CN109611100A - A kind of tunnel middle drift bilateral Enlargement excavation method - Google Patents
A kind of tunnel middle drift bilateral Enlargement excavation method Download PDFInfo
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- CN109611100A CN109611100A CN201811382767.XA CN201811382767A CN109611100A CN 109611100 A CN109611100 A CN 109611100A CN 201811382767 A CN201811382767 A CN 201811382767A CN 109611100 A CN109611100 A CN 109611100A
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- 238000000034 method Methods 0.000 title claims abstract description 37
- 238000009412 basement excavation Methods 0.000 title claims abstract description 33
- 230000002146 bilateral effect Effects 0.000 title claims abstract description 12
- 238000010276 construction Methods 0.000 claims abstract description 33
- 239000011435 rock Substances 0.000 claims abstract description 16
- 239000002893 slag Substances 0.000 claims description 5
- 238000012545 processing Methods 0.000 abstract description 3
- 238000013461 design Methods 0.000 description 11
- 238000004364 calculation method Methods 0.000 description 7
- 238000006073 displacement reaction Methods 0.000 description 7
- 238000012407 engineering method Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 238000013459 approach Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 241000700608 Sagitta Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 230000005641 tunneling Effects 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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/01—Methods or apparatus for enlarging or restoring the cross-section of tunnels, e.g. by restoring the floor to its original level
-
- 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
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
A kind of tunnel middle drift bilateral Enlargement excavation method, the section or excavation width of middle drift are generally no greater than common two-wire or two-lane tunnel, and benching tunnelling method is taken to construct, and are no different with common two-wire or two-lane tunnel construction method, it is construction method known to construction personnel, no difficulty of construction.Middle drift preliminary bracing profiled can dig after being closed at least 3 meters, if side face is stable, overcomes manually installed steelframe and the operation height problem of anchor bolt construction, can once excavate and supporting, construction will be facilitated more；Otherwise side hole is excavated according to two or three benching tunnelling methods.Middle drift preliminary bracing can be closed in time；The deformation of various errors and country rock and supporting influence can be stayed in the processing of inverted arch position with drop-over completely by the connection of the preliminary bracing of side hole and middle drift preliminary bracing；Construction speed is no different substantially with common two-wire or two-lane tunnel.
Description
Technical field
The present invention relates to the construction methods to tunnels and underground engineering, and in particular to a kind of tunnel middle drift bilateral, which digs, to be applied
Work method.
Background technique
For the soft rock tunnel construction method of extra-large cross-section, currently popular method generally takes two side-wall pilot tunnel, this
It is the engineering method that a last century the eighties are formed, it is horizontal mutually suitable with construction quality, progress, technology and construction technology at that time
It answers, had been a safety, quickly good method at that time.However, era development is to today, with quality, progress, technology etc. at that time
It is required that comparing, all have a qualitative leap, this engineering method is difficult to adapt to present demand, and it is hidden to expose many quality, safety
Suffer from, mainly there is the following aspects:
1) preliminary bracing of double -side approach is not closed, as shown in Figure 1.Due to being difficult to apply in narrow side wall drift
Secondary lining inverted arch also can not just apply inverted arch filling, therefore can not set up inverted arch trestle, so the inverted arch of side wall drift can not
Closure.The preliminary bracing of side wall drift be closed in time be this engineering method core, make the engineering method complete because that can not be closed now
Original meaning is lost entirely.
2) the preliminary bracing drop-over that the preliminary bracing of two sidewalls can not be hit exactly with vault.As shown in Fig. 2, since steelframe is processed
The position of the reasons such as error, installation measurement error, the Support Deformation of production, the preliminary bracing of two sides can not be located at design position
It sets, especially because being completely unpredictable and control, this results in two sides preliminary bracing and positive hogging the reason of surrouding rock deformation
Top preliminary bracing connector is staggered and is unable to drop-over, this defect is absolutely not can be manageable (let alone existing by reinforcing welding
Field welding can only weld exposed face, and the inside can not weld) because the most serious consequence of this defect is increased preliminary bracing knot
The eccentricity of structure, so that structure becomes large eccentricity by intrinsic small eccentricity, so that moment herein increases severely.
3) sidewall bottom is in vacant state when inverted arch excavates, as shown in figure 3, since side heading method supporting above-mentioned does not have
Closure in time, the construction method for just taking the inverted arch by side wall and middle hole to be once closed, naturally this method is when excavating inverted arch
Sidewall bottom is in vacant state, is great security risk.
The above is the problem in this engineering method structure, and in addition to this, progress is also a serious problem, the engineering method
Progress be the 1/4 of normal operation.The main reason for taking the engineering method is safety, is given way the problem of progress in safety, practical
Effect is slow often caused by progress early period, causes overworking for later period, leaves all multimass, security risk, loses peace instead
Entirely.
Summary of the invention
In order to overcome the above-mentioned deficiencies of the prior art, it digs and applies the object of the present invention is to provide a kind of tunnel middle drift bilateral
Work method, the section or excavation width of middle drift are generally no greater than common two-wire or two-lane tunnel, benching tunnelling method are taken to construct, with
Common two-wire or two-lane tunnel construction method are no different, and are construction method known to construction personnel, no difficulty of construction.At the beginning of middle drift
It can be digged after at least 3 meters of phase supporting section closure, if side face is stable, overcome manually installed steelframe and anchor pole is applied
The operation height problem of work, can once excavate and supporting, construction will be facilitated more；Otherwise side hole is opened according to two or three benching tunnelling methods
It digs.Middle drift preliminary bracing can be closed in time；The connection of the preliminary bracing of side hole and middle drift preliminary bracing completely can with drop-over,
And the deformation of various errors and country rock and supporting influence is stayed in into the processing of inverted arch position；Construction speed and common two-wire or two-way traffic
Tunnel is no different substantially.
To achieve the goals above, the technical solution adopted by the present invention is that:
A kind of tunnel middle drift bilateral Enlargement excavation method, which comprises the following steps:
1) tunnel includes middle drift, two sides hole；
2) excavation width of middle drift undertakes entirely no more than common two-wire or the width of two-lane tunnel according to preliminary bracing
Portion's design load is calculated according to the model of " load-structure " and is determined；
3) sky needed for space needed for side hole excavation width meets tunnel system anchor pole operation and dress slag Transport Machinery operation
Between；
4) middle drift takes benching tunnelling method to construct, and distance maximum of the preliminary bracing apart from face should not exceed pilot drive
1.5 times of width；
5) middle drift is constructed in advance, and after its preliminary bracing is closure of more than 3 meters, the construction in starting side hole, side hole is taken
It is symmetrical to excavate, Eccentric Load is born to avoid middle hole；If middle hole anchor bolt construction reliable in quality, adjoining rock stability, side hole can be with
Consider to take the primary method construction for excavating simultaneously supporting, two or three benching tunnelling methods is otherwise taken to construct；
6) preliminary bracing closing distance face in side hole should not exceed middle hole excavation width.
The middle drift section is in symmetry status, and middle drift excavation width meets the stable structure needed for benching tunnelling method excavates
Property and large tunnel excavate, dress slag, space needed for Transport Machinery operation；Its preliminary bracing do not conform to apart from face it is maximum away from
From should not exceed 1.5 times of middle drift excavation width.
Space needed for the side hole excavation width meets tunnel anchor pole operation；Its preliminary bracing closing distance face
Maximum distance 8 should not exceed middle drift excavation width.
In the described side hole face distance minimum range of hole preliminary bracing closure be side hole can excavate it is necessary most
Small length.
The beneficial effects of the present invention are:
Middle drift preliminary bracing can be closed in time；The connection of the preliminary bracing of side hole and middle drift preliminary bracing completely can be with
Drop-over, and the deformation of various errors and country rock and supporting influence is stayed in into the processing of inverted arch position；Construction speed and common two-wire or
Two-lane tunnel is no different substantially.
Detailed description of the invention
Fig. 1 is the schematic diagram that the preliminary bracing of double -side approach in the prior art is not closed.
Fig. 2 is the preliminary bracing drop-over schematic diagram that the preliminary bracing of two sidewalls in the prior art can not be hit exactly with vault.
Fig. 3 is that sidewall bottom is in vacant state schematic diagram when inverted arch excavates in the prior art.
Fig. 4 is construction front schematic view of the invention.
Fig. 5 is construction side schematic view of the invention.
Fig. 6 is that the slump pitch of arch (load) of the invention changes schematic diagram.
Fig. 7 is middle drift Calculation of support illustraton of model of the invention.
Fig. 8 is the middle side hole Calculation of support illustraton of model of invention.
Wherein, 1 is middle drift；2 be left side hole；3 be right side hole；4 be middle drift excavation width；5 be the wide open digging of left and right side
Width；6 be the maximum distance of middle drift preliminary bracing closing distance face；7 be hole preliminary bracing in side hole face distance
The minimum range of closure；8 be the maximum distance of side hole preliminary bracing closing distance face.
Specific embodiment
The present invention is further discussed below below in conjunction with attached drawing.
As shown in Figure 4,5, the excavation width 4 of middle drift 1 is generally no greater than the width of common two-wire or two-lane tunnel, tool
Body undertakes whole design loads according to preliminary bracing and calculates determination according to the model of " load-structure "；Side hole excavation width should expire
Space needed for space needed for sufficient tunnel system anchor pole operation and dress slag Transport Machinery operation；Middle drift takes benching tunnelling method to construct,
Distance maximum of its preliminary bracing apart from face should not exceed 1.5 times of pilot drive width；Middle drift is constructed in advance, to it
Closure of more than after 3 meters, symmetrical excavation is taken in the construction in starting side hole, side hole for preliminary bracing, bears bias lotus to avoid middle hole
It carries；If middle hole anchor bolt construction reliable in quality, adjoining rock stability, side hole can be considered the method for taking primary excavation and supporting and apply
Otherwise work takes two or three benching tunnelling methods to construct；Preliminary bracing closing distance face in side hole should not exceed middle hole excavation width.
The sedimentation of control country rock and preliminary bracing is especially emphasized in middle drift construction, and concrete measure is designed system anchor bolt
And lock foot anchoring stock should all make engineer testing at the scene in advance, the standard according to the pulling capacity minimum of anchor pole not less than 100kN is come true
It is fixed；Enclosing rock measure is conscientiously performed in work progress, if any exception, should be taken immediate steps；The hole the excavation Ying Zhong country rock in side hole
Stable premise is measured to carry out；The construction in side hole pays special attention to the anchoring of side wall.
Described " load-structure " the method computation model principle is as follows:
The determination of load, according to Pu Shi theory, the variation of the slump pitch of arch (load) is as shown in Figure 6.
The slump pitch of arch in figure is only related with country rock internalfrictionangleφ and Protodyakonov coefficient f and tunnel excavation width, figure
In three kinds of slumps arch calculating take identical internalfrictionangleφ and Protodyakonov coefficient f.If taking full face tunneling, tunnel slump
Encircle in (load) highly such as figure shown in (1)；Middle drift bilateral expansion digging method is such as taken, then the slump of middle drift encircles (load) highly such as
It is low compared with middle drift slump arch (load) height in the slump pitch of arch such as figure shown in (3) when side hole digs in figure shown in (2), but
The maximum height during constructing tunnel is taken when calculating --- middle drift slump sagitta.It is concluded that in use by principles above
Load caused by pilot tunnel bilateral expansion digging method is small compared with tunnel overall with total load head；The calculating load height of middle drift is to be opened by middle drift
It digs height determined by width to determine, it is the safe practice that side hole, which also uses,.
Calculate load
Calculating payload values, chapter --- the regulation of design load is true by " Design of Railway Tunnel specification " TB10003-2016 the 5th
It is fixed.Constraint due to structure side wall displacement by support, and the shift value very little between adjacent support, so country rock elastic reactance
Power is negligible.
Computation model
Middle drift Calculation of support model
Due to the elastic resistance of soft rock is smaller and preliminary bracing structural section width is lesser, the elasticity branch of arch springing
Seat is reduced to movable hinged-support；Consider the symmetry of structure and load；Anchor pole is hinged as the activity of constraint supporting construction displacement
Seat；According to the 8.1.10 articles of TB10003-2016 of " Design of Railway Tunnel specification " regulation " when inverted arch after abutment wall when applying,
It can not then consider the effect of inverted arch ".Consider factors above, following calculating " load-structure " model is established, using structural mechanics
Force method principle calculates, and middle drift Calculation of support model is as shown in Figure 7.
Corresponding legislation equation are as follows:
In formula:
δij--- by unit force Xj=1 generate along XiThe displacement in direction；
ΔiP--- by load generation along XiThe displacement in direction.
In Force Method Equation, δij、ΔiPCalculating ignore the influence of shearing and axle power, only consider Moment Influence.
(1) side hole Calculation of support model
Due to the elastic resistance of soft rock is smaller and preliminary bracing structural section width is lesser, the elasticity branch of arch springing
Seat is reduced to movable hinged-support；Upper seat 0 is hold-down support；Movable hinged-support of the anchor pole as constraint supporting construction displacement；
" when inverted arch after abutment wall when applying, then may be used according to the 8.1.10 articles of TB10003-2016 of " Design of Railway Tunnel specification " regulation
The effect of inverted arch is not considered ".Consider factors above, following calculating " load-structure " model is established, using structural mechanics force method
Principle calculates.Side hole Calculation of support model is as shown in Figure 8.
Corresponding legislation equation are as follows:
In formula: δij--- by unit force Xj=1 generate along XiThe displacement in direction；
ΔiP--- by load generation along XiThe displacement in direction.
In Force Method Equation, δij、ΔiPCalculating ignore the influence of shearing and axle power, only consider Moment Influence.
The resultant force of two power at each activity hinged-support is the design anchor force of anchor pole, and the direction of resultant force is anchor pole
Set direction；When specific design, trial can be carried out according to the accessible anchor force experience of the anchor pole of locating tunnel surrounding first
Tentative calculation primarily determines anchor pole spacing (the movable hinged-support spacing i.e. in model), and after disclosing country rock to tunnel excavation, scene is real
Anchor force design value, then the spacing (radical) of careful design anchor pole are used as after surveying the pulling capacity of anchor pole.
X at side hole structure upper and the moment of middle drift next door intersection, support2(i.e. Q0) value and N0It is worth in as
External force suffered by pilot tunnel next door examines the bearing capacity for calculating median septum after the wide open digging in side with this.
Claims (4)
1. a kind of tunnel middle drift bilateral Enlargement excavation method, which comprises the following steps:
1) tunnel includes middle drift, two sides hole；
2) excavation width of middle drift undertakes according to preliminary bracing and all sets no more than common two-wire or the width of two-lane tunnel
It counts load and calculates determination according to the model of " load-structure "；
3) space needed for space needed for side hole excavation width meets tunnel system anchor pole operation and dress slag Transport Machinery operation；
4) middle drift takes benching tunnelling method to construct, and distance maximum of the preliminary bracing apart from face should not exceed pilot drive width
1.5 times；
5) middle drift is constructed in advance, and after its preliminary bracing is closure of more than 3 meters, the construction in starting side hole, side hole is taken symmetrically
It excavates, bears Eccentric Load to avoid middle hole；If middle hole anchor bolt construction reliable in quality, adjoining rock stability, side hole be can be considered
The primary method construction for excavating simultaneously supporting is taken, two or three benching tunnelling methods is otherwise taken to construct；
6) preliminary bracing closing distance face in side hole should not exceed middle hole excavation width.
2. a kind of tunnel middle drift bilateral Enlargement excavation method according to claim 1, which is characterized in that led in described
Hole section is in symmetry status, and middle drift excavation width width meets structural stability and large tunnel needed for benching tunnelling method excavates
Space needed for excavating, filling slag, Transport Machinery operation；The maximum distance that its preliminary bracing does not conform to apart from face is led in should not exceed
1.5 times of hole excavation width.
3. a kind of tunnel middle drift bilateral Enlargement excavation method according to claim 1, which is characterized in that the side hole
Space needed for excavation width meets tunnel anchor pole operation；The maximum distance 8 of its preliminary bracing closing distance face should not exceed
Middle drift excavation width.
4. a kind of tunnel middle drift bilateral Enlargement excavation method according to claim 1, which is characterized in that the side hole
The minimum range of hole preliminary bracing closure is the necessary minimum length that side hole can excavate in face distance.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811382767.XA CN109611100B (en) | 2018-11-20 | 2018-11-20 | Double-side expanding excavation construction method for pilot tunnel in tunnel |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811382767.XA CN109611100B (en) | 2018-11-20 | 2018-11-20 | Double-side expanding excavation construction method for pilot tunnel in tunnel |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111305852A (en) * | 2020-02-27 | 2020-06-19 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for excavating guide pits in double-track tunnel in advance and in back |
| CN113401586A (en) * | 2021-06-26 | 2021-09-17 | 山东省公路桥梁建设有限公司 | Tunnel excavation method |
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2018
- 2018-11-20 CN CN201811382767.XA patent/CN109611100B/en active Active
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111305852A (en) * | 2020-02-27 | 2020-06-19 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for excavating guide pits in double-track tunnel in advance and in back |
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| CN113401586A (en) * | 2021-06-26 | 2021-09-17 | 山东省公路桥梁建设有限公司 | Tunnel excavation method |
| CN113401586B (en) * | 2021-06-26 | 2022-05-10 | 山东省公路桥梁建设集团有限公司 | Tunnel excavation method |
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