CN104533431A - Construction method for multiple-arch tunnel without middle walls - Google Patents
Construction method for multiple-arch tunnel without middle walls Download PDFInfo
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- CN104533431A CN104533431A CN201510008691.4A CN201510008691A CN104533431A CN 104533431 A CN104533431 A CN 104533431A CN 201510008691 A CN201510008691 A CN 201510008691A CN 104533431 A CN104533431 A CN 104533431A
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- tunnel
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- preliminary bracing
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
Abstract
The invention discloses a construction method for a multiple-arch tunnel without middle walls. The construction method for the multiple-arch tunnel without middle walls is simple in construction procedure, high in speed and stable in quality. The construction method includes the following steps that one tunnel body is excavated first to be used as a preliminary brace and a secondary lining; then the other tunnel body is excavated to be used as a preliminary brace and a secondary lining of the tunnel body; the preliminary brace of the tunnel body which is constructed subsequently is connected with the preliminary brace of the tunnel body which is constructed first, and the connecting firmness is guaranteed; the two tunnel bodies share a side wall of the preliminary brace of the tunnel body which is constructed first, and the secondary linings of the two tunnel bodies form rings independently so that a global stress system can be formed. According to the construction method, middle drift construction is omitted, the left tunnel body and the right tunnel body are used for constructing independently, the construction procedure is simplified, and the construction progress is accelerated.
Description
Technical field
The present invention relates to technical field, especially relate to the construction of wall multiple-arch tunnel in a kind of nothing.
Background technology
When mountain area building highway, circuit often through bealock, shank landform, or lays circuit along small stream, cheuch, in this case, compare cutting, separate tunnel and small-clear-distance tunnel, multiple-arch tunnel often has that two ends, tunnel are less demanding to landform, and floor space is little, and wiring is convenient, wiring engineering amount is little, linearly smooth and easy, be beneficial to the advantages such as environmental protection, the favor of the person that thus obtains tunnel construction.
Tradition multiple-arch tunnel left and right width shares a stifled middle wall, and form of fracture is in " M " shape, and the difference of its form of structure mainly depends on that the form of middle wall is different.Different according to middle wall form of fracture, multiple-arch tunnel can be divided into wall-in straight middle wall formula and song, in straight middle wall and song wall have again monolithic, hollow type and layer-stepping (combined type) three major types point.
Generally, multiple-arch tunnel be in, short tunnel, corresponding edpth of tunnel is shallow, features as poor geologic condition, and country rock is in the majority with V, IV grade.Different according to geological condition, traditional multiple-arch tunnel barrel construction can be divided into three pilot tunnels and middle drift construction method.For V grade of country rock, normal employing three pilot holes construction method, i.e. middle drift advanced excavation, after middle drift is through, build middle wall concrete, the staggered excavation of left and right side pilot tunnel and supporting, top bar and excavate and supporting in left and right positive hole, left and right positive hole Core Soil and excavation of getting out of a predicament or an embarrassing situation, left and right positive hole secondary lining and inverted arch are built, and in work progress, stagger before and after all needing certain distance in positive hole, left and right.Apply sequencing difference according to side wall lining, three pilot holes construction method can be divided into first do abutment wall and after do abutment wall construction method.For IV grade of country rock, multiple-arch tunnel often adopts middle drift construction method, i.e. middle drift advanced excavation, after middle drift is through, build middle wall concrete, then adopt positive hole, benching tunneling method excavation left and right, finally build left and right width secondary lining and inverted arch respectively, in work progress, stagger before and after all needing certain distance in positive hole, left and right.
But often there is following problem in traditional multiple-arch tunnel three pilot tunnel and middle drift construction method:
(1) during construction, middle drift, supporting are first excavated in employing, build middle wall concrete again, and then excavate the working procedure in main hole after middle drift is through, and middle drift excavated section is little, construction operation faciostenosis, adds that working procedure is many, loaded down with trivial details, cause construction speed slow, even affect the duration.
(2) construction and excavation operation is many, causes, to country rock repeatedly disturbance, expanding country rock plasticity, loose zone, adding Lining Load.
(3) in, wall top concrete compaction rate is difficult to control, and construction quality is difficult to ensure.
(4) in, wall stress check calculation in work progress is complicated.Middle wall bears the imbalance thrust force that the unbalanced pressure of top shield or secondary lining bring in work progress, and in easily causing, the skew of wall and cracking, affect tunnel safety use and durability.
(5) distortion that after middle drift temporary lining, country rock produces can not be inhibited in time, causes surrouding rock deformation to aggravate, easily produces landslide, roof fall phenomenon.
(6) middle drift adopts temporary lining, needs to be removed when excavating main hole, produces and puts engineering aside as useless, uneconomical.
(7), easily there is percolating water in wall top and joint portion, main hole in wall multiple-arch tunnel in monolithic and hollow type; Because stress is concentrated, often there is crack in straight middle wall and junction, arch, abutment wall foundation, also can produce percolating water phenomenon.
Because multiple-arch tunnel self structure is complicated, working procedure is many, and make structural stress state frequent variations, qualifying point is many and difficult, slightly neglects and just there will be disease, therefore above problem, awaits being resolved along with multiple-arch tunnel builds the perfect of technology.
Summary of the invention
Instant invention overcomes shortcoming of the prior art, provide that a kind of working procedure is simple, speed is fast and the construction of wall multiple-arch tunnel in stay-in-grade nothing.
In order to solve the problems of the technologies described above, the present invention is achieved by the following technical solutions:
A construction for wall multiple-arch tunnel in nothing, comprises the following steps: first excavate a width tunnel, apply preliminary bracing and secondary lining; Excavate another width tunnel again, apply this width Tunnel and secondary lining; Wherein the preliminary bracing in a width tunnel of row construction is afterwards connected with the preliminary bracing in a width tunnel of constructing in advance, and guarantee to be connected firmly, two width tunnels share the abutment wall of the preliminary bracing of leading construction tunnel, and the secondary lining independent Cheng Huan separately in two width tunnels, forms overall stress system.
Preferably, according to single hole section size and tunnel geology situation, two width constructing tunnels adopt the combination between benching tunnelling method, CRD method, CD method or a few person.
Preferably, described benching tunnelling method is benching tunneling method or three benching tunnelling methods.
Preferably, two width tunnels all adopt composite lining, lay waterproofing course between preliminary bracing and secondary lining.
Compared with prior art, tool of the present invention has the following advantages:
(1) cancel middle drift construction, adopt two width tunnels, left and right to construct separately, simplify working procedure, accelerate construction speed.
(2) decrease the disturbance number of times to country rock, avoid middle drift construction to suppression surrouding rock deformation situation not in time, reduce Lining Load, lining cutting safety improves.
(3) wall in cancelling, avoid concrete density unmanageable shortcoming in wall top in traditional multiple-arch tunnel, construction quality is more easily guaranteed.
(4) the wall shortcoming that in easy appearance, wall offsets and ftractures under the stress of complexity in traditional multiple-arch tunnel is avoided.
(5) cancel middle drift construction, decrease middle drift temporary lining, more economically.
(6) width tunnel in left and right forms the guarded drainage system of respective autonomous closure, and lining cutting leakage problem is greatly improved.
(7) the present invention has larger learning value and engineer applied value.If applied, the development that multiple-arch tunnel builds technology can be promoted further.
Accompanying drawing explanation
In order to be illustrated more clearly in the embodiment of the present invention or technical scheme of the prior art, be briefly described to the accompanying drawing used required in embodiment or description of the prior art below, apparently, accompanying drawing in the following describes is only some embodiments of the present invention, for those of ordinary skill in the art, under the prerequisite not paying creative work, other accompanying drawing can also be obtained according to these accompanying drawings.
Fig. 1 is the structural representation of the multiple-arch tunnel adopting construction of the present invention to obtain.
In figure, 1-left width tunnel center line; 2-right width tunnel center line; 3-left width Tunnel; 4-left width Tunnel Second Lining; 5-right width Tunnel; 6-right width Tunnel Second Lining.
Fig. 2 adopts the present invention to construct the working procedure figure (width tunnel, left and right adopt three step provided core soil method construction) of multiple-arch tunnel V grade of country rock section.
Fig. 3 is the sectional view of A-A in Fig. 2.
In figure, I-arch preliminary bracing of topping bar; The preliminary bracing of II-leftwall; The preliminary bracing of III-RightWall; IV-left foundation preliminary bracing; V-right foundation preliminary bracing; The preliminary bracing of VI-inverted arch; VII-inverted arch secondary lining; VIII-arch, wall secondary lining; 21-arc leading pit of topping bar; On the left of 22-middle step; On the right side of 23-middle step; 24-left side of getting out of a predicament or an embarrassing situation; 25-right side of getting out of a predicament or an embarrassing situation; 26-Core Soil of topping bar; 27-middle step Core Soil; 28-Core Soil of getting out of a predicament or an embarrassing situation.
Fig. 4 adopts the working procedure figure of construction of the present invention construction multiple-arch tunnel IV grade of country rock section (width tunnel, left and right adopts general three benching tunnelling method constructions).
Fig. 5 is the sectional view of B-B in Fig. 4.
In figure, a-arch preliminary bracing of topping bar; B-abutment wall preliminary bracing; C-foundation, inverted arch preliminary bracing; D-inverted arch secondary lining; E-arch, wall secondary lining; 11-top bar; 12-middle step; 13-get out of a predicament or an embarrassing situation.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, be clearly and completely described the technical scheme in the embodiment of the present invention, obviously, described embodiment is only the present invention's part embodiment, instead of whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art, not paying the every other embodiment obtained under creative work prerequisite, belong to the scope of protection of the invention.
Present invention eliminates the middle drift construction of traditional multiple-arch tunnel, eliminating middle wall construction, individually constructs in width tunnel, left and right two.Left and right width tunnel support form all adopts composite lining.
In this nothing, the construction of wall multiple-arch tunnel comprises the following steps: first excavate a width tunnel, apply preliminary bracing and secondary lining; Excavate another width tunnel again, apply this width Tunnel and secondary lining; Wherein the preliminary bracing in a width tunnel of row construction is afterwards connected with the preliminary bracing in a width tunnel of constructing in advance, and guarantee to be connected firmly, two width tunnels share the abutment wall of the preliminary bracing of leading construction tunnel, and the secondary lining independent Cheng Huan separately in two width tunnels, forms overall stress system.Figure 1 shows that the multiple-arch tunnel adopting this construction construction molding.
Wherein, during tunnel excavation, according to single hole section size and tunnel geology situation, two width constructing tunnels adopt the combination between benching tunnelling method, CRD method, CD method or a few person.Described benching tunnelling method can adopt benching tunneling method or three benching tunnelling methods.Two width tunnels all adopt composite lining, lay waterproofing course between preliminary bracing and secondary lining.
The present invention obtains application in engineering reality, and specific implementation process is as follows:
1, project profile
National highway G320 line Shanghai is in the highway of Ruili section, and project is built by the Class I highway standard of design speed 80km/h, width of subgrade 32m.Wherein, certain tunnel being positioned at this project is a two three lanes multi-arch type tunnel, hole, tunnel starting point K41+565, stop K41+885, the long 320m in tunnel.Full tunnel is positioned on the straight line of 0.300% upward slope, and maximum buried depth is about 49m.
This tunnel surrounding based on strong, middle weathering thin ~ medium bed shape silty folder siltstone, Grades of Surrounding Rock is V, IV grade, wherein two ends Portal Section be severely-weathered thin ~ medium bed shape silty folder siltstone, barrel Duan Weizhong weathering is thin ~ medium bed shape silty folder siltstone.In Close Tunnel, groundwater type is mainly basement rock weathered zone fissure water and crack in layer water, and watery is weak ~ medium.
2, tunnel support structure design
Tunnel trunk support lining presses New Austrian Tunneling Method principle design, adopts the composite lining that preliminary bracing and secondary lining combine, namely with anchor pole, sprayed mortar, profile steel frame etc. for preliminary bracing, form concrete is secondary lining.The main supporting parameter that this tunnel adopts sees the following form.
Note: SL5, SL4 are respectively V, IV grade of country rock section liner structure type.
The ancillary works measure that tunnel adopts mainly contains: pipe canopy, advanced tubule.
Pipe canopy: being applicable to rock mass in tunnel structure types is that V grade of country rock of prose style free from parallelism shape or Clastic texture enters hole section; Pipe canopy adopts joint long 5 ~ 6m, φ 108 × 6 hot rolled seamless steel tube, and circumferential distance 40cm, is arranged at about 120 °, lining cutting arch scope.
Advanced tubule: be applicable to V grade, tunnel country rock barrel section and rock mass be in, IV grade of country rock section of lamellar structure or crack block structure; Ductule adopts the hot rolled seamless steel tube of φ 42mm × 4; The long 4.5m of ductule, circumferential distance 40cm, be arranged at about 120 °, lining cutting arch scope.
3, constructing tunnel scheme
Tunnel figure adopts shallow mining method, constructs in advance in right width tunnel, row construction behind left width tunnel.Wherein width tunnel, V level country rock section left and right adopts three step provided core soil method excavation constructions, and width tunnel, IV grade of country rock section left and right adopts general three benching tunnelling method excavation constructions.During construction and excavation, strengthen advance support.Adopt mechanical equivalent of light excavation mode to tunnel in digging process as far as possible, when needing to adopt Blasting Excavation driving, adopt Controlled blasting technique, strict control surpasses, owe to dig and disturbance to country rock, apply preliminary bracing in time, secondary lining adopts the mechanical matching constructure scheme of pumping of concrete and monolithic formwork jumbo, guarantees that secondary lining quality reaches the outer light of interior reality.
Width tunnel, left and right adopts the operation of three step provided core soil method constructions as Figure 2-3, and Specific construction operation is as follows: arc leading pit 21 of topping bar excavates, and------middle step left and right side 22,23 interlocks, and excavation---------------encircle upper, middle and lower step Core Soil excavation 26,27,28 the staggered excavation of left and right side 24,25 of getting out of a predicament or an embarrassing situation, wall secondary lining VIII in foundation preliminary bracing IV, V in abutment wall preliminary bracing II, III by inverted arch preliminary bracing VI---inverted arch secondary lining VII---in arch preliminary bracing I of topping bar.
Width tunnel, left and right adopts the operation of general three benching tunnelling method constructions as illustrated in figures 4-5, and Specific construction operation is as follows: 11 excavations of topping bar, and---top bar arch preliminary bracing a, and---------get out of a predicament or an embarrassing situation abutment wall preliminary bracing b the staggered excavation of middle step left and right side 12 the staggered excavation of left and right side 13---foundation, inverted arch preliminary bracing c---inverted arch secondary lining d---arch, wall secondary lining e.
4, constructing tunnel main points
(1) the middle folder rock in hole, left and right is often by repeatedly disturbance, and surrounding rock stability is poor, adopts grouting with small pipe to its consolidation process in work progress.
(2), in the preliminary bracing of Hou Hangdong (left hole) the steelframe thickening of taking bolt anchoring to apply in advance in leading hole (right hole), guarantee that its anchoring is firm.
(3) adopt substrate slip casting ductule to reinforce left and right hole and share preliminary bracing ground, guarantee that substrate has enough bearing capacities.
(4) adopt mechanical equivalent of light excavation in work progress as far as possible, if need explosion, then must adopt weak blast, Controlled blasting technique.Especially the preliminary bracing that after noting monitoring, row tunnel excavation has applied to another width and the Influence of The Blasting Vibration of secondary lining, avoid producing adverse effect to it.
(5) the longitudinal length of constructing of strict control each excavation step in work progress, makes preliminary bracing close into ring in time with secondary lining, forms complete closure stress system.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, within the spirit and principles in the present invention all, any amendment done, equivalent replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (4)
1. the construction of wall multiple-arch tunnel in nothing, is characterized in that comprising the following steps: first excavate a width tunnel, apply preliminary bracing and secondary lining; Excavate another width tunnel again, apply this width Tunnel and secondary lining; Wherein the preliminary bracing in a width tunnel of row construction is afterwards connected with the preliminary bracing in a width tunnel of constructing in advance, and guarantee to be connected firmly, two width tunnels share the abutment wall of the preliminary bracing of leading construction tunnel, and the secondary lining independent Cheng Huan separately in two width tunnels, forms overall stress system.
2. according to claim 1 without in the construction of wall multiple-arch tunnel, it is characterized in that: according to single hole section size and tunnel geology situation, two width constructing tunnels adopt the combination between benching tunnelling methods, CRD method, CD method or a few person.
3. according to claim 2 without in the construction of wall multiple-arch tunnel, it is characterized in that: described benching tunnelling method is benching tunneling method or three benching tunnelling methods.
4., according to the construction of wall multiple-arch tunnel in the arbitrary described nothing of claim 1-3, it is characterized in that: two width tunnels all adopt composite lining, lay waterproofing course between preliminary bracing and secondary lining.
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| CN201510008691.4A CN104533431A (en) | 2015-01-08 | 2015-01-08 | Construction method for multiple-arch tunnel without middle walls |
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| CN201510008691.4A CN104533431A (en) | 2015-01-08 | 2015-01-08 | Construction method for multiple-arch tunnel without middle walls |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108843333A (en) * | 2018-04-25 | 2018-11-20 | 广州地铁设计研究院有限公司 | Collapsible Loess District tunneling double-arched tunnel passes through the construction method of existing railway |
| CN109026076A (en) * | 2018-09-25 | 2018-12-18 | 中交第三航务工程局有限公司南京分公司 | Wall multiple-arch tunnel transverse direction long duct positioning reinforcing device and installation method in a kind of nothing |
| CN112112669A (en) * | 2020-08-21 | 2020-12-22 | 贵州大学 | Method for laying middle wall steel frame of multi-arch tunnel |
| CN112177616A (en) * | 2020-11-13 | 2021-01-05 | 贵州大学 | Method for laying steel frame of multi-arch tunnel without middle pilot tunnel |
| CN113250705A (en) * | 2021-06-28 | 2021-08-13 | 重庆工程职业技术学院 | Multi-arch tunnel construction method |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108843333A (en) * | 2018-04-25 | 2018-11-20 | 广州地铁设计研究院有限公司 | Collapsible Loess District tunneling double-arched tunnel passes through the construction method of existing railway |
| CN109026076A (en) * | 2018-09-25 | 2018-12-18 | 中交第三航务工程局有限公司南京分公司 | Wall multiple-arch tunnel transverse direction long duct positioning reinforcing device and installation method in a kind of nothing |
| CN109026076B (en) * | 2018-09-25 | 2024-01-19 | 中交第三航务工程局有限公司 | Positioning and reinforcing device for transverse long guide pipe of non-middle-wall multi-arch tunnel and mounting method |
| CN112112669A (en) * | 2020-08-21 | 2020-12-22 | 贵州大学 | Method for laying middle wall steel frame of multi-arch tunnel |
| CN112177616A (en) * | 2020-11-13 | 2021-01-05 | 贵州大学 | Method for laying steel frame of multi-arch tunnel without middle pilot 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 |
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