CN105626083A - Construction method for permeable ribbed multiple-arch tunnel - Google Patents
Construction method for permeable ribbed multiple-arch tunnel Download PDFInfo
- Publication number
- CN105626083A CN105626083A CN201610016628.XA CN201610016628A CN105626083A CN 105626083 A CN105626083 A CN 105626083A CN 201610016628 A CN201610016628 A CN 201610016628A CN 105626083 A CN105626083 A CN 105626083A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- arch
- excavation
- construction
- mid
- 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.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 72
- 238000009412 basement excavation Methods 0.000 claims abstract description 53
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 36
- 239000010959 steel Substances 0.000 claims abstract description 36
- 238000000034 method Methods 0.000 claims abstract description 15
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 12
- 125000004122 cyclic group Chemical group 0.000 claims abstract 2
- 239000011435 rock Substances 0.000 claims description 37
- 239000004567 concrete Substances 0.000 claims description 18
- 230000000149 penetrating effect Effects 0.000 claims description 16
- 238000007569 slipcasting Methods 0.000 claims description 16
- 239000011150 reinforced concrete Substances 0.000 claims description 12
- 238000002512 chemotherapy Methods 0.000 claims description 11
- 230000002787 reinforcement Effects 0.000 claims description 11
- 238000005553 drilling Methods 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 5
- 230000005641 tunneling Effects 0.000 claims description 4
- 238000005266 casting Methods 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 238000013461 design Methods 0.000 claims description 2
- 239000004575 stone Substances 0.000 claims description 2
- 239000007921 spray Substances 0.000 claims 2
- 238000005422 blasting Methods 0.000 claims 1
- 230000015271 coagulation Effects 0.000 claims 1
- 238000005345 coagulation Methods 0.000 claims 1
- 238000002347 injection Methods 0.000 claims 1
- 239000007924 injection Substances 0.000 claims 1
- 239000011378 shotcrete Substances 0.000 claims 1
- 238000005516 engineering process Methods 0.000 abstract description 6
- 238000005192 partition Methods 0.000 abstract description 3
- 238000000465 moulding Methods 0.000 abstract 1
- 230000007613 environmental effect Effects 0.000 description 4
- 230000002159 abnormal effect Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 230000002123 temporal effect Effects 0.000 description 2
- 206010068052 Mosaicism Diseases 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 239000008280 blood Substances 0.000 description 1
- 210000004369 blood Anatomy 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000001687 destabilization Effects 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 238000009440 infrastructure construction Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 231100000241 scar Toxicity 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 210000003765 sex chromosome Anatomy 0.000 description 1
- 238000009423 ventilation Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method for a permeable ribbed multiple-arch tunnel. The construction method specifically comprises the following steps: firstly reinforcing a vault slope with grouting steel tubes, and joining with anchor rods of a tunnel body system to form a continuous reinforced system; carrying out middle pilot heading excavation and then constructing an integral mid-partition; excavating tunnel chambers by adopting a procedure of a left tunnel first, and a right tunnel later; carrying out integral molding on a left tunnel ribbed arched beam with a vault longitudinal beam, an anticollision wall and an anticollision wall, and forming an annular force-bearing system with the mid-partition and an inverted arch; carrying out cyclic construction at an excavation progress being 12 to 14m according to a longitudinal construction spacing being 6 to 8m and a construction spacing of the left tunnel and the right tunnel being 30m. The construction method disclosed by the invention is a set of integral construction method aiming to the permeable ribbed multiple-arch tunnel; construction procedures, a supporting system and construction control parameters are adapted to the construction mechanical behavior time-space evolution regularity of the permeable ribbed multiple-arch tunnel, such that the safety of the construction process and the stability of a tunnel structure are effectively ensured, and a set of practical and operable construction technology is provided for promotion and application of the novel environment-friendly tunnel.
Description
Technical field
The invention belongs to Tunnel Engineering field, more specifically to the construction method of a kind of penetrating ribbed multiple-arch tunnel.
Background technology
In length and breadth, terrain is steep strategically located and difficult of access, complex geologic conditions on China mountain range. Along with the enforcement of China's strategy to develop western regions, High Grade Highway in Mountain Area engineering construction is just in acceleration, it has also become the important content of China's infrastructure construction, wherein, along river valley, the mountain pass road of being close to built, mountain valley occupy suitable proportion.
It is close to that mountain pass road line alignment is parallel with face, hillside or oblique, in the past adopts deep desulphurization schemes more. Owing to being subject to the restriction of mountain area mountain terrain condition, the program generally requires excavates massif on a large scale, not only vegetation around is done great damage, and also brings high cutting-slope stability problem, and the expense of its supporting simultaneously and later maintenance is also higher.
At present, shallow embedding sidehill tunnel replaces traditional deep desulphurization scheme gradually, becomes a kind of primary structure pattern being close to mountain pass road. The earth's surface, Sui Zhi district of shallow embedding sidehill tunnel tilts, and tunnel is close to mountain excavation and forms cavern, and buried depth is shallower, essentially hazy cavern structure. Traditional shallow embedding sidehill tunnel technology of building is primarily present the technical barrier of two aspects, and one is engineering safety problem, and two is environmental protection problem. Shallow embedding sidehill tunnel surrounding rock category is low, it is impossible to form nature arch. Top, its hole cover layer is thin, lateral slope of ground is relatively steep, barrel bears significant Eccentric Load, cavern excavation coverage feeds through to earth's surface, therefore easily cause Tunnel Landslide, slope instability even landslide, the cave in accident of a large amount of tunnel portal section illustrates with lesson written in blood, and shallow tunnel and deep tunnel Portal Section are the high risk zone in tunnel construction engineering. On the other hand, for shallow embedding sidehill tunnel, that commonly uses both at home and abroad mainly has the backfill design such as tunneling and hangar tunnel. Backfill tunneling scheme adopts high structures thing to backfill tunneling after propping up gear in advance, and hillside deformation is effectively controlled, and causes supporting construction to bear excessive biasing force, and stablizing of tunnel structure thing is very unfavorable. Hangar tunnel scheme then adopts after first excavating hillside rock mass and builds hangar tunnel, and its essence is similar with deep desulphurization scheme, there is vegetation deterioration and stability of high slope sex chromosome mosaicism. Traditional shallow embedding sidehill tunnel construction scheme never can solve engineering safety and the mutually coordinated problem of environmental conservation well. Therefore, shallow embedding sidehill tunnel stability and environmental protection problem are the main difficult technical faced in such Tunnel Engineering construction.
For improving road construction quality, take into account the coordination of engineering and environment, it is ensured that road safety is run, it would be highly desirable to research and develop new sidehill tunnel structural shape. In prior art, application number is 200810048633.4, and denomination of invention is a kind of tunnel structure disclosed in the patent application document of pervious rib type arch beam tunnel, for pervious rib type arch beam tunnel; In order to solve pervious rib type arch beam tunnel conditions of environmental geology is required high problem, and adapt to the construction demand that large span, two-wire are current, it is further proposed that penetrating ribbed multiple-arch tunnel structure.
Being close to mountain region section due to what penetrating ribbed multiple-arch tunnel was primarily adapted for use in that earth's surface tilts, cover layer is relatively thin, surrounding rock category is relatively low, and bias effect is obvious, is easy to the security incident such as roof fall, landslide occur in excavation construction process. sequence of excavation, construction spacing, lining cutting opportunity and supporting scheme decide tunnel surrounding stress deformation size, and the stability of tunnel structure (secondary lining, ribbed arched girder, mid-board). (application number is 200810048634.9 to prior art, denomination of invention: construction method of pervious rib type arch beam tunnel) disclose a kind of construction method of pervious rib type arch beam tunnel, this construction method adopts transverse pipe canopy to reinforce vault hillside, tunnel cutting adopts reserved rock arch step excavation mode, after surrouding rock deformation is basicly stable, non-detachable mold builds inner side arch ring secondary lining, vault grade beam, rock-fall proof block, ribbed arched girder, anti-collision wall, each construction circulation excavation drilling depth is 10��12m, non-detachable mold builds length 6��8m, define a set of construction method being adapted to pervious rib type arch beam stress deformation feature, ensure stablizing of pervious rib type arch beam tunnel structure.
But construction method of pervious rib type arch beam tunnel applies to the methodology of single hole tunnel, for the penetrating ribbed multiple-arch tunnel that span is bigger, face a more more complicated construction technology difficult problem, major embodiment is in the following areas: one to be that tunnel adopts more complicated abnormally-structured, spatial structure characteristic is more notable, what not only to consider ribbed arched girder is construction stability, it is also contemplated that the construction stability of mid-board, interior hole liner structure; Two is that tunnel excavation face is bigger, disturbance region is wider, the support technology of vault hillside and country rock is required higher: three is that the temporal and spatial evolution of constructing tunnel mechanical behavior is more complicated, both there is the tau-effect problem being longitudinally propelling, there is also the problem that influences each other that hole, left and right advances, working procedure and Construction control condition are more complicated;
Therefore, according to the architectural feature of pervious rib type arch beam tunnel and stress rule, formulate the parameters of construction technology such as rational sequence of excavation, support pattern, lining cutting opportunity and be to ensure that the key link that this novel tunnel successfully realizes.
Summary of the invention
Defect for prior art, it is an object of the invention to provide the construction method of a kind of penetrating ribbed multiple-arch tunnel, aim to solve the problem that Shallow-buried location, there is the ribbed arcading abnormal shape tunnel of notable spatial structure characteristic, constructing tunnel stability problem when, construction mechanics behavior bigger in excavation face is more complicated.
The invention provides the construction method of a kind of penetrating ribbed multiple-arch tunnel, comprise the steps:
Step A: vault hillside grouting and reinforcing:
Before tunnel excavation, 5��6 row's slip casting steel pipes and 5��10 row's slip casting ductules are arranged along the face, vault hillside of line alignment, Grouting Pipe pierces with the angle of angled downward from horizontal 25 ��, drilling axis is orthogonal with line alignment, slip casting steel pipe length extends in barrel system anchor bolt reinforcing scope, and both form continuous print reinforcement system; After Grouting Pipe squeezes into country rock, cement mortar, by the gap between injected hole filling and injecting slurry pipe and rock stratum and country rock internal crack, plays the effect reinforcing vault side slope rock stratum jointly;
Step B: middle drift excavates:
Adopt benching tunnelling method excavation middle drift;
Step C: middle drift gib:
Adopt early strength concrete and I-steel steel arch-shelf, and lay bar-mat reinforcement; Its excavation face arranges support anchor rod, it is achieved middle drift gib;
Step D: mid-board is built:
Mid-board is reinforced concrete structure, the secondary lining layer one-piece casting in advance that mid-board is adjacent with left and right hole, forms monoblock type mid-board, mid-board top and the close contact of middle drift top;
Step E: horizontal bracing members and middle drift backfill:
Adopting mortar flag stone to backfill, backfill be highly from 3.6m above at the bottom of mid-board, transverse direction temporary support employing bracing members, is arranged on mid-board and keeps right side, hole;
Step F: the interim domatic excavation in left hole:
Face, hillside around excavation Extended chemotherapy sideline, forms operating platform, and adopts injection coagulation to carry out interim side slope protection;
Step G: Extended chemotherapy is built:
Extended chemotherapy adopts mechanical equivalent of light excavation and blasting method, does foundation bearing capacity test to design altitude; Extended chemotherapy is step reinforced concrete structure, along circuit longitudinally elongated layout, is furnished with slip casting ductule, adopts quincuncial arrangement bottom it, has spacing in order to increase the horizontal bearing capacity on basis between die;
Step H: Zuo Dong side pilot drive:
Employing benching tunnelling method is constructed, and the mode of machinery or weak blast excavates Zuo Dong side pilot tunnel;
Step I: Zuo Dong side pilot tunnel gib construction:
Gib adopts early strength concrete and I-steel steel arch-shelf, and lays bar-mat reinforcement;
Step J: the domatic country rock excavation in left hole:
Employing benching tunnelling method is constructed, and machinery or weak blast excavate;
Step K: left hole inverted arch is constructed:
Left wide open dig after, just spray early strength concrete, and adopt early strength concrete and I-steel section-steel support;
Step L: be molded into left hole girt strip, longeron and secondary lining:
Monoblock type chassis tunneling boring entirety is adopted to be molded into secondary lining inside left hole, vault longeron, ribbed arched girder, anti-collision wall; Left hole secondary lining is reinforced concrete shell structure, and ribbed arched girder is 1/4 circular arc reinforced concrete structure, and the beam body cross section of ribbed arched girder is rectangle;
Often circulation entirety is molded into advancing by the length of 6m��9m, the working place of reserved 3m��4m, and increase makes the 2 one-time formed periods of root beam as far as possible, to ensure the globality of structure, enhanced stability; Multiple girt strips form the pass-through type standard width of a room in an old-style house, and the top of each girt strip is connected with described vault longeron, and the bottom of each girt strip is connected with described anti-collision wall; Left hole secondary lining is connected with mid-board wall shoulder;
Step M: You Dong side pilot drive:
Employing benching tunnelling method is constructed, and machinery or weak blast excavate;
Step N: You Dong side pilot tunnel gib construction:
Adopt early strength concrete and I-steel steel arch-shelf, and lay bar-mat reinforcement, and arrange support anchor rod in excavation face; Realize the gib of You Dong side pilot tunnel;
Step O: You Dong arch country rock excavation:
Should strictly control excavation cyclic advance and immediate support, and note measuring in hole, earth's surface deforms.
Step P: supporting construction and steel arch-shelf erection:
After the country rock excavation of arch, carry out supporting and erection steel arch-shelf in time; Preliminary bracing layer adopts early strength concrete, and lays bar-mat reinforcement and I-steel steel arch-shelf; Gunite concrete filling it is both needed to closely knit between steel arch-shelf and outline excavation, between steel arch-shelf;
Step Q: right hole Core Soil excavates:
After initial stage lining cutting completes, a point step progressively excavates remaining core soil in advance, and tunnel contour excavation face carries out lining cutting, steel arch-shelf and grouted anchor bar construction;
Step R: right hole inverted arch is constructed:
Right wide open dig after, just spray early strength concrete, and adopt early strength concrete and I-steel steel arch-shelf to carry out supporting;
Step S: right hole is molded into concrete:
Right hole secondary lining is reinforced concrete structure, and two ends are takeed on two ends with inverted arch and mid-board wall respectively and are connected, and forms ring seal carrying structure.
Wherein, in step, slip casting steel pipe adopts external diameter 108mm, the heat of wall thickness 6mm pricks seamless steel pipe, and length is 15m, and spacing is 2m �� 2m, in quincuncial arrangement; Slip casting ductule external diameter 50mm, wall thickness 5mm, length is 6m, and spacing is 2m �� 2m, in quincuncial arrangement.
Wherein, in step C, anchor pole is adopted as strength mortar anchor pole morning of �� 22mm60 �� 100cm, and rock-bolt length is 3.0m.
Wherein, in step L, the beam body cross section of ribbed arched girder is the rectangle of wide 1.2m, high 1.05m; Described anti-collision wall width 1.05m, high 2.5m.
Wherein, the center distance between adjacent girt strip is 6.0m.
Wherein, by excavating middle drift and performing mid-board and connect left and right cavern, bear massif simultaneously and excavate the Eccentric Load caused.
Wherein, form overall structure by building the secondary lining layer in outer hole, vault longeron, ribbed arched girder and anti-collision wall, and by being connected the ring-like load system of formation with inverted arch, arch springing Extended chemotherapy and mid-board, with the deviated stress of balance tunnel country rock.
Wherein, after adopting transverse pipe canopy that vault hillside is carried out strong supporting, step excavation forms left and right cavern.
Wherein, vault anchor system is stated in employing and arch springing anchor system reinforces slope, the hillside body in excavation influence area, reduces the deformation of hillside rock mass, thus reducing the stress level of tunnel structure thing.
Wherein, connect left and right cavern by mid-board, and bear the unbalanced load brought by the asymmetric excavation of bias orographic condition or inside and outside cavern.
The construction method of penetrating ribbed multiple-arch tunnel provided by the invention is according to having the temporal and spatial evolution of penetrating ribbed Multi-arch Tunnel Construction mechanical behavior and formulating, and has techniques below advantage:
1, the slip casting steel pipe in the anchor system of vault hillside, extending in barrel system anchor bolt reinforcing scope, both form continuous print reinforcement system, effectively reduce the deformation of vault tensile region rock mass, reduce the stress level of tunnel structure, better assure that stablizing of vault hillside rock mass and tunnel surrounding.
2, after adopting middle drift excavation, perform monoblock type mid-board in advance, namely the secondary lining layer one-piece casting in advance that mid-board is adjacent with left and right hole, effectively increase the rigidity of structure of construction stage mid-board, avoid the risk that bias location mid-board slides, topples, provide effective support for tensile region, vault hillside rock mass simultaneously.
3, construction and excavation adopts the scheme of " Xian Zuodong; rear right hole ", namely after excavating middle drift and performing mid-board, first excavation Zuo Ce cavern, and perform the tunnel structures such as ribbed arched girder, after forming stable support body system, then excavation right side cavern, finally performing right hole tunnel structure, this general excavation plan ensure that bias location abnormal shape Multi-arch Tunnel Construction is stable well;
4, left hole ribbed arched girder and vault longeron, anti-collision wall, anti-collision wall entirety are molded into, and form ring-like load system with mid-board, inverted arch, both ensure that the integral rigidity of this abnormal shape tunnel structure, simultaneously can balanced bias load effectively, improve the long-time stability of tunnel structure;
5, the mode segmentation adopting circulation construction advances, and strictly controls each circulation excavation drilling depth, construction spacing, it is ensured that the spatial stability of penetrating ribbed multiple-arch tunnel structure.
Accompanying drawing explanation
Fig. 1 is the construction process schematic diagram of penetrating ribbed multiple-arch tunnel in the present invention;
Fig. 2 is the planar structure schematic diagram of penetrating ribbed multiple-arch tunnel in the present invention;
Fig. 3 is the three dimensional structure schematic diagram of penetrating ribbed multiple-arch tunnel in the present invention;
Number in the figure: 1 vault anchor system; 2 vault longerons; 3 rock-fall proof blocks; 4 ribbed arched girders; 5 anti-collision walls; The lining cutting of 6 initial stages; 7 secondary linings; 8 arch springing anchor systems; 9 Extended chemotherapy; 10 inverted arch; 11 middle drift; 12 mid-boards.
Detailed description of the invention
In order to make the purpose of the present invention, technical scheme and advantage clearly understand, below in conjunction with drawings and Examples, the present invention is further elaborated. Should be appreciated that specific embodiment described herein is only in order to explain the present invention, is not intended to limit the present invention.
In the construction method of the penetrating ribbed multiple-arch tunnel of embodiment of the present invention offer, ribbed multiple-arch tunnel excavation and support sequence of construction is: vault hillside grouting and reinforcing, middle drift excavates, middle drift gib, mid-board is built, horizontal bracing members and middle drift backfill, the interim domatic excavation in left hole, Extended chemotherapy is built, Zuo Dong side pilot drive, the pilot tunnel gib construction of Zuo Dong side, the domatic country rock excavation in left hole, supporting construction and steel arch-shelf erection, it is molded into left hole girt strip and longeron and secondary lining, You Dong side pilot drive, the pilot tunnel gib construction of You Dong side, You Dong arch country rock excavation, supporting construction and steel arch-shelf erection, right hole Core Soil excavation, right hole is molded into concrete, next construction circulation.
As it is shown in figure 1, the construction method that the embodiment of the present invention provides specifically includes following step:
Step A: vault hillside grouting and reinforcing:
Before tunnel excavation, arranging 5��6 row's slip casting steel pipes and 5��10 row's slip casting ductules along the face, vault hillside of line alignment, slip casting steel pipe adopts external diameter 108mm, the heat of wall thickness 6mm pricks seamless steel pipe, and length is 15m, and spacing is 2m �� 2m, in quincuncial arrangement; Slip casting ductule external diameter 50mm, wall thickness 5mm, length is 6m, and spacing is 2m �� 2m, in quincuncial arrangement. Grouting Pipe pierces with the angle of angled downward from horizontal 25 ��, drilling axis is orthogonal with line alignment, after Grouting Pipe squeezes into country rock, cement mortar, by the gap between injected hole filling and injecting slurry pipe and rock stratum and country rock internal crack, plays the effect reinforcing vault side slope rock stratum jointly.
Step B: middle drift excavates: middle drift excavation adopts benching tunnelling method.
Step C: middle drift gib: middle drift gib adopts the I16 I-steel steel arch-shelf of C25 early strength concrete thick for 20cm and longitudinal pitch 60cm, and lays �� 8mm20 �� 20cm bar-mat reinforcement. Its excavation face arranges support anchor rod, and anchor pole is adopted as strength mortar anchor pole morning of �� 22mm60 �� 100cm, and rock-bolt length is 3.0m.
Step D: mid-board is built: mid-board is C30 reinforced concrete structure, adopts wall form in combined type song, core-wall thickness 1.1m, bottom width 3.3m, top width 2.3m, high 6.1m, mid-board top and the close contact of middle drift top.
Step E: horizontal bracing members and middle drift backfill: adopt M7.5 mortar flag stone to backfill, backfill be highly from 3.6m above at the bottom of mid-board, transverse direction temporary support employing I16 bracing members, is arranged on mid-board and keeps right side, hole.
Step F: the interim domatic excavation in left hole: the face, hillside around excavation Extended chemotherapy sideline, forms operating platform, and adopts 15cm thickness injection coagulation to carry out interim side slope protection.
Step G: Extended chemotherapy is built: Extended chemotherapy adopts mechanical equivalent of light excavation and blasting method, does foundation bearing capacity test to design altitude. Extended chemotherapy width 3.0m, high 2.5m, for step reinforced concrete structure, along circuit longitudinally elongated layout, be furnished with 5m long �� 50 �� 5mm slip casting ductule bottom it, adopts quincuncial arrangement, and die spacing 1m, to increase the horizontal bearing capacity on basis.
Step H: Zuo Dong side pilot drive: adopt benching tunnelling method construction, machinery or weak blast excavation.
Step I: Zuo Dong side pilot tunnel gib construction: gib adopts the I16 I-steel steel arch-shelf of C25 early strength concrete thick for 20cm and longitudinal pitch 60cm, and lays �� 8mm20 �� 20cm bar-mat reinforcement.
Step J: the domatic country rock excavation in left hole: adopt benching tunnelling method construction, machinery or weak blast excavation. Should strictly control excavation cyclic advance and immediate support, and note measuring in hole, earth's surface deforms.
Step K: left hole inverted arch is constructed: left wide open dig after, just thick for spray 26cm C25 early strength concrete, and adopt the I20 I-steel section-steel support of C30 early strength concrete thick for 60cm and longitudinal pitch 60cm.
Step L: be molded into left hole girt strip, longeron and secondary lining: adopt monoblock type chassis tunneling boring entirety to be molded into secondary lining inside left hole, vault longeron, ribbed arched girder, anti-collision wall. Secondary lining is the C30 reinforced concrete shell structure that 60cm is thick, and ribbed arched girder is 1/4 circular arc reinforced concrete structure, and beam body cross section is the rectangle of wide 1.2m, high 1.05m, anti-collision wall width 1.05m, high 2.5m.
Often circulation entirety is molded into advancing by the length of 6��9m, and the working place of reserved 3��4m, increase makes the 2 one-time formed periods of root beam as far as possible, to ensure the globality of structure, enhanced stability.
Step M: You Dong side pilot drive: adopt benching tunnelling method construction, machinery or weak blast excavation.
Step N: You Dong side pilot tunnel gib construction: gib adopts the I16 I-steel steel arch-shelf of C25 early strength concrete thick for 20cm and longitudinal pitch 60cm, and lay �� 8mm20 �� 20cm bar-mat reinforcement, excavation face arranges support anchor rod, anchor pole is adopted as strength mortar anchor pole morning of �� 22mm60 �� 100cm, and rock-bolt length is 3.0m.
Step O: You Dong arch country rock excavation: should strictly control excavation cyclic advance and immediate support, and note measuring in hole, earth's surface deforms.
Step P: supporting construction and steel arch-shelf erection: after arch country rock excavation, carries out supporting and erection steel arch-shelf in time. Preliminary bracing layer adopts the C25 early strength concrete that 26cm is thick, and lays the I20 I-steel steel arch-shelf of �� 8mm20 �� 20cm bar-mat reinforcement and longitudinal pitch 60cm. Gunite concrete filling it is both needed to closely knit between steel arch-shelf and outline excavation, between steel arch-shelf.
Step Q: right hole Core Soil excavates: after initial stage lining cutting completes, a point step progressively excavates remaining core soil in advance, and tunnel contour excavation face carries out lining cutting, steel arch-shelf and grouted anchor bar construction.
Step R: right hole inverted arch is constructed: right wide open dig after, just thick for spray 26cm C25 early strength concrete, and adopt the I20 I-steel steel arch-shelf of C30 early strength concrete thick for 60cm and longitudinal pitch 60cm to carry out supporting.
Step S: right hole is molded into concrete: right hole secondary lining is the C30 reinforced concrete structure that 60cm is thick, and two ends are connected with inverted arch two ends respectively, forms ring seal carrying structure.
In embodiments of the present invention, as shown in Figures 2 and 3, this penetrating ribbed multiple-arch tunnel includes vault anchor system 1, vault longeron 2, rock-fall proof block 3, ribbed arched girder 4, anti-collision wall 5, initial stage lining cutting 6, secondary lining 7, arch springing anchor system 8, Extended chemotherapy 9, inverted arch 10, middle drift 11 and mid-board 12 to the structure of the penetrating ribbed twin-arch tunnel obtained according to above-mentioned construction method;
Wherein, vault anchor system 1 adopts slip casting steel pipe and ductule, slip casting steel pipe to be that the heat that �� 108 �� 6mm prebored hole is buried underground pricks seamless steel pipe, embedment length 15m; Ductule is �� 50 �� 5mm slip casting ductule, embedment length 6m. Grouting Pipe pierces with the angle of downward-sloping 25 ��, and drilling axis is orthogonal with line alignment, and adopts quincuncial arrangement, die spacing 2m.
Vault longeron 2 is the bar shaped reinforced concrete structure of wide 1.5m, high 1.05m, along circuit longitudinally elongated layout, mainly as the draw bail of left tunnel hole arch lining layer Yu ribbed arched girder 4. On vault longeron 2, backer slope arranged outside has the armored concrete rock-fall proof block 3 of wide 0.5m, high 1.5m, it is prevented that scree falls in tunnel.
Ribbed arched girder 4 is 1/4 circular arc reinforced concrete structure, beam body cross section is the rectangle of wide 1.2m, high 1.05m, and the center distance between adjacent girt strip is 6.0m, forms the pass-through type standard width of a room in an old-style house of wide 4.8m, high 6.2m, each laminated rib back end is connected with vault longeron 2, and bottom is connected with anti-collision wall 5.
Anti-collision wall 5 is the bar shaped reinforced concrete structure of wide 1.05m, high 2.5m, along circuit longitudinally elongated layout, primarily serves the effect preventing vehicle crash tunnel structure thing, and as the connecting structure of ribbed arched girder 4 with arch springing Extended chemotherapy 9. Arch springing Extended chemotherapy 9 is the step reinforced concrete structure of wide 3.0m, high 2.5m, along circuit longitudinally elongated layout. Arch springing anchor system 8 bottom Extended chemotherapy 9 can adopt 5m long �� 50 �� 5mm slip casting ductule, is drilled down into vertical level, and adopts quincuncial arrangement, die spacing 1m.
Left and right, tunnel cavern initial stage lining cutting layer 6 adopts the C25 early strength concrete that 26cm is thick, and lays �� 8mm20 �� 20cm bar-mat reinforcement. Support anchor rod is arranged in tunnel excavation face, anchor pole is adopted as the hollow grouting anchor of �� 25mm, rock-bolt length is 3.5m, scar radial arrangement is excavated along arch, circumferential distance is 100cm, longitudinal pitch is 60cm, and support anchor rod is appeared to hold and is connected with initial stage lining cutting layer, is collectively forming the preliminary bracing in excavation stage.
Tunnel Right hole arch ring secondary lining 7 is the C30 reinforced concrete structure that 60cm is thick, and two ends are connected with inverted arch 10 two ends respectively, forms ring seal carrying structure. Inside the arch ring of left tunnel hole, secondary lining 7 is the C30 reinforced concrete shell structure that 60cm is thick, and its top is connected with vault longeron 2, and bottom is connected with inverted arch 10, forms ring seal carrying structure.
Inverted arch 10 adopts the arch steel concrete structure that 60cm is thick, and inverted arch two ends, right hole are connected to form enclosed construction with secondary lining 7 two ends respectively; Inverted arch one end, left hole is connected with inner side secondary lining 7, and the other end is connected with anti-collision wall 5, forms enclosed construction.
Mid-board 12 is C30 reinforced concrete structure, adopts wall form in combined type song, core-wall thickness 1.1m, bottom width 3.3m, top width 2.3m, high 6.1m, the C30 armored concrete secondary lining that the 60cm in mid-board 12 both sides lining cutting respectively hole, left and right is thick. Mid-board 12 top and the close contact of middle drift 11 top, anchoring rod at the bottom of wall adopts �� 25mm100 �� 100cm hollow grouting anchor, and rock-bolt length is 3.5m, is drilled down into vertical level. Mid-board 12 by hole, left and right separately, and bears the unbalanced load brought by the asymmetric excavation of bias orographic condition or inside and outside cavern.
Middle drift 11 is the cavern first excavated to apply mid-board, wide 6.3m, high 6.75m, and top, the hole of middle drift 11 contacts with the tight of mid-board 12, and mid-board 12 build complete after employing M7.5 mortar flag stone backfill. Middle drift 11 initial stage lining cutting layer adopts the C25 early strength concrete that 20cm is thick, and lays �� 8mm20 �� 20cm bar-mat reinforcement. Its excavation face arranges support anchor rod, and anchor pole is adopted as strength mortar anchor pole morning of �� 22mm60 �� 100cm, and rock-bolt length is 3.0m, and support anchor rod is appeared to hold and is connected with initial stage lining cutting layer 6, is collectively forming the preliminary bracing of middle drift.
Penetrating ribbed multiple-arch tunnel provided by the invention is on the basis in pervious rib type arch beam (single hole), adopt middle partition wall structure to substitute country rock and support vault hillside cantilever rock mass, avoid arch springing and the wall rock destabilization caused is destroyed at abutment wall position rock mass (area of stress concentration), provide more effective support for vault hillside rock mass simultaneously, reduce the security risk of construction and excavation, improve the suitability of the type tunnel environment geology. And adopting Double Multi-Arch structure, outer hole is ribbed arched girder structure, has good ventilation, lighting performance, efficiently reduces the surface of fracture to hillside vegetation; Outer hole is linked as entirety by mid-board with Nei Dong, forms the double track tunnel structure that span is bigger, is effectively improved the traffic capacity in ribbed arched girder tunnel. Meanwhile, rise-span ratio more single hole pervious rib type arch beam tunnel is obviously reduced, and in Shallow-buried location, has higher antiskid, factor of safety against overturning. It addition, slip casting steel pipe reinforcing scope in vault hillside covers tunnel cavern territory, the sarifying section of surrounding rock, the excavation of effective guarantee vault hillside rock mass and tunnel surrounding is stable. Mid-board adopts the secondary lining section in advance one-piece casting adjacent with inside and outside hole, more traditional " Layer cake " formula mid-board built in three stages, there is bigger bending rigidity, especially in bias location, there is better antiskid, antidumping performance, be effectively increased the stability of construction period mid-board; It is provided with anchoring rod at the bottom of the wall of mid-board, improves the antiskid of mid-board, factor of safety against overturning further.
Those skilled in the art will readily understand; the foregoing is only presently preferred embodiments of the present invention; not in order to limit the present invention, all any amendment, equivalent replacement and improvement etc. made within the spirit and principles in the present invention, should be included within protection scope of the present invention.
Claims (10)
1. the construction method of a penetrating ribbed multiple-arch tunnel, it is characterised in that comprise the steps:
Step A: vault hillside grouting and reinforcing:
Before tunnel excavation, 5��6 row's slip casting steel pipes and 5��10 row's slip casting ductules are arranged along the face, vault hillside of line alignment, Grouting Pipe pierces with the angle of angled downward from horizontal 25 ��, drilling axis is orthogonal with line alignment, slip casting steel pipe length extends in barrel system anchor bolt reinforcing scope, and both form continuous print reinforcement system; After Grouting Pipe squeezes into country rock, cement mortar, by the gap between injected hole filling and injecting slurry pipe and rock stratum and country rock internal crack, plays the effect reinforcing vault side slope rock stratum jointly;
Step B: middle drift excavates:
Adopt benching tunnelling method excavation middle drift;
Step C: middle drift gib:
Adopt early strength concrete and I-steel steel arch-shelf, and lay bar-mat reinforcement; Its excavation face arranges support anchor rod, it is achieved middle drift gib;
Step D: mid-board is built:
Mid-board is reinforced concrete structure, the secondary lining layer one-piece casting in advance that mid-board is adjacent with left and right hole, forms monoblock type mid-board, mid-board top and the close contact of middle drift top;
Step E: horizontal bracing members and middle drift backfill:
Adopting mortar flag stone to backfill, backfill be highly from 3.6m above at the bottom of mid-board, transverse direction temporary support employing bracing members, is arranged on mid-board and keeps right side, hole;
Step F: the interim domatic excavation in left hole:
Face, hillside around excavation Extended chemotherapy sideline, forms operating platform, and adopts injection coagulation to carry out interim side slope protection;
Step G: Extended chemotherapy is built:
Extended chemotherapy adopts mechanical equivalent of light excavation and blasting method, does foundation bearing capacity test to design altitude; Extended chemotherapy is step reinforced concrete structure, along circuit longitudinally elongated layout, is furnished with slip casting ductule, adopts quincuncial arrangement bottom it, has spacing in order to increase the horizontal bearing capacity on basis between die;
Step H: Zuo Dong side pilot drive:
Employing benching tunnelling method is constructed, and the mode of machinery or weak blast excavates Zuo Dong side pilot tunnel;
Step I: Zuo Dong side pilot tunnel gib construction:
Gib adopts early strength concrete and I-steel steel arch-shelf, and lays bar-mat reinforcement;
Step J: the domatic country rock excavation in left hole:
Employing benching tunnelling method is constructed, and machinery or weak blast excavate;
Step K: left hole inverted arch is constructed:
Left wide open dig after, just spray early strength concrete, and adopt early strength concrete and I-steel section-steel support;
Step L: be molded into left hole girt strip, longeron and secondary lining:
Monoblock type chassis tunneling boring entirety is adopted to be molded into secondary lining inside left hole, vault longeron, ribbed arched girder, anti-collision wall; Left hole secondary lining is reinforced concrete shell structure, and ribbed arched girder is 1/4 circular arc reinforced concrete structure, and the beam body cross section of ribbed arched girder is rectangle;
Often circulation entirety is molded into advancing by the length of 6m��9m, the working place of reserved 3m��4m, and increase makes the 2 one-time formed periods of root beam as far as possible, to ensure the globality of structure, enhanced stability; Multiple girt strips form the pass-through type standard width of a room in an old-style house, and the top of each girt strip is connected with described vault longeron, and the bottom of each girt strip is connected with described anti-collision wall; Left hole secondary lining is connected with mid-board wall shoulder;
Step M: You Dong side pilot drive:
Employing benching tunnelling method is constructed, and machinery or weak blast excavate;
Step N: You Dong side pilot tunnel gib construction:
Adopt early strength concrete and I-steel steel arch-shelf, and lay bar-mat reinforcement, and arrange support anchor rod in excavation face; Realize the gib of You Dong side pilot tunnel;
Step O: You Dong arch country rock excavation:
Control excavation cyclic advance and immediate support, and note measuring in hole, earth's surface deforms.
Step P: supporting construction and steel arch-shelf erection:
After the country rock excavation of arch, carry out supporting and erection steel arch-shelf in time; Preliminary bracing layer adopts early strength concrete, and lays bar-mat reinforcement and I-steel steel arch-shelf; Gunite concrete filling it is both needed to closely knit between steel arch-shelf and outline excavation, between steel arch-shelf;
Step Q: right hole Core Soil excavates:
After initial stage lining cutting completes, a point step progressively excavates remaining core soil in advance, and tunnel contour excavation face carries out lining cutting, steel arch-shelf and grouted anchor bar construction;
Step R: right hole inverted arch is constructed:
Right wide open dig after, just spray early strength concrete, and adopt early strength concrete and I-steel steel arch-shelf to carry out supporting;
Step S: right hole is molded into concrete:
Right hole secondary lining is reinforced concrete structure, and two ends are takeed on two ends with inverted arch and mid-board wall respectively and are connected, and forms ring seal carrying structure.
2. construction method as claimed in claim 1, it is characterised in that in step, slip casting steel pipe adopts external diameter 108mm, the heat of wall thickness 6mm pricks seamless steel pipe, and length is 15m, and spacing is 2m �� 2m, in quincuncial arrangement; Slip casting ductule external diameter 50mm, wall thickness 5mm, length is 6m, and spacing is 2m �� 2m, in quincuncial arrangement.
3. construction method as claimed in claim 1, it is characterised in that in step C, anchor pole is adopted as strength mortar anchor pole morning of �� 22mm60 �� 100cm, and rock-bolt length is 3.0m.
4. construction method as claimed in claim 1, it is characterised in that in step L, the beam body cross section of ribbed arched girder is the rectangle of wide 1.2m, high 1.05m; Described anti-collision wall width 1.05m, high 2.5m.
5. construction method as claimed in claim 4, it is characterised in that the center distance between adjacent girt strip is 6.0m.
6. construction method as claimed in claim 1, it is characterised in that by excavating middle drift and performing mid-board and connect left and right cavern, bear massif simultaneously and excavate the Eccentric Load caused.
7. construction method as claimed in claim 1, it is characterized in that, overall structure is formed by building the secondary lining layer in outer hole, vault longeron, ribbed arched girder and anti-collision wall, and by being connected the ring-like load system of formation with inverted arch, arch springing Extended chemotherapy and mid-board, with the deviated stress of balance tunnel country rock.
8. construction method as claimed in claim 1, it is characterised in that after adopting transverse pipe canopy that vault hillside is carried out strong supporting, step excavation forms left and right cavern.
9. construction method as claimed in claim 1, it is characterised in that vault anchor system is stated in employing and arch springing anchor system reinforces slope, the hillside body in excavation influence area, reduces the deformation of hillside rock mass, thus reducing the stress level of tunnel structure thing.
10. the construction method as described in any one of claim 1-9, it is characterised in that connect left and right cavern by mid-board, and bear the unbalanced load brought by the asymmetric excavation of bias orographic condition or inside and outside cavern.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610016628.XA CN105626083A (en) | 2016-01-07 | 2016-01-07 | Construction method for permeable ribbed multiple-arch tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610016628.XA CN105626083A (en) | 2016-01-07 | 2016-01-07 | Construction method for permeable ribbed multiple-arch tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105626083A true CN105626083A (en) | 2016-06-01 |
Family
ID=56041374
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610016628.XA Pending CN105626083A (en) | 2016-01-07 | 2016-01-07 | Construction method for permeable ribbed multiple-arch tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105626083A (en) |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108266191A (en) * | 2018-01-17 | 2018-07-10 | 中铁隆工程集团有限公司 | A kind of multiple-arch tunnel optimized construction method |
| CN108868826A (en) * | 2018-07-06 | 2018-11-23 | 中铁二院工程集团有限责任公司 | Tunnel Gushing section primary support structure with ribbing and construction method |
| CN108952752A (en) * | 2018-08-31 | 2018-12-07 | 中铁隧道局集团有限公司 | A kind of combined type highway Tunnel Portal Structures suitable for big bias landform |
| CN109268042A (en) * | 2018-10-29 | 2019-01-25 | 中铁十六局集团地铁工程有限公司 | A kind of small pilot tunnel leading support equipment and construction method |
| CN110017143A (en) * | 2019-05-10 | 2019-07-16 | 兰州铁道设计院有限公司 | A kind of auxiliary method of small interval loess tunnel construction of central division wall |
| CN110107311A (en) * | 2019-04-28 | 2019-08-09 | 北京万兴建筑集团有限公司 | One kind entering tunneling piping lane tunnel portal reinforcement means from slope |
| CN111042843A (en) * | 2019-12-16 | 2020-04-21 | 中铁十四局集团大盾构工程有限公司 | Pre-anchoring method for underground excavated tunnel |
| CN112682061A (en) * | 2020-12-29 | 2021-04-20 | 四川省交通勘察设计研究院有限公司 | Tunnel structure and construction method |
| CN113153308A (en) * | 2021-03-09 | 2021-07-23 | 中铁八局集团有限公司 | Construction method for double arch tunnel collapse section |
| CN113250705A (en) * | 2021-06-28 | 2021-08-13 | 重庆工程职业技术学院 | Multi-arch tunnel construction method |
| CN113622941A (en) * | 2021-09-10 | 2021-11-09 | 中铁一局集团第五工程有限公司 | Large-span double-arch tunnel excavation method under urban complex environment |
| CN115045669A (en) * | 2022-08-11 | 2022-09-13 | 湖南省交通规划勘察设计院有限公司 | Construction method of super-large section double-arch tunnel in weak stratum |
| CN116220729A (en) * | 2023-05-06 | 2023-06-06 | 太原理工大学 | Shallow-buried bias multi-arch tunnel non-flush tunnel portal structure and construction method thereof |
| CN116717271A (en) * | 2023-05-09 | 2023-09-08 | 长江勘测规划设计研究有限责任公司 | Mountain-side integral type middle-wall multi-arch shed tunnel structure and construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101324072A (en) * | 2008-07-30 | 2008-12-17 | 中国科学院武汉岩土力学研究所 | Construction method of pervious rib type arch beam tunnel |
| CN101324071A (en) * | 2008-07-30 | 2008-12-17 | 中国科学院武汉岩土力学研究所 | Pervious rib type arch beam tunnel |
| CN201635745U (en) * | 2010-04-08 | 2010-11-17 | 安徽省交通规划设计研究院 | Ribbed-arch multi-arch tunnel |
-
2016
- 2016-01-07 CN CN201610016628.XA patent/CN105626083A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101324072A (en) * | 2008-07-30 | 2008-12-17 | 中国科学院武汉岩土力学研究所 | Construction method of pervious rib type arch beam tunnel |
| CN101324071A (en) * | 2008-07-30 | 2008-12-17 | 中国科学院武汉岩土力学研究所 | Pervious rib type arch beam tunnel |
| CN201635745U (en) * | 2010-04-08 | 2010-11-17 | 安徽省交通规划设计研究院 | Ribbed-arch multi-arch tunnel |
Non-Patent Citations (2)
| Title |
|---|
| 张胜等: "通透肋式异形结构连拱隧道设计方法", 《2014年中国隧道与地下工程大会（CTUC）暨中国土木工程分会第十八界年会议论文集》 * |
| 毛海东: "连拱隧道复合式曲中隔墙施工技术", 《中国科技信息》 * |
Cited By (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108266191B (en) * | 2018-01-17 | 2019-08-27 | 中铁隆工程集团有限公司 | A kind of multiple-arch tunnel optimized construction method |
| CN108266191A (en) * | 2018-01-17 | 2018-07-10 | 中铁隆工程集团有限公司 | A kind of multiple-arch tunnel optimized construction method |
| CN108868826A (en) * | 2018-07-06 | 2018-11-23 | 中铁二院工程集团有限责任公司 | Tunnel Gushing section primary support structure with ribbing and construction method |
| CN108868826B (en) * | 2018-07-06 | 2023-11-17 | 中铁二院工程集团有限责任公司 | Construction method of ribbed primary support structure of tunnel water burst section |
| CN108952752A (en) * | 2018-08-31 | 2018-12-07 | 中铁隧道局集团有限公司 | A kind of combined type highway Tunnel Portal Structures suitable for big bias landform |
| CN109268042A (en) * | 2018-10-29 | 2019-01-25 | 中铁十六局集团地铁工程有限公司 | A kind of small pilot tunnel leading support equipment and construction method |
| CN109268042B (en) * | 2018-10-29 | 2024-05-28 | 中铁十六局集团地铁工程有限公司 | Small pilot tunnel advanced support equipment and construction method |
| CN110107311A (en) * | 2019-04-28 | 2019-08-09 | 北京万兴建筑集团有限公司 | One kind entering tunneling piping lane tunnel portal reinforcement means from slope |
| CN110017143A (en) * | 2019-05-10 | 2019-07-16 | 兰州铁道设计院有限公司 | A kind of auxiliary method of small interval loess tunnel construction of central division wall |
| CN111042843A (en) * | 2019-12-16 | 2020-04-21 | 中铁十四局集团大盾构工程有限公司 | Pre-anchoring method for underground excavated tunnel |
| CN112682061A (en) * | 2020-12-29 | 2021-04-20 | 四川省交通勘察设计研究院有限公司 | Tunnel structure and construction method |
| CN113153308A (en) * | 2021-03-09 | 2021-07-23 | 中铁八局集团有限公司 | Construction method for double arch tunnel collapse section |
| CN113153308B (en) * | 2021-03-09 | 2023-12-08 | 中铁八局集团有限公司 | Construction method for collapse section of double-arch tunnel |
| CN113250705A (en) * | 2021-06-28 | 2021-08-13 | 重庆工程职业技术学院 | Multi-arch tunnel construction method |
| CN113250705B (en) * | 2021-06-28 | 2023-10-20 | 重庆工程职业技术学院 | Multi-arch tunnel construction method |
| CN113622941A (en) * | 2021-09-10 | 2021-11-09 | 中铁一局集团第五工程有限公司 | Large-span double-arch tunnel excavation method under urban complex environment |
| CN115045669A (en) * | 2022-08-11 | 2022-09-13 | 湖南省交通规划勘察设计院有限公司 | Construction method of super-large section double-arch tunnel in weak stratum |
| CN116220729A (en) * | 2023-05-06 | 2023-06-06 | 太原理工大学 | Shallow-buried bias multi-arch tunnel non-flush tunnel portal structure and construction method thereof |
| CN116717271A (en) * | 2023-05-09 | 2023-09-08 | 长江勘测规划设计研究有限责任公司 | Mountain-side integral type middle-wall multi-arch shed tunnel structure and construction method |
| CN116717271B (en) * | 2023-05-09 | 2024-02-13 | 长江勘测规划设计研究有限责任公司 | Mountain-side integral type middle-wall multi-arch shed tunnel structure and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105626083A (en) | Construction method for permeable ribbed multiple-arch tunnel | |
| CN102758632B (en) | Rock stratum double initial support layering method for establishing large-scale underground structure | |
| CN106337686B (en) | Three layers of subway station canopy structure of rocky stratum tunneling and construction method | |
| CN100582386C (en) | Construction method of pervious rib type arch beam tunnel | |
| CN111810187B (en) | Urban non-center pilot tunnel bifurcation tunnel turning construction method | |
| CN202707075U (en) | Long-span subway station main structure constructed based on column and arch method | |
| CN105804765A (en) | Permeable-rib type double-arch tunnel | |
| CN102758642A (en) | Long-span tunnel overlapping carrying arch structure for upper-soft and lower-hard stratum and construction method thereof | |
| CN102606168B (en) | Construction method for preventing settlement and deformation of shallow-buried-excavation tunnel in excavation | |
| CN101324071B (en) | Pervious rib type arch beam tunnel | |
| CN105781573A (en) | Railway down-traversing highway tunnel double-layer casing pipe reinforcement double-pipe shed follow-pipe drilling construction method | |
| CN106567718A (en) | Construction method for composite stratum single-arch super long-span subway station through groove broaching and support substitution | |
| CN109555527B (en) | Five-line parallel small-spacing shallow-buried large-section tunnel group construction method | |
| CN111206944B (en) | Construction method for differential settlement control of pre-supporting excavation of deformation joint of underpass subway station | |
| CN102748040A (en) | Main structure for metro long-span station and pillar arching construction method thereof | |
| CN109853399B (en) | Large-section inclined tunnel type arch support structure for arch bridge and construction method thereof | |
| CN106437760A (en) | Large-section tunnel novel multi-layer lining structure | |
| CN106499417B (en) | Extra-large cross-section resistant Capacity of Shallow-buried Subway Station reserves T word rock beam rock pillar construction | |
| CN103939115B (en) | A kind of method of half shallow mining method hangar tunnel and structure | |
| CN111594168B (en) | Pseudo-goaf-layer supporting and sinking-limiting stoping method formed by matching rock waste with rock waste | |
| CN205260048U (en) | Penetrating rib formula arcading tunnel | |
| CN204457789U (en) | A kind of stake arch wall supports the subway station digging large diameter shield tunnel and build | |
| CN111810200A (en) | Shield tunnel expanding and excavating system and method based on middle upright posts and inverted arches | |
| CN102839980A (en) | Highway tunnel structure and construction method thereof | |
| CN205036380U (en) | Block of four encircles PBA and secretly digs subway station major structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| DD01 | Delivery of document by public notice | ||
| DD01 | Delivery of document by public notice |
Addressee: Yu Fei Document name: reexamine notice Addressee: Yu Fei Document name: Notice of closing reexamination case |
|
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20160601 |