CN207960619U - Supporting construction based on monitoring measurement control Tunnel deformation - Google Patents
Supporting construction based on monitoring measurement control Tunnel deformation Download PDFInfo
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- CN207960619U CN207960619U CN201820299252.2U CN201820299252U CN207960619U CN 207960619 U CN207960619 U CN 207960619U CN 201820299252 U CN201820299252 U CN 201820299252U CN 207960619 U CN207960619 U CN 207960619U
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- steelframe
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Abstract
The utility model discloses a kind of supporting construction based on monitoring measurement control Tunnel deformation, belong to tunnel structure engineering field.The structure includes arch steelframe, middle step abutment wall steelframe and the abutment wall steelframe of getting out of a predicament or an embarrassing situation being arranged along tunnel top bar, is connected by screw bolts between steelframe.The utility model is according to field monitoring deformation, pass through bolt and arch steelframe Dynamic link library in the middle step abutment wall steelframe deformed near larger, just branch steelframe axis radius adjustment amount is determined using line-of-sight course, by changing arch wall position steelframe joint form, using novel chute-type connecting plate connector, it can effectively ensure that the smoother property of preliminary bracing steelframe, the overall stability of the reasonability of stress and supporting construction, realize dynamic shoring function.
Description
Technical field
The utility model is related to a kind of supporting construction, and in particular to one kind is become based on monitoring measurement control Tunnel
The supporting construction of shape belongs to tunnel structure engineering field.
Background technology
In recent years, Environment in Railway Engineering Construction development in southwest is like a raging fire, Yu Moxian, faces a plurality of iron such as line, beautiful fragrant line greatly
Road main line is put into operation in Southwest Mountainous Areas in succession.It is limited to the topography and geomorphology feature of Southwest Mountainous Areas " mountain is high, slope is steep, paddy is deep ", mountain
Accounting of the ridge tunnel in railway engineering is increasing.Southwest Mountainous Areas engineering geological condition is complicated and changeable, and trunk railway is more at present
Based on the passenger-cargo co of 160km/h, tunnel cross-section mostly uses greatly the u-shaped cross-section of " tall and thin ".The type structure section is soft
Preliminary bracing structural mechanical property is poor under the conditions of weak host rock environment, is easy to happen structure large deformation, and haunch position is caused just to be propped up
Invade the diseases problems such as limit, steelframe distortion, gunite concrete cracking, peeling.
For the control method of soft rock large deformation, the common recognition thinking of industry is " first allow and resist afterwards " at present, described " after first allowing
It is anti-" refer to that tunnel is allowed to have certain deformation, it will invade in limited time, be provided using the first branch of reinforcement or secondary lining higher when deforming
Resistivity changes arch and newly-increased security risk and duration risk to reduce to invade caused by limit.In the process, it often increases big
The engineering measure of amount, which is such as taken, to increase deformation allowance, enhancing preliminary bracing steelframe rigidity, growth system anchor pole and increases lock foot
The measures such as anchor pole quantity.The increase of these measures not only leads to being significantly increased for investment as parameter selection is improper, and due to work
The increase of sequence, duration greatly prolong, this is so that the reason of institute is significantly increased in weakness large deformation tunnel duration lag, investment at present
.
How the control of optimum choice enhancement measures allows deformation to ensure safety, and faster and better completion excavation supporting and
It is to be worth discussion and problem in the urgent need to address that secondary lining, which performs, studies new support system and construction method with larger
Economic implications and important social effect.
Invention content
Based on above-mentioned engineering problem, it is proposed that a kind of supporting knot based on monitoring measurement control Tunnel deformation
Structure.
The principles of the present invention are：After Support System in Soft Rock Tunnels excavation free face is formed, due in Support System in Soft Rock Tunnels
Off-load leads to country rock radial deformation into tunnel.Country rock is weaker, and country rock deformation is bigger.According to this characteristic, according to monitoring
The arch springing deformation absolute displacement for performing preliminary bracing, changes the line style of joint preliminary bracing steelframe, increases preliminary bracing steelframe
Curvature, by limited " allowing " flexural deformation into tunnel, is undergone " allowing " under " pressure " force effect of weak surrounding rock
Process, steelframe line style is gradually close with original design line style, after getting out of a predicament or an embarrassing situation and excavating with steelframe drop-over of getting out of a predicament or an embarrassing situation, it is ensured that steelframe line style
Smoother, loopful stress is to control large deformation development.
The concrete scheme that the utility model solves technical problem is as follows：
A kind of supporting construction based on monitoring measurement control Tunnel deformation, including it is sequentially connected along tunnel
Inverted arch steelframe is arranged in arch steelframe, middle step abutment wall steelframe and the abutment wall steelframe of getting out of a predicament or an embarrassing situation of step setting, tunnel bottom；Top bar
Arch steelframe, middle step abutment wall steelframe and abutment wall steelframe foot of getting out of a predicament or an embarrassing situation are respectively provided with lock foot anchor tube, if responsibility is arranged in inverted arch steelframe
System anchor pole is anchored；Middle step abutment wall steelframe and top bar arch steelframe carry out Dynamic link library by bolt.
Further, middle step abutment wall steelframe is connected with top bar arch steelframe by dynamic joint, dynamic joint
Include the sliding slot connecting plate set on arch steelframe bottom end, the circular hole connecting plate set on middle step abutment wall steelframe upper end, sliding slot connection
Plate and circular hole connecting plate are bolted, and bolt can be moved along the sliding slot of sliding slot connecting plate.
Further, sliding slot connecting plate and circular hole connecting plate are set to by angle steel on arch steelframe and abutment wall steelframe respectively,
Several circular holes are distributed in symmetrical several sliding slots on sliding slot connecting plate, circular hole connecting plate correspondence.
Further, step abutment wall steelframe is unilateral in both sides or both sides by sliding slot connecting plate and circular hole connecting plate with it is upper
Step arch steelframe Dynamic link library.
Further, it can be connected by sliding slot between arch steelframe, middle step abutment wall steelframe and abutment wall steelframe of getting out of a predicament or an embarrassing situation
Plate and circular hole connecting plate Dynamic link library.
Further, it is connected longitudinally through I14 or I16 Steel section members between steelframe, the Steel Structure is set to the abdomen of steelframe
On plate, and avoid lock foot anchor tube.
Compared with prior art, the beneficial effects of the utility model are as follows：
The utility model determines just branch steelframe axis radius adjustment amount using line-of-sight course, is connect by changing arch wall position steelframe
Capitiform formula can effectively ensure that the smoother property of preliminary bracing steelframe, the reasonability of stress and branch using novel chute-type connecting plate connector
The overall stability of protection structure realizes dynamic shoring function.Weak surrounding rock is can effectively avoid by using novel sliding slot connecting plate
Middle tunnel due to deform it is big and caused by steelframe failure phenomenon caused by preliminary bracing steelframe interface opens, distortion even destroys,
Make large deformation control in allowable range, effective ways are provided for the determination of weak surrounding rock large deformation tunnel deformation allowance.
Description of the drawings
Fig. 1 is that the tunnel top bar steelframe of the utility model support system adjusts schematic diagram；
Fig. 2 adjusts schematic diagram for step steelframe in the tunnel of the utility model support system；
Fig. 3 is the structural schematic diagram of the tunnel inverted arch anchor pole of the utility model support system；
Fig. 4 is the structural schematic diagram of the first connector of the utility model support system；
Fig. 5 is the vertical view of the first connector of the utility model support system；
Fig. 6 is the upward view of the first connector of the utility model support system；
Fig. 7 is the longitudinally connected structural schematic diagram of the steelframe of the utility model support system；
In figure respectively marked as：1- top bars；Step in 2-；3- gets out of a predicament or an embarrassing situation；The arch 4- steelframe；The first connectors of 5-；5.1-
Sliding slot connecting plate；5.2- circular hole connecting plates；5.3- angle steel；5.4- steel member；6- first locks foot anchor tube；The first circle of r1- originals design
Radius；The-the first radius of circles of r1 '；7- second locks foot anchor tube；Step abutment wall steelframe in 8-；The second connectors of 9-；The first midpoints 10-；
R2- originals design the second radius of circle；The-the second radius of circles of r2 '；11- gets out of a predicament or an embarrassing situation abutment wall steelframe；12- inverted arch anchor poles；13- inverted arch steelframes.
Specific implementation mode
The following will be combined with the drawings in the embodiments of the present invention, the technical solution in the present embodiment is carried out it is clear, complete
Site preparation describes, it is clear that described embodiment is only the example to a part of example of the utility model, rather than whole.Base
In the embodiments of the present invention, institute that those of ordinary skill in the art are obtained under the premise of not making the creative labor
There is other embodiment, shall fall within the protection scope of the present invention.
Embodiment 1
As shown in Figs. 1-3, the tunnel support structure of the monitoring measurement control deformation of the present embodiment, including along tunnel top bar
The arch steelframe 4 of 1 setting, the middle step abutment wall steelframe 8 being arranged along middle step 2 and the abutment wall steel of getting out of a predicament or an embarrassing situation along 3 settings of getting out of a predicament or an embarrassing situation
Frame 11 is connected by screw bolts between steelframe, and arch steelframe 4 is equipped with the first lock foot anchor tube 6, middle step abutment wall steelframe 8 and is left office
Rank abutment wall steelframe 11 is equipped with the second lock foot anchor tube 7, one of them middle step abutment wall steelframe 8 passes through the first connector 5 and arch
Steelframe 4 connects, as shown in figure 3, tunnel bottom setting inverted arch steelframe 13, inverted arch steelframe 13 is connected by Anti-floating reinforcing steel bar anchor pole 12.
As shown in figure 4, the first connector 5 includes set on the sliding slot connecting plate 5.1 of 4 end of arch steelframe, set on middle step
The circular hole connecting plate 5.2 of 8 one end of abutment wall steelframe, sliding slot connecting plate 5.1 and circular hole connecting plate 5.2 are set to by angle steel 5.3 respectively
On arch steelframe 4 and middle step abutment wall steelframe 8, as seen in figs. 5-6, symmetrical 4 sliding slots, circular hole on sliding slot connecting plate 5.1
4 circular holes are distributed in the correspondence of connecting plate 5.2, and the two can be connected by modes such as conventional bolts, and sliding slot plays position-limiting action, energy
So that certain movement occurs along sliding slot for circular hole, such Dynamic link library fixes two sections steelframe, is control tunnel soft rock
The key of large deformation.It can be connected in a conventional manner between remaining steelframe.
As shown in fig. 7, being connected by I14 or I16 Steel section members 5.4 between two Pin steelframes longitudinal directions, steel member 5.4 is set to steel
On the web of frame, and avoid lock foot anchor tube.
Steelframe material is I-steel such as I18, I20b, I22b and I25b of Q235b, but is not limited to above-mentioned model, also includes H
Shaped steel.The connecting plate of the setting rectangle connecting hole such as Q235b steel plates, channel steel can be used in sliding slot connecting plate, connects by adjusting bolt
Position is connect to ensure that steelframe connects smoother, reasonable stress, avoids the occurrence of and leads to not use bolt because connection plate hole position is not corresponding
The case where connection.
It, can when country rock and larger first branch steelframe radial deformation during weak surrounding rock large deformation location tunnel excavation
According to the Real-Time Measuring data, former design steelframe axis radius adjustment amount is determined using line-of-sight course, is connected by using sliding slot
Plate 5.1 and steel member 5.4 change just branch steelframe joint form, reinforce the connection effect between steelframe, ensure preliminary bracing steelframe
Smoother property and overall stability, realize dynamic shoring function.
Control arch springing convergence, and then control abutment wall local convergence it is excessive caused by invade limit.Those skilled in the art know, this
Embodiment is not limited to horse-shoe tunnel, can be also used for the shapes tunnels such as three-core circle, four hearts circle and five hearts circle.
Based on above-mentioned supporting construction, the present embodiment is in the case where ensureing construction safety and control deformation thinking guidance, by tunnel point
For three bench excavations of upper, middle and lower, the bearing capacity and resistance capacity to deformation of New Austrian Tunneling Method construction rock mass itself are made full use of, is passed through
Change preliminary bracing profile, using monitoring and measurement data, control is deformed and ensures that the abundant stress of preliminary bracing combines.
The method of the monitoring measurement control weak surrounding rock large deformation tunnel deformation of the present embodiment, specifically comprises the following steps：
Step（1）, as shown in Figure 1, tunnel is divided into the bench excavation of upper, middle and lower three, just spray, performs reinforcing bar after excavation
Net sprays again after erecting steelframe；
Step（2）, preliminary bracing profiled scanning is carried out to the top bar performed immediately after multiple spray, record section
Mileage analyzes initial foundation as a comparison；
Step（3）, in step, work progress of getting out of a predicament or an embarrassing situation, measurements is monitored to the paragraph performed in follow-up, observation
Vault, the horizontal displacement of haunch and upper, middle step junction and vertical displacement are monitored, and are obtained at the mileage section connecting plate
The variation tendency and aggregate-value of horizontal displacement x and vertical displacement y；Before secondary lining performs, again to preliminary bracing paragraph into
Row profile scanning；During weak surrounding rock large deformation location tunnel excavation, when country rock and larger first branch steelframe radial deformation,
Using the Real-Time Measuring data.
Step（4）, according to monitoring data obtained above, determine section vault, haunch and the absolute coordinate of junction, and
Same mileage section priority profile scanning data twice are compared, determine each position displacement；
Step（5）, according at the top of top bar, at the steelframe bottom connecting plate of arch and in the middle part of top bar the first midpoint 10 three
Point monitoring data draw the first radius of circle and the center of circle, and the center of circle for drawing circle is moved to former design center location, two circle of comparison
Arc increment is this section of deformation allowance increment δ 1；
As shown in Fig. 2, according at top bar and one side connecting plate of middle step, middle step and get out of a predicament or an embarrassing situation junction and middle platform
Rank midpoint determines the second radius of circle and the center of circle, repeats the above steps, and the increment is this section of deformation allowance increment δ 2；
Step（6）, to define reasonable deformation allowance be δ t, δ t=initial deformation Δ+max { δ 1, δ 2 }+10, unit cm；Its
In, initial deformation Δ is the deformation already occurred after the tunnel excavation off-load not being monitored to, is divided by the way that numerical computations displacement is counter
Analysis obtains；
Step（7）, according to the reasonable deformation allowance, carry out the making of steelframe and connector, determine the cunning of connector
The size of slot and hole, and assemble and obtain the tunnel support structure of the present embodiment, include on the tunnel after being adjusted according to monitoring measurement
The arch steelframe of step setting, the middle step abutment wall steelframe of both sides setting and get out of a predicament or an embarrassing situation steelframe and inverted arch steelframe.
Wherein, after top bar is completed in construction, arch steelframe is erected after first gunite concrete in time and performs lock foot anchor tube, arch
Steelframe foot of portion uses chute-type connecting plate.In excavation after step, step abutment wall steelframe in being erected in time after first gunite concrete,
So that the circular hole connecting plate at the top of step abutment wall steelframe is aligned with top bar arch steelframe bottom end chute-type connecting plate, is inserted into spiral shell
Bolt, step steelframe position in adjustment ensure that steelframe axis is straight up and down, fastening nut.In sliding slot gap, it is inserted into the steel bar welding that gives up
It is full.Excavation is got out of a predicament or an embarrassing situation and inverted arch, performs inverted arch steelframe in time, as early as possible closing cyclization.System anchor bolt is set under inverted arch steelframe, and is faced upward
Encircle steelframe to be connected.
Wherein, step（7）In, it is also necessary to advance support is performed, according to the stable case of face, adjusts advance support
Type, spacing and length.The optional ductule of advance support type（Φ42）, middle pipe canopy（Φ 60 or Φ 76）；Advance support length
For the integer extraordinarily excess length of steelframe spacing, and rounding rice length.After performing advance support, cementing-waterglass dual slurry,
To consolidate front of tunnel heading rock mass.Under the protection of advance support, top bar abutment wall is carried out according to the steelframe contour line after adjustment
It excavates, performs just pneumatically placed concrete and bar-mat reinforcement in time.It erects top bar steelframe and pads thickness 10cm, wide 50cm in steelframe foot, it is long
The squared board of 50cm, to increase forced area and provide the plane deformed for steelframe foot.
To increase steelframe globality, increase steelframe span.Live I14 or I16 Steel section members can be intercepted, connect two Pin steel
Frame is welded on steelframe web, as shown in fig. 7, circumferential spacing 2m, avoids lock foot anchor tube position.
When construction lock foot anchor tube, lock foot anchor tube is connected firmly with steelframe to control deformation.Lock cementing-water glass in foot anchor tube
Glass dual slurry reinforces weak surrounding rock around.
In addition, when middle bench excavation, top bar has deformed, and steelframe is restrained.According to deformation extent, middle step is opened
After digging, arch steelframe is connected with middle step abutment wall steelframe by the first connector, ensures smoother, the reasonable stress of steelframe axis.
Inverted arch clears up empty quarrel and carries out the construction of bottom preliminary bracing steelframe in time after excavating, cyclic as early as possible.Per under Pin shaped steel
It is drilled with the drillings of Φ 20, deep 1.5m.22 spirals of Φ of long 2m, i.e. inverted arch anchor pole 8, spacing 1m are set, the spiral is handed over
Mistake in steelframe both sides arrange, and with inverted arch steelframe firm welding, hold inverted arch steelframe, inhibit soft rock tunnel inverted arch pucking and on
It is floating.
Embodiment 2
As shown in Fig. 2, for the situation that tunnel both sides can all deform, in the present embodiment, step abutment wall steel in both sides
Frame 8 is connect by sliding slot connecting plate 5.1 and circular hole connecting plate 5.2 with top bar arch steelframe 4, remaining is same as Example 1.
Embodiment 3
It is connected by the first connector 5 between arch steelframe 4, middle step abutment wall steelframe 8, step abutment wall steelframe 8 in both sides
It is connected by the second connector 9 between abutment wall steelframe 11 of getting out of a predicament or an embarrassing situation, the first connector 5 is identical with 9 structure of the second connector,
By 5.2 Dynamic link library of sliding slot connecting plate 5.1 and circular hole connecting plate, remaining is same as Example 1.
The above is only the preferred embodiment of the utility model only, is not intended to limit the utility model, all at this
Within the spirit and principle of utility model, any modification, equivalent replacement, improvement and so on should be included in the utility model
Protection domain within.
Claims (6)
1. a kind of supporting construction based on monitoring measurement control Tunnel deformation, it is characterised in that：Including being sequentially connected
Along tunnel top bar setting arch steelframe, middle step abutment wall steelframe and abutment wall steelframe of getting out of a predicament or an embarrassing situation, tunnel bottom be arranged inverted arch
Steelframe；Top bar arch steelframe, middle step abutment wall steelframe and abutment wall steelframe foot of getting out of a predicament or an embarrassing situation are respectively provided with lock foot anchor tube, inverted arch steelframe
Several system anchor bolts are arranged to be anchored；Middle step abutment wall steelframe and top bar arch steelframe carry out Dynamic link library by bolt.
2. the supporting construction according to claim 1 based on monitoring measurement control Tunnel deformation, feature exist
In：Middle step abutment wall steelframe is connected with top bar arch steelframe by dynamic joint, and dynamic joint includes being set to arch steel
The sliding slot connecting plate of frame bottom end, the circular hole connecting plate set on middle step abutment wall steelframe upper end, sliding slot connecting plate and circular hole connecting plate
It is bolted, bolt can be moved along the sliding slot of sliding slot connecting plate.
3. the supporting construction according to claim 2 based on monitoring measurement control Tunnel deformation, feature exist
In：Sliding slot connecting plate and circular hole connecting plate are set to by angle steel on arch steelframe and abutment wall steelframe respectively, right on sliding slot connecting plate
Claim to be distributed several sliding slots, several circular holes are distributed in correspondence on circular hole connecting plate.
4. the supporting construction according to claim 1 based on monitoring measurement control Tunnel deformation, feature exist
In：Step abutment wall steelframe is unilateral in both sides or both sides are dynamic by sliding slot connecting plate and circular hole connecting plate and top bar arch steelframe
State connects.
5. the supporting construction according to claim 1 based on monitoring measurement control Tunnel deformation, feature exist
In：It is dynamic by sliding slot connecting plate and circular hole connecting plate between arch steelframe, middle step abutment wall steelframe and abutment wall steelframe of getting out of a predicament or an embarrassing situation
State connects.
6. the supporting construction according to claim 1 based on monitoring measurement control Tunnel deformation, feature exist
In：It is connected longitudinally through I14 or I16 Steel section members between steelframe, the steel member is set on the web of steelframe, and avoids lock foot
Anchor tube.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820299252.2U CN207960619U (en) | 2018-03-05 | 2018-03-05 | Supporting construction based on monitoring measurement control Tunnel deformation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820299252.2U CN207960619U (en) | 2018-03-05 | 2018-03-05 | Supporting construction based on monitoring measurement control Tunnel deformation |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108222959A (en) * | 2018-03-05 | 2018-06-29 | 中铁二院昆明勘察设计研究院有限责任公司 | Supporting construction and construction method based on monitoring measurement control Tunnel deformation |
| CN110318785A (en) * | 2019-08-01 | 2019-10-11 | 中铁二院成都勘察设计研究院有限责任公司 | A kind of steelframe and its construction method based on tunnel machine full face tunneling |
| CN110657777A (en) * | 2019-10-18 | 2020-01-07 | 中国建筑第八工程局有限公司 | Wind tunnel body surcharge preloading deformation measurement process |
-
2018
- 2018-03-05 CN CN201820299252.2U patent/CN207960619U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108222959A (en) * | 2018-03-05 | 2018-06-29 | 中铁二院昆明勘察设计研究院有限责任公司 | Supporting construction and construction method based on monitoring measurement control Tunnel deformation |
| CN108222959B (en) * | 2018-03-05 | 2023-07-25 | 中铁二院昆明勘察设计研究院有限责任公司 | Supporting structure for controlling tunnel primary supporting deformation based on monitoring measurement and construction method |
| CN110318785A (en) * | 2019-08-01 | 2019-10-11 | 中铁二院成都勘察设计研究院有限责任公司 | A kind of steelframe and its construction method based on tunnel machine full face tunneling |
| CN110657777A (en) * | 2019-10-18 | 2020-01-07 | 中国建筑第八工程局有限公司 | Wind tunnel body surcharge preloading deformation measurement process |
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