9. Canal in Loess Area according to claim 8 is greatly across the asymmetric section tunnel construction method of small interval, it is characterised in that:
The ratio of mud of the cement grout is 1:1.
10. Canal in Loess Area according to claim 6 is greatly across the asymmetric section tunnel construction method of small interval, feature exists
In: inverted arch preliminary bracing is no more than 15m, secondary lining at a distance from face during tunnel is dug into step 8 and step 12
It builds and is no more than 40m at a distance from face, to guarantee the stability of support.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910717144.1A CN110318772B (en) | 2019-08-05 | 2019-08-05 | Large-span small-clearance asymmetric section tunnel supporting structure in loess area and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910717144.1A CN110318772B (en) | 2019-08-05 | 2019-08-05 | Large-span small-clearance asymmetric section tunnel supporting structure in loess area and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110318772A true CN110318772A (en) | 2019-10-11 |
| CN110318772B CN110318772B (en) | 2024-05-07 |
Family
ID=68125308
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910717144.1A Active CN110318772B (en) | 2019-08-05 | 2019-08-05 | Large-span small-clearance asymmetric section tunnel supporting structure in loess area and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110318772B (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110778328A (en) * | 2019-11-23 | 2020-02-11 | 中铁二十局集团有限公司 | Loess tunnel entrance section construction method for passing through landslide body |
| CN111189660A (en) * | 2020-03-04 | 2020-05-22 | 青岛理工大学 | Method for measuring stability of partition wall in shallow-buried single-hole double-line bias tunnel |
| CN111779489A (en) * | 2020-07-09 | 2020-10-16 | 中铁三局集团有限公司 | Large-section tunnel construction method for ^ C-shaped section civil air defense section |
| CN112253176A (en) * | 2020-10-29 | 2021-01-22 | 中铁第一勘察设计院集团有限公司 | Combined supporting structure system for realizing large-span and small-clear-distance tunnel and construction method thereof |
| CN114718582A (en) * | 2022-06-08 | 2022-07-08 | 中铁九局集团第七工程有限公司 | Construction method for small-clear-distance horizontal joint shale geological tunnel portal section |
| WO2022223053A1 (en) * | 2021-10-19 | 2022-10-27 | 中铁隧道局集团有限公司 | Subway waterproof facility |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20010063695A (en) * | 1999-12-24 | 2001-07-09 | 이관희 | Method For Deviding And Constructing Underground Tunnel Having Large Cross-section |
| CN102155234A (en) * | 2011-04-08 | 2011-08-17 | 中铁上海设计院集团有限公司 | Excavation construction method for unsymmetrical small-space tunnel |
| WO2013005944A2 (en) * | 2011-07-07 | 2013-01-10 | Kim Jae Hyeun | Protective structure for the mouth of an unfinished tunnel |
| CN105863648A (en) * | 2016-04-06 | 2016-08-17 | 中铁二十三局集团第二工程有限公司 | Underground-excavation shallow-covering large-cross-section tunnel construction method |
| CN107035383A (en) * | 2017-04-26 | 2017-08-11 | 中铁第勘察设计院集团有限公司 | The supporting construction of extra-large cross-section loess tunnel and its excavation method |
| CN108166989A (en) * | 2018-01-31 | 2018-06-15 | 中铁二十局集团轨道交通工程有限公司 | The asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape |
| CN108561151A (en) * | 2017-12-05 | 2018-09-21 | 北京交通大学 | The micro- step construction method of the big arch springing of loess tunnel |
| CN210530848U (en) * | 2019-08-05 | 2020-05-15 | 西安建筑科技大学 | Large-span small-clear-distance asymmetric section tunnel supporting structure in loess region |
-
2019
- 2019-08-05 CN CN201910717144.1A patent/CN110318772B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20010063695A (en) * | 1999-12-24 | 2001-07-09 | 이관희 | Method For Deviding And Constructing Underground Tunnel Having Large Cross-section |
| CN102155234A (en) * | 2011-04-08 | 2011-08-17 | 中铁上海设计院集团有限公司 | Excavation construction method for unsymmetrical small-space tunnel |
| WO2013005944A2 (en) * | 2011-07-07 | 2013-01-10 | Kim Jae Hyeun | Protective structure for the mouth of an unfinished tunnel |
| CN105863648A (en) * | 2016-04-06 | 2016-08-17 | 中铁二十三局集团第二工程有限公司 | Underground-excavation shallow-covering large-cross-section tunnel construction method |
| CN107035383A (en) * | 2017-04-26 | 2017-08-11 | 中铁第勘察设计院集团有限公司 | The supporting construction of extra-large cross-section loess tunnel and its excavation method |
| CN108561151A (en) * | 2017-12-05 | 2018-09-21 | 北京交通大学 | The micro- step construction method of the big arch springing of loess tunnel |
| CN108166989A (en) * | 2018-01-31 | 2018-06-15 | 中铁二十局集团轨道交通工程有限公司 | The asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape |
| CN210530848U (en) * | 2019-08-05 | 2020-05-15 | 西安建筑科技大学 | Large-span small-clear-distance asymmetric section tunnel supporting structure in loess region |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110778328A (en) * | 2019-11-23 | 2020-02-11 | 中铁二十局集团有限公司 | Loess tunnel entrance section construction method for passing through landslide body |
| CN110778328B (en) * | 2019-11-23 | 2021-01-26 | 中铁二十局集团有限公司 | Loess tunnel entrance section construction method for passing through landslide body |
| CN111189660A (en) * | 2020-03-04 | 2020-05-22 | 青岛理工大学 | Method for measuring stability of partition wall in shallow-buried single-hole double-line bias tunnel |
| CN111189660B (en) * | 2020-03-04 | 2021-12-14 | 中铁十九局集团第五工程有限公司 | Method for measuring stability of partition wall in shallow-buried single-hole double-line bias tunnel |
| CN111779489A (en) * | 2020-07-09 | 2020-10-16 | 中铁三局集团有限公司 | Large-section tunnel construction method for ^ C-shaped section civil air defense section |
| CN111779489B (en) * | 2020-07-09 | 2022-07-08 | 中铁三局集团有限公司 | Construction method of large-section tunnel of interval civil air defense section |
| CN112253176A (en) * | 2020-10-29 | 2021-01-22 | 中铁第一勘察设计院集团有限公司 | Combined supporting structure system for realizing large-span and small-clear-distance tunnel and construction method thereof |
| WO2022223053A1 (en) * | 2021-10-19 | 2022-10-27 | 中铁隧道局集团有限公司 | Subway waterproof facility |
| CN114718582A (en) * | 2022-06-08 | 2022-07-08 | 中铁九局集团第七工程有限公司 | Construction method for small-clear-distance horizontal joint shale geological tunnel portal section |
| CN114718582B (en) * | 2022-06-08 | 2022-09-06 | 中铁九局集团第七工程有限公司 | Construction method for small-clear-distance horizontal joint shale geological tunnel portal section |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110318772B (en) | 2024-05-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110318772A (en) | Canal in Loess Area is greatly across the asymmetric bore tunnel supporting construction of small interval and construction method | |
| CN107605489B (en) | Three line Large span tunnel inclined shafts are into positive cavity construction method | |
| CN104264688B (en) | Manually digging hole non-uniform pile support construction process | |
| CN103898916B (en) | Mini stake Composite Braced Retaining Structure and construction method | |
| CN101122131B (en) | Foundation pit supporting pile using pipe casting pile embedding in rock | |
| CN202969392U (en) | Complex geology deep excavation pit combined support | |
| CN205742213U (en) | Foundation pit supporting construction | |
| CN108798702B (en) | Supporting method for large-section soft rock large-deformation tunnel | |
| CN201991017U (en) | Subway large-span station body structure based on arch cover method construction forming | |
| CN203905018U (en) | Supporting and protecting system with combined double-row piles in combination with oblique anchors | |
| CN111560962A (en) | Backfill area foundation pit supporting structure and construction method thereof | |
| CN106498950A (en) | Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system and its implementation of pile body | |
| CN106049195A (en) | Method for strengthening subgrade basement of existing high speed railway line | |
| CN109736827A (en) | The method that city underground ground consisting of hard rock service channel high pressure gas expansion fracturing is excavated | |
| CN203334300U (en) | Root pile supporting structure | |
| CN110241828A (en) | The outer sealing construction method for supporting of anchor in a kind of row's grating tubular pole grouting behind shaft or drift lining | |
| CN108412502A (en) | A kind of deep tunnel passes through upper-soft lower-hard ground construction method | |
| CN104131566B (en) | A kind of basement is without the construction method of horizontal support foundation ditch | |
| CN109882209B (en) | Bored pile pre-reinforced supporting structure of undersolidified stratum underpass tunnel and construction method | |
| CN108756897B (en) | A kind of construction method of breaking surrounding rock people's air defense tunnel cross point | |
| CN108951647A (en) | Construction method for supporting is excavated in hole in the hole of open trench tunnel | |
| CN203729309U (en) | Support system with combined double-row piles combined with vertical prestressed anchor bolts | |
| CN210087321U (en) | Pile foundation pre-reinforcing and supporting structure for controlling tunnel settlement | |
| CN107503355A (en) | Shaped steel formula double-row pile foundation pit supporting system and its construction method are inserted after outer row | |
| CN208578574U (en) | A kind of nine supporting construction of double -side approach |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| 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 |