CN108547624B - A kind of method that tunnel piercing main bearing retreats - Google Patents
A kind of method that tunnel piercing main bearing retreats Download PDFInfo
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- CN108547624B CN108547624B CN201810180391.8A CN201810180391A CN108547624B CN 108547624 B CN108547624 B CN 108547624B CN 201810180391 A CN201810180391 A CN 201810180391A CN 108547624 B CN108547624 B CN 108547624B
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- 238000000034 method Methods 0.000 title claims abstract description 39
- 239000011435 rock Substances 0.000 claims abstract description 56
- 244000309464 bull Species 0.000 claims abstract description 55
- 238000010276 construction Methods 0.000 claims abstract description 40
- 230000008093 supporting effect Effects 0.000 claims abstract description 17
- 230000000087 stabilizing effect Effects 0.000 claims abstract description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 33
- 239000010959 steel Substances 0.000 claims description 33
- 238000013461 design Methods 0.000 claims description 19
- 230000003014 reinforcing effect Effects 0.000 claims description 12
- 238000004873 anchoring Methods 0.000 claims description 10
- 230000006641 stabilisation Effects 0.000 claims description 6
- 238000011105 stabilization Methods 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 240000002853 Nelumbo nucifera Species 0.000 claims 1
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- 238000009434 installation Methods 0.000 abstract description 12
- 238000004519 manufacturing process Methods 0.000 abstract description 5
- 238000005553 drilling Methods 0.000 description 36
- 238000005516 engineering process Methods 0.000 description 8
- 239000002002 slurry Substances 0.000 description 7
- 230000008569 process Effects 0.000 description 6
- 239000000463 material Substances 0.000 description 5
- 238000007569 slipcasting Methods 0.000 description 5
- 230000032258 transport Effects 0.000 description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 4
- 238000004140 cleaning Methods 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 239000011083 cement mortar Substances 0.000 description 3
- 239000004570 mortar (masonry) Substances 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 239000000725 suspension Substances 0.000 description 3
- 230000005641 tunneling Effects 0.000 description 3
- 238000000137 annealing Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
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- 239000007787 solid Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241000276694 Carangidae Species 0.000 description 1
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- 241000237858 Gastropoda Species 0.000 description 1
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- 230000008901 benefit Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
- E21D9/0875—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a movable support arm carrying cutting tools for attacking the front face, e.g. a bucket
- E21D9/0879—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a movable support arm carrying cutting tools for attacking the front face, e.g. a bucket the shield being provided with devices for lining the tunnel, e.g. shuttering
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)
- Structural Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The present invention relates to a kind of methods that tunnel piercing main bearing retreats.Face is formed method includes the following steps: 1) tunnel rock tunnel(ling) machine to stabilizing surrounding rock；2) whole hobboing cutters on cutterhead are removed, and carries out cutterhead at the face and reinforces construction prestressed cable setting-out, cutter head support built-in fitting construction lofting and the other hole construction lofting of bull gear placement；3) rock tunnel(ling) machine is retreated by the face to the first predetermined position；4) surrounding rock supporting is completed in first pre-position；5) cutterhead reinforces prestress anchorage cable and the production of cutter head support built-in fitting and installation, and excavates bull gear and place other hole；6) cutterhead is reinforced prestress anchorage cable to be connected with cutterhead, and will be locked after prestressed anchor cable stretching to fixed value；7) operating space that can be used for replacing the TBM accessory such as bull gear is formd between cutterhead and base bearing.The construction efficiency of this method is high and construction cost is low.
Description
Technical field
The present invention relates to technical field of tunnel construction, a kind of method retreated more particularly to tunnel piercing main bearing.
Background technique
Rock tunnel(ling) machine (TBM) is the advanced technology for no-dig technique constructing tunnel in metro construction and piping lane construction
Equipment has the characteristics that construction efficiency is high, excavation quality is good and security performance is high.And rock tunnel(ling) machine is weak to the soil body disturbs
It is dynamic, it is small to above ground structure and traffic impact, it can be reduced a large amount of removals of above-ground structures, be constructed into significantly reduce
This.Therefore, rock tunnel(ling) machine has very wide application prospect in various countries' underground engineering field.
The common driving method of rock tunnel(ling) machine is: it is rotated and is excavated slightly larger than the cutterhead of equipment outer diameter using diameter, knife
Disk is uniformly more to be synchronized hobboing cutter " eating soil ", and native slag is transported via Tu Cang, by conveying machinery to earth's surface, the technology of this method
It is characterized in that multitool is coplanar, synchronizes rotary digging, strength pushing tow, strength rotation, Tu Cang balance, conveying muck haulage.
Base bearing is the core component of rock tunnel(ling) machine, relies primarily on import at present, and value is high, and the production cycle is long.It is main
Bearing is for supporting cutterhead, and for the power of cutterhead transmitting rotation, due to being limited by tunnel space, base bearing is difficult to be replaced.
Therefore, very high for the service life of base bearing, reliability and security requirement, it is to ensure that the root that development machine normally tunnels
This guarantee.
Wherein, bull gear is the critical component of base bearing, if bull gear breaks down, rock tunnel(ling) machine can not just continue
Driving.It cannot be used as bull gear is seriously worn, collapses tooth or falls tooth and can cause rock tunnel(ling) machine.
After bull gear breaks down, carried out again after being hung out rock tunnel(ling) machine using shaft excavation method in traditional technology big
Gear ring replacement, or big gear ring replacement is carried out using other hole channel method is excavated.But the efficiency of traditional replacing options is lower, applies
The work period is long, and construction cost is higher.
Summary of the invention
Based on this, it is necessary to provide the side that the tunnel piercing main bearing that a kind of construction efficiency is high and construction cost is low retreats
Method.
A kind of method that tunnel piercing main bearing retreats, comprising the following steps:
1) rock tunnel(ling) machine is tunneled to stabilizing surrounding rock and forms face；
2) whole hobboing cutters on cutterhead are removed, and carry out at the face cutterhead reinforce construction prestressed cable setting-out,
Cutter head support built-in fitting construction lofting and bull gear place other hole construction lofting；
3) rock tunnel(ling) machine is retreated by the face to the first predetermined position；
4) surrounding rock supporting is completed in first pre-position；
5) it prepares cutterhead and reinforces prestress anchorage cable and cutter head support built-in fitting, and excavate bull gear and place other hole；
6) cutterhead is reinforced prestress anchorage cable to be connected with cutterhead, and the cutterhead is reinforced into prestressed anchor cable stretching
Locking is postponed to fixed bit；
7) cutter head support structure is fixed on the cutter head support built-in fitting, and the cutter head support structure and the cutterhead
Connection；
8) cutterhead is removed from the shield body of the rock tunnel(ling) machine, then by the rock tunnel(ling) machine by face after
The second predetermined position is retreated to, the cutterhead is separated with the shield body, that is, completes the tunnel piercing main bearing and retreats.
In one of the embodiments, in step 2), on removing cutterhead before whole hobboing cutters, respectively in the cutterhead bottom
Two sides and hole wall between supporting element is set.
Surrounding rock supporting uses system anchor bolt in the step 4) in one of the embodiments,.
The cutterhead, which reinforces prestress anchorage cable, in one of the embodiments, has at least eight hole, and each hole is all made of
At least two beam steel strand wires.
The steel strand wires are non-bending steel cable in one of the embodiments, and tensile strength is more than or equal to 1860MPa.
Further include the steps that smooth cutter head support built-in fitting position in the step 5) in one of the embodiments,.
Air drill pore-forming is first used in step 5) in one of the embodiments, then uses hydraulic rock splitting machine
Rupture excavates bull gear and places other hole.
The cutterhead is reinforced into prestressed anchor cable stretching in step 6) in one of the embodiments, and postpones lock to fixed bit
Fixed specific steps are as follows:
A) cutterhead is reinforced before prestressed anchor cable stretching and pre- tensioning twice, and pre- tensile load first is carried out to anchoring body
It is 0.1 times of design load；
B) the tension stress point level Four for reinforcing prestress anchorage cable to the cutterhead is further applied load, and the load is respectively
0.1 times, 0.5 times, 1.0 times and 1.1 times for designing pulling force, to increase to super load step by step, wherein described in preceding application three times
The stabilization time of load is 5 minutes, and the 4th stabilization time for applying the load is 15 minutes；
C) cutterhead is locked after the completion of reinforcing prestressed anchor cable stretching, and uses the extra steel strand wires of machine cuts.
The cutter head support structure welding is fixed on the cutter head support built-in fitting in one of the embodiments, described
Cutter head support structure welding is connected to the cutterhead.
Rock tunnel(ling) machine is tunneled to stabilizing surrounding rock and forms area by the method that tunnel piercing main bearing of the invention retreats
It removes on cutterhead after whole hobboing cutters, then rock tunnel(ling) machine is retreated by the face to the first predetermined position, then prepares in face
Cutterhead reinforces prestress anchorage cable and cutter head support built-in fitting, and excavates bull gear and place other hole, finally by the cutterhead from described
It is removed in the shield body of rock tunnel(ling) machine, then the rock tunnel(ling) machine is retreated by face to the second predetermined position, it will be described
Cutterhead is separated with the shield body, that is, is completed the tunnel piercing main bearing and retreated, can be in tunnel directly by base bearing
After retrogressing, the replacement of bull gear can be directly carried out.And relative in traditional technology use excavating shaft method or excavate detour
Pilot tunnel, the method for expanding hole are replaced, and replacement is high-efficient, and construction technology is simple, short construction period, significantly reduces construction
Cost.
Detailed description of the invention
Fig. 1 is the process flow diagram of the rear annealing method of the tunnel piercing main bearing in an embodiment.
Specific embodiment
To facilitate the understanding of the present invention, a more comprehensive description of the invention is given in the following sections with reference to the relevant attached drawings.In attached drawing
Give presently preferred embodiments of the present invention.But the invention can be realized in many different forms, however it is not limited to this paper institute
The embodiment of description.On the contrary, purpose of providing these embodiments is keeps the understanding to the disclosure more thorough
Comprehensively.
It should be noted that it can directly on the other element when element is referred to as " being fixed on " another element
Or there may also be elements placed in the middle.When an element is considered as " connection " another element, it, which can be, is directly connected to
To another element or it may be simultaneously present centering elements.
Unless otherwise defined, all technical and scientific terms used herein and belong to technical field of the invention
The normally understood meaning of technical staff is identical.Term as used herein in the specification of the present invention is intended merely to description tool
The purpose of the embodiment of body, it is not intended that in the limitation present invention.Term as used herein "and/or" includes one or more phases
Any and all combinations of the listed item of pass.
In embodiment as shown in Figure 1, the rear annealing method of the tunnel piercing main bearing, comprising the following steps:
One, rock tunnel(ling) machine is tunneled to stabilizing surrounding rock.
Specifically, in tunnel replace TBM bull gear need to more than country rock grade at least III class hole section carry out.Optionally,
Surrounding rock supporting type is steel arch-shelf in tunneling process, and a diameter of 900mm, the specific size of system anchor bolt is Φ 18,
900mmX900mm, L=1800mm, vault use 120 degree of extension Φ 8X150mmX150mm steel mesh supportings.It tunnels to TBM to can
It behind location to carry out replacement TBM bull gear (the preferable condition hole section of geology more than III class), then is retreated, if tunneling process
In have an installation steel arch-shelf, TBM is needed first before retreating by the steel arch-shelf being installed and reinforced mesh is removed and the exposed portion of anchor pole head
Cutting removes.
Two, tunnel continuous conveyor system bracket, and re-tensioning belt are removed.
Specifically, it is carried out removing tunnel continuous conveyor system bracket and carrying roller according to TBM backway, and while removing
Carry out belt tension.
Three, whole hobboing cutters on cutterhead are removed, and carries out cutterhead at face and reinforces construction prestressed cable setting-out, cutterhead
Supporting embedded part construction lofting and bull gear place other hole construction lofting.
Optionally, cutterhead is fixed on face by anchorage cable stretching, in order to increase the binding face of cutterhead and face
Product needs all to remove hobboing cutter mounted on cutterhead, and hobboing cutter carries out anchor cable according to selected girff position after removing and applies
Work setting-out.
Optionally, for not slide downward after separating cutterhead and shield body, before cutterhead dismounting, cutterhead bottom both sides with
Welded steel structure supports between the wall of hole.Steel structure support and the junction Dong Bi use pre-embedded steel slab, the side then welded
Formula connection.For the pre-buried accurate size of built-in fitting, built-in fitting construction lofting is carried out before cutterhead is not removed.
Specifically, when bull gear diameter is Φ 2459mm, when with a thickness of 235mm, according to bull gear size, bull gear is placed
Other hole is selected in the shield body lower right corner of TBM tunneling direction, and in order to shorten TBM backway, bull gear places other hole closely TBM shield
After body.Bull gear is carried out before TBM is retreated for the first time places other hole construction lofting, it is true according to headstock and shield parting position
Fixed pre-buried hole absolute altitude is marked using spray painting and excavates range, pre-buried hole specific location and excavation size,
Four, rock tunnel(ling) machine is retreated by face to the first predetermined position.
Optionally, after the completion of preamble work, TBM is retreated into the first predetermined position, for the construction of working region surrounding rock supporting, knife
Disk reinforces construction prestressed cable, construction space is vacateed in the construction of cutter head support built-in fitting,
Five, big gear ring replacement working region surrounding rock supporting is constructed.
Optionally, after TBM retreats to the first predetermined position, the construction of big gear ring replacement working region surrounding rock supporting is first carried out, is
Lower step process ensures safely.Specifically, support form is system anchor bolt, and the specific size of system anchor bolt is Φ 18mm,
900mmX900mm, L=1800mm, vault use 120 degree of extension steel mesh supportings, and specific size is Φ 8mm,
150mmX150mm。
Six, it prepares cutterhead and reinforces prestress anchorage cable.
In one embodiment, which, which reinforces prestress anchorage cable, has at least eight hole, and each hole uses at least two beams
Steel strand wires.Optionally, which is non-bending steel cable, and tensile strength is more than or equal to 1860MPa.Optionally, cutterhead is reinforced
Prestress anchorage cable is non-bending steel cable, and having a size of Φ 15mm, 1mmX7mm, ultimate tensile strength is 1860MPa (270 grades),
2 rope steel strand wires are designed in every hole, and 5 meters of drilling depth, anchor hole diameter of phi 130mm, design stretching force is 200KN, and individual steel strand is set
Meter stretching force is 100KN.
Specifically comprising following steps:
1) cutterhead reinforces the design of prestress anchorage cable: the design of prestress anchorage cable mainly includes anchoring load size, anchor hole
Diameter and anchoring depth.According to documents and materials and Standard for classification of engineering rock masses, in determining above-mentioned 3 parameters, mainly
Be determining adhesion strength.By the comparison of numerous examples and case history, anchoring load and anchor hole diameter have the relations of dependence,
And grouted part Design of length is based on adhesion strength.Therefore, anchor in being determined based on rock mass basic quality's index BQ method
Gu segment length design ratio K0, and grouted part length: L=K is determined by following formula0KP,
Wherein, K0For grouted part Design of length coefficient (m/KN)；K is safety stock coefficient used by anchorage cable design；P
To design single beam anchor cable bearing capacity (KN).
Specifically, according to documents and materials and existing tunnel rock mass basic quality index BQ and anchor hole diameter of phi 130mm, K0Value
0.005, K value 5, obtains L=5m.Therefore, anchoring depth is designed as 5m, and anchor hole diameter is Φ 130mm, anchor hole mortar strength
Grade is M30.
2) workbench is overlapped
Specifically, the horizontally-arranged position of anchor hole, the workbench of overlap joint 2 meters wide construction are pressed using scaffold.Platform is lower than horizontally-arranged
Anchor hole 0.5m.Platform spreads thickness >=25mm plank, sets railing outside platform, can guarantee stabilization and construction when drilling machine construction
Safety.
3) equipment is installed
Specifically, drilling machine is decomposed in TBM girder fortune knife channel after platform is put up, down-the-hole drill is manually carried to work
Make platform assembling, after the drill bit, impactor, drilling rod of drilling machine are installed, borer chassis screw is unclamped, adjustment borer chassis will
Drill bit is directed at hole location, and the inclination angle of drilling machine is mixed up, and positioning assembling is set up, and is fixed drilling machine with scaffold, fastener and connector
On the steel pipe of platform.
4) it drills
Specifically, comprising the following steps:
The inclination angle of 4.1 drillings is vertical face, and aperture Shi Yaoyong drill bit back and forth repeatedly creeps into aperture, and correcting is opened
The inclination angle in hole and hole location, and drilling machine is adjusted at any time, guarantee that soft or hard by rock stratum in aperture or slope surface out-of-flatness causes drilling machine device to hole
The error of position offset.Every drilling 2m measures primary drilling hole deviation in drilling, adjusts drilling hole oblique error in time.Anchor hole inclination angle,
Horizontal angle allowable error is ± 1 degree, and after pore-forming, hole deviation is no more than 3%.
4.2 should be according to the soft or hard parameter to adjust drilling machine of the lithology of rock stratum in drilling.When lithology is harder, drilling machine is answered low
Revolving speed drilling is forced down, when lithology is softer, drilling machine answers the high revolving speed drilling of high pressure.When drilling deeper, drilling machine applies higher wind
Pressure, when drilling more shallow, drilling machine can suitably reduce the wind pressure of drilling machine.Wherein, the drilling machine drilling parameter control operation valve of drilling machine
To adjust.
Formation variation, drilling state, underground water and some special implementations that each hole is coped in 4.3 drilling processes perform
On-the-spot record requires rock powder in one meter of cleaning hole of every drilling primary when drilling depth is more than 2m.Anchor cable complete opening diameter is
130mm.To ensure that hole depth, actual borehole depth requirements are greater than design hole depth 0.1m.
The residue rock powder in hole should be removed behind the whole hole of 4.4 drillings, before lower anchor cable clean.Optionally, pressure-air is taken
Wind (wind pressure 0.2MP~0.4MP) and high pressure water recycle twice of borehole cleaning, then exclude ponding with suction pipe, in order to avoid reduce cement mortar
With the adhesion strength of hole wall.Optionally, temporarily prevent before slip casting using cotton yarn or cement package woven bag plug-hole after Completion of Drilling Hole
Shield.
The production of 4.5 anchor cables is stacked should be in builder's temporary shed, and reinforcing bar, steel strand wires can be with bottom use >=20cm wood pads when stacking
It is good, and covering colour bar cloth above prevents reinforcing bar, steel strand wires corrosion from damaging.The reinforcing bar of production anchor pole derusts, degreases, except machinery
Damage.Anchor cable will ensure that every steel strand wires are straight, do not turn round and do not pitch, and arrangement uniformly, to dog leg, should reject at mechanical damage.Without viscous
Knot steel strand wires outer tube must not have breakage.Reply drilling physical length measures before anchor cable production, and presses hole number interception anchor cable
Body length.Anchor cable body material uses machine cuts；Anchor cable is cut by design length with cutting machine.Anchor cable must not use electric welding
It is long, a frame placed in the middle is set every 2m on anchor cable body.
4.6 by the way of the body that manually casts anchor.Specifically, the anchor body made is inserted into from aperture, keeps anchor body placed in the middle, and
Apart from bottom hole 0.5m.Anchor cable body is oriented to by casing when lower anchor cable, and operator is harmonious, uniformly exerts oneself to push away toward in anchor hole
Into, it is ensured that anchor cable body is straight non-warping in hole.Anchor cable is inserted into anchor hole, is placed between two parties apart from bottom hole 0.5m, and in anchor
Steel strand wires 2m long is reserved outside hole.Cast anchor body when slip casting tube head tied with No. 14 iron wires stay a hook, catch on anchor body, anchor body peace
It follows Grouting Pipe to be lowered into bottom hole when setting, gently one draws Grouting Pipe after having infused slurry, iron wire, which is straightened, is detached from anchor body, can be by slip casting
Pipe takes out.
4.7 slurry materials are cement mortar, cement-sand ratio 1:1, the ratio of mud 0.45~0.5, grouting pressure not less than 0.6~
0.8MPa.Slip casting must be full closely knit, and the intensity requirement of injecting cement paste reaches M30 intensity.Slurries should stir evenly, sieving, slip casting
Pipeline should often be kept unimpeded.Optionally, for stablizing time short rock mass, resin or high-early (strength) cement mortar bonding can be used.
Optionally, root Ju needs appropriate swelling agent can be added in slurry material.Slurries are delivered to by bottom hole using mortar pump, then are returned by bottom hole
Aperture out, when aperture overflow slurries with pour into slurries concentration, solid colour when can stop being in the milk, or according to mix starch basin in quarter
Remember and determine grouting amount, using disabler closing perfusion when grouting.Wherein, anchor cable fills anchoring section and free segment simultaneously, casing
Mortar is filled between hole wall.
Seven, cutter head support built-in fitting is prepared.
Specifically, comprising the following steps:
It 1) the pre-buried position of smooth pre-embedded steel slab can arc-shaped hole wall is smooth for plane according to plate size.
2) anchoring rod uses anchoring agent anchor rod, and anchor pole uses 18 screw-thread steel of Φ, L=800mm, and every block steel plate 4, totally 8
Root, each one piece of pre-embedded steel slab cutterhead or so, totally 2 pieces.Anchor rod anchored hole uses air drill pore-forming, drilling diameter Φ 40mm.
Eight, it excavates bull gear and places other hole.
Specifically, comprising the following steps:
1) TBM equipment may be damaged using Blasting Excavation, therefore uses air drill pore-forming, then with hydraulic
The method of rock-splitter rupture is excavated.
2) bull gear needs that suspension centre is arranged during being placed into other hole.Specifically, according to bull gear size and weight,
Using anchor pole as suspension centre, anchor pole specification is Φ 25mm, L=3000mm, arranges 5 altogether.
3) according to system anchor bolt stretching resistance test result completed in tunnel, about 2 tons of bull gear weight, it is contemplated that appropriate
Increase safety coefficient, bull gear suspension centre Soil Anchor Design be Φ 25mm, L=3000mm, design stretching resistance be greater than 40KN.
Nine, by rock tunnel(ling) machine by the first pre-determined bit top set to the face.
Specifically, cutterhead reinforces construction prestressed cable, cutter head support built-in fitting is constructed, bull gear places other hole and constructed
Cheng Hou pushes up TBM again to face, can carry out cutterhead reinforcing prestress anchorage cable stretching construction, bull gear transports and pre-buried
Construction.
Ten, the cutterhead is reinforced prestress anchorage cable to be connected with cutterhead, and cutterhead reinforcing prestressed anchor cable stretching is arrived
Fixed bit postpones locking.
In one embodiment, cutterhead reinforcing prestressed anchor cable stretching is postponed to the specific steps of locking to fixed bit
Are as follows:
1) cutterhead is reinforced before prestressed anchor cable stretching and pre- tensioning twice first is carried out to anchoring body, and pre- tensile load is
0.1 times of design load；When small bias occurs for anchor head, clapboard can be used to be adjusted.
2) the tension stress point level Four for reinforcing prestress anchorage cable to the cutterhead is further applied load, which is respectively to design
0.1 times, 0.5 times, 1.0 times and 1.1 times of pulling force, to increase to super load step by step, wherein preceding apply the load three times
Stablizing the time is 5 minutes, and the 4th stabilization time for applying the load is 15 minutes, and records the elongation of every grade of load respectively
Amount.
3) the pulling force lock value of prestressed cable is not less than design value of thrust.Specifically, after prestressed cable locking in 48 hours,
If it was found that loss should carry out benefit tensioning more than 10%.There are 2 prestressd anchor cable losses more than 10% in practical stretching process, leads to
Reach design value after overfill tensioning.
4) cutterhead is locked after the completion of reinforcing prestressed anchor cable stretching, and uses the extra steel strand wires of machine cuts.It can
Selection of land, the outer remaining >=10cm of anchor head steel strand wires is with anti-slip.
11, cutter head support structure is fixed on the cutter head support built-in fitting, and the cutter head support structure and the cutterhead connect
It connects.Specifically, cutter head support structure welding is fixed on cutter head support built-in fitting, and cutter head support structure welding is connected to the knife
Disk.
12, the second bull gear is transported.
Specifically, according to tunnel headroom, TBM trolley headroom and bull gear size, bull gear is inclined in by tooling flat
On wooden handcart, slowly bull gear is transported to TBM Section 2 gantry end.
TBM gantry section and girder section headroom become smaller, and flat car cannot be introduced into.Start in TBM Section 2 gantry end, utilizes
Walking loop wheel machine on TBM shifts bull gear toward shield body direction.When by TBM back lag, back lag is retracted to range
And bull gear is laid flat and can be passed through.
13, the cutterhead is removed from the shield body of the rock tunnel(ling) machine, then the rock tunnel(ling) machine is retreated by face
To the second predetermined position, which is separated with the shield body.
Specifically, before removing cutterhead, need first to determine that cutterhead reinforces the pulling force lock value of prestress anchorage cable not less than design
Value of thrust, determine it is errorless after, can pass through bolt tensioner remove cutterhead bolt.Cutterhead passes through fixed anchor cable and support construction is solid
After fixed, so that cutterhead is separated with shield body, the desired effect of cutterhead non-displacement is reached.
After cutterhead bolt is all removed, by retreating TBM shield body, cutterhead is separated with shield body.Cutterhead is separated with shield body
Afterwards, TBM shield body is retreated to the second predetermined position, provides working space for member replacings such as bull gears.
14, the first bull gear is removed from the base bearing of the rock tunnel(ling) machine, and is put into the bull gear and places side
Hole, then the second bull gear is fixedly installed in the base bearing.
In one embodiment, which removes from the base bearing of the rock tunnel(ling) machine and this will be second largest
Gear ring is fixedly installed in the base bearing to specific steps are as follows:
1. bull gear dismounts tooling installation and transports trolley installation:
1.1 install loop wheel machine beam between cutterhead and top shield.
1.2 dismounting girder belt feeder elevating hoppers are simultaneously inverted in cutterhead rear portion.
1.3 remove sealing clamp inside and outside base bearing.
The 1.4 dismounting other components of hopper pass through to transport trolley.
1.5 remove the bolt of the old gear ring upper half.
1.6 are fixed on trolley on cutterhead adapter with three gear ring bolts, and manpower tightens nut and breaks sealant, nut
Pay attention to screw on, nut there are enough surpluses when to use hydraulic jack.
1.7 are subject to small truck position, and the first walking beam and the second walking beam are installed between cutterhead and hopper lifting lug.
1.8 using the adjustment jack for being located at support frame bottom, and adjusts right end hopper lifting lug saddle by gasket, so that
Walking beam is adjacent to walking dolly wheel.
1.9 jack up cutterhead adapter with hydraulic jack, until adapter completely disengages the support of three gear ring bolts.It can
Selection of land jacks up cutterhead adapter jack model RC-50, reference pressure 125BAR.
2. the first bull gear (old gear ring) is removed and the second bull gear (new gear ring) installation:
The remaining connection bolt of 2.1 dismounting adapters and the first bull gear simultaneously takes out pin shaft.
2.2 remove external seal in base bearing.
First bull gear is transported to the first walking beam with transport trolley by 2.3, and removes the second walking beam.
2.4 unload the first bull gear with hoist and invert on the ground.
2.5 sling the second bull gear with hoist, are bolted on trolley with three gear rings.
2.6 the second walking beams of installation, and the second bull gear is transported to installation position with trolley is transported.
2.7 installation gear rings and the lower bolt with cutterhead adapter.
2.8 remove transport trolley.
The 2.9 installation remaining bolts of the second bull gear.
External seal in 2.10 installation base bearings.
2.11 reinstall girder belt feeder hopper top part.
2.12 first bull gears are put back in pre-buried hole.
2.13 remove the first walking beam and the second walking beam.
2.14 reinstall girder belt feeder hopper.
2.15 remove hoist and cucurbit hanging beam.
2.16 the second bull gear installment work finishes, cleaning work region.
15, by the rock tunnel(ling) machine by the second pre-determined bit top set to the face, and the cutterhead is fixedly installed in this
Shield body completes the replacement of the tunnel piercing main bearing bull gear.
Specifically, after the second bull gear is installed, by TBM shield body toward sinciput to cutterhead installation position, when alignment cutterhead spiral shell
When bolt, if shield body has displacement, boots can be supportted by TBM and TBM shield body is finely adjusted, it is ensured that the installation of cutterhead bolt hole is accurate.It is optional
All knives valve snail bolt after bolt hole alignment, is installed in ground, and cutterhead bolt retightening operation is operated according to equipment and technology operating instruction, point
Tensioning fastening is carried out twice.
16, it removes the cutterhead and reinforces prestress anchorage cable and the cutter head support built-in fitting, and the cutterhead hobboing cutter is installed on
The cutterhead.
Specifically comprising following steps:
1. after cutterhead is installed, recycling anchor cable with hydraulic cylinder.
2. removing cutter head support built-in fitting.
3. installing cutterhead hobboing cutter.
4. installing continuous belt bracket and carrying roller.
5. cleaning work place.
The method that tunnel piercing main bearing of the invention retreats reinforces prestress anchorage cable and knife by using setting cutterhead
Disk supporting embedded part is fixed on cutterhead on face, and cutterhead is separated with tunnel piercing main bearing, to realize rock tunnel(ling) machine
Base bearing is retreated to the first predetermined position.Tunnel piercing main bearing retreats energy formation operation space, is faced by the way that bull gear is arranged
When place other hole, it will be able to direct changing main-spindle holds bull gear in tunnel.Relative in traditional technology use excavating shaft method
Or the method progress big gear ring replacement excavated detour pilot tunnel, expand hole, this method replacement is high-efficient, and construction technology is simple, applies
The work period is short, significantly reduces construction cost.
Each technical characteristic of embodiment described above can be combined arbitrarily, for simplicity of description, not to above-mentioned reality
It applies all possible combination of each technical characteristic in example to be all described, as long as however, the combination of these technical characteristics is not deposited
In contradiction, all should be considered as described in this specification.
The embodiments described above only express several embodiments of the present invention, and the description thereof is more specific and detailed, but simultaneously
It cannot therefore be construed as limiting the scope of the patent.It should be pointed out that coming for those of ordinary skill in the art
It says, without departing from the inventive concept of the premise, various modifications and improvements can be made, these belong to protection of the invention
Range.Therefore, the scope of protection of the patent of the invention shall be subject to the appended claims.
Claims (8)
1. a kind of method that tunnel piercing main bearing retreats, which comprises the following steps:
1) rock tunnel(ling) machine is tunneled to stabilizing surrounding rock and forms face；
2) whole hobboing cutters on cutterhead are removed, and carries out cutterhead at the face and reinforces construction prestressed cable setting-out, cutterhead
Supporting embedded part construction lofting and bull gear place other hole construction lofting；
3) rock tunnel(ling) machine is retreated by the face to the first predetermined position；
4) surrounding rock supporting is completed in first pre-position；
5) it prepares cutterhead and reinforces prestress anchorage cable and cutter head support built-in fitting, and excavate bull gear and place other hole；
6) cutterhead is reinforced prestress anchorage cable to be connected with cutterhead, and the cutterhead is reinforced into prestressed anchor cable stretching to admittedly
Positioning postpones locking；The step 6) specifically includes: a) to the cutterhead reinforce prestressed anchor cable stretching before first to anchoring body into
Row tensioning pre- at least twice, and pre- tensile load is 0.1 times of design load；B) prestress anchorage cable is reinforced to the cutterhead to open
Tensile stress point level Four is further applied load, and the load is respectively 0.1 times, 0.5 times, 1.0 times and 1.1 times for designing pulling force,
To increase to a super load step by step, wherein before to apply the stabilization time of the load three times be 5 minutes, apply the lotus the 4th time
The stabilization time of load is 15 minutes；C) cutterhead is locked after the completion of reinforcing prestressed anchor cable stretching, and is cut using machinery
Cut extra steel strand wires；
7) cutter head support structure is fixed on the cutter head support built-in fitting, and the cutter head support structure and the cutterhead connect
It connects；
8) cutterhead is removed from the shield body of the rock tunnel(ling) machine, then by the rock tunnel(ling) machine by face retreat to
Second predetermined position separates the cutterhead with the shield body, that is, completes the tunnel piercing main bearing and retreat.
2. the method that tunnel piercing main bearing as described in claim 1 retreats, which is characterized in that in step 2), removing
On cutterhead before whole hobboing cutters, supporting element is set between the two sides and hole wall of the cutterhead bottom respectively.
3. the method that tunnel piercing main bearing as described in claim 1 retreats, which is characterized in that country rock in the step 4)
Supporting uses system anchor bolt.
4. the method that tunnel piercing main bearing as described in claim 1 retreats, which is characterized in that the cutterhead reinforcing is answered in advance
Power anchor cable has at least eight hole, and each hole is all made of at least two beam steel strand wires.
5. the method that tunnel piercing main bearing as claimed in claim 4 retreats, which is characterized in that the steel strand wires are without viscous
Steel strand wires are tied, tensile strength is more than or equal to 1860MPa.
6. the method that tunnel piercing main bearing as described in claim 1 retreats, which is characterized in that also wrapped in the step 5)
The step of including smooth cutter head support built-in fitting position.
7. the method retreated such as tunnel piercing main bearing of any of claims 1-6, which is characterized in that step 5)
It is middle first to use air drill pore-forming, then bull gear is excavated using hydraulic rock splitting machine rupture and places other hole.
8. the method retreated such as tunnel piercing main bearing of any of claims 1-6, which is characterized in that the knife
Disk support structure is fixedly welded on the cutter head support built-in fitting, and the cutter head support structure welding is connected to the cutterhead.
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| CN201810180391.8A CN108547624B (en) | 2018-03-05 | 2018-03-05 | A kind of method that tunnel piercing main bearing retreats |
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| CN201810180391.8A CN108547624B (en) | 2018-03-05 | 2018-03-05 | A kind of method that tunnel piercing main bearing retreats |
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| JP4300680B2 (en) * | 2000-05-16 | 2009-07-22 | 株式会社Ｉｈｉ | Cutter bit changing mechanism of shield machine |
| CN201407047Y (en) * | 2009-05-20 | 2010-02-17 | 江阴市港东机械有限公司 | Shield tunneling machine shield cutter head mechanism |
| JP5889645B2 (en) * | 2012-01-24 | 2016-03-22 | 日立造船株式会社 | Bit exchanging method and apparatus for shield machine |
| CN204754942U (en) * | 2015-06-26 | 2015-11-11 | 中铁隧道股份有限公司 | Tunnel boring machine is with two systems that strut of spraying |
| CN107201905A (en) * | 2017-06-06 | 2017-09-26 | 中铁十九局集团轨道交通工程有限公司 | Shield center girff renovation technique at ambient pressure in upper-soft lower-hard ground |
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Non-Patent Citations (1)
| Title |
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| 长距离隧道掘进中TBM 设备主轴承更换的研究与应用;翟金川;《石家庄铁道大学学报( 自然科学版)》;20140531;第27卷;158-161,166 |
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