CN106150533A - A kind of loess tunnel vertical deformation control structure and apply method - Google Patents
A kind of loess tunnel vertical deformation control structure and apply method Download PDFInfo
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- CN106150533A CN106150533A CN201510127215.4A CN201510127215A CN106150533A CN 106150533 A CN106150533 A CN 106150533A CN 201510127215 A CN201510127215 A CN 201510127215A CN 106150533 A CN106150533 A CN 106150533A
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Abstract
The present invention relates to a kind of loess tunnel vertical deformation control structure and apply method, it is the longitudinal channel-section steel of welding between two Pin steel arch-shelf, it is welded in major diameter grouting lock pin anchor tube on channel-section steel by rebar connector, the steel arch-shelf of both sides and the major diameter grouting lock common stress of pin anchor tube again.Including steel arch-shelf (4) and steel arch-shelf (5), channel-section steel (3), major diameter grouting lock pin anchor tube (2), rebar connector (1), it is characterized in that: longitudinally connected channel-section steel (3) between steel arch-shelf (4) and steel arch-shelf (5), major diameter grouting lock pin anchor tube (2) is positioned at channel-section steel (3) downside, by major diameter grouting lock pin anchor tube (2) being connected on channel-section steel (3), steel arch-shelf (4) and steel arch-shelf (5) are anchored in country rock deep, major diameter grouting lock pin anchor tube (2) end is welded in rebar connector (1), rebar connector (1) is welded in channel-section steel (3), rebar connector (1) is formed by bar bending, wherein major diameter grouting lock pin anchor tube (2) squeezes into country rock angle is 15 ° ~ 30 °.
Description
Technical field
Patent of the present invention relates to the latch-up structure of steel arch-shelf in a kind of Tunnel, is particularly well-suited to the vertical deformation control of loess tunnel.
Background technology
With China's developing rapidly in Canal in Loess Area transport development, occur in that substantial amounts of railway, Highway Loess tunnel.Feature due to loess: the settlement by soaking that when macrovoid, vertical joints development, natural moisture content, intensity is higher, very high, make in Loess Layer, build tunnel and there is certain technical barrier, the vertical deformation wherein producing in loess tunnel digging process is especially pronounced, and the vertical deformation so how controlling in loess tunnel digging process necessitates.
After loess tunnel excavation, make the stress of original country rock redistribute, and then make country rock create to be plastically deformed and relax, in order to stop over-travel and the deformation of disturbed rear country rock, it is necessary to use rational supporting construction to bear the pressure of country rock.Steel arch-shelf is part important in loess tunnel preliminary bracing structure, it is again a part for permanent support simultaneously, steel arch-shelf itself has greater stiffness and stronger bearing capacity, can be before gunite concrete be not up to desired strength, the deformation of effective control country rock and displacement, undertake strata pressure and restrained deformation.
Due to the vertical joints development of loess after sap excavating, steel arch-shelf needs firm base support, could effectively stop the sinking that steel arch-shelf produces in new stress field forming process.It is firmly connected with steel arch-shelf by performing the lock pin anchor tube of major diameter, lock pin anchor tube is made to form an entirety with steel arch-shelf, steel arch-shelf is anchored in country rock deep, limit the vertical displacement of steel arch-shelf to a certain extent, give full play to rigidity and the intensity of steel arch-shelf, to provide bigger supporting drag to tunnel peripheral rock, prevent country rock from producing harmful excessive deformation.
The existing structure controlling steel arch-shelf vertical deformation in weak surrounding rock, it is to arrange two lock pin anchor tubes with the horizontal certain angle in Pin steel arch-shelf both sides, by the frictional resistance between lock pin anchor tube and country rock and normal force, there is provided vertical supporting for steel arch-shelf as far as possible, limit the vertical sinking of steel arch-shelf, play rigidity and the intensity of steel arch-shelf as early as possible so that it is undertake the pressure that surrouding rock deformation causes, it is ensured that the stability of tunnel initial-stage.
But owing to Loess Layer is weaker, the tunnel built in Loess Layer, the vertical deformation that tunnel is built in its vertical deformation than in weak surrounding rock stratum is big, according to existing control distressed structure, then lock pin anchor tube and the effective vertical supporting of steel arch-shelf offer is provided, thus reduce the security of supporting construction, cause the excessive deformation of country rock, even can cause the engineering accident such as unstability, landslide.
Content of the invention
In order to solve the weak point in above-mentioned background technology, provide a kind of loess tunnel vertical deformation control structure, can effectively stop the vertical deformation during sap excavating, improve the security of construction and the stability of structure.
For achieving the above object, the technical solution used in the present invention is:
A kind of loess tunnel vertical deformation control structure, including steel arch-shelf (4) and steel arch-shelf (5), channel-section steel (3), major diameter grouting lock pin anchor tube (2), rebar connector (1), it is characterized in that: longitudinally connected channel-section steel (3) between steel arch-shelf (4) and steel arch-shelf (5), major diameter grouting lock pin anchor tube (2) is positioned at channel-section steel (3) downside, by major diameter grouting lock pin anchor tube (2) being connected on channel-section steel (3), steel arch-shelf (4) and steel arch-shelf (5) are anchored in country rock deep, major diameter grouting lock pin anchor tube (2) end is welded in rebar connector (1), rebar connector (1) is welded in channel-section steel (3), rebar connector (1) is formed by bar bending, wherein major diameter grouting lock pin anchor tube (2) squeezes into country rock angle is 15 ° ~ 30 °.
A kind of loess tunnel upright controling structure apply method, it is characterized in that: after loess tunnel excavation, first erect steel arch-shelf, bar-mat reinforcement, anchor pole and the grouting lock pin anchor tube being relatively large in diameter is performed subsequently between every two Pin steel arch-shelf, then with the longitudinally connected two Pin steel arch-shelf of longitudinally connected part (i.e. channel-section steel), finally with rebar connector, major diameter grouting lock pin anchor tube is firmly connected with longitudinally connected part (i.e. channel-section steel).
Compared with existing structure, the present invention has the advantage that as follows with effect:
1st, present configuration is clearer and more definite in terms of power transmission, the anchor tube that acts through that major diameter grouting lock pin anchor tube and country rock produce reaches channel-section steel with the connection of channel-section steel, vertical effect is reached steel arch-shelf by weld seam by channel-section steel again, thus effectively controls the vertical deformation in tunnel.
2nd, present configuration has good globality, two Pin steel arch-shelf are longitudinally connected by channel-section steel, then major diameter grouting lock pin anchor tube effect be applied on two Pin steel arch-shelf so that the effect of country rock is not consequently exerted on an independent Pin steel arch-shelf, but is jointly shared by two Pin steel arch-shelf.
3rd, present configuration longitudinally also provides in tunnel and supports, replace and rebar connector was set between two Pin steel arch-shelf in the past, and channel-section steel is set as longitudinally connected part, not only make lock pin anchor tube and the connection of steel arch-shelf more firm, and also provide effective longitudinal bracing.
4th, present configuration is more economically reasonable, replace and existing structure arranges in Pin steel arch-shelf both sides two lock pin anchor tubes, but a lock pin anchor tube being relatively large in diameter is set and acts on two Pin steel arch-shelf, not only reduce the cost of lock pin anchor tube, and save the time making anchor.
Brief description
The structural representation (sterogram) of Fig. 1 present invention.
The structural representation (elevation) of Fig. 2 present invention.
The A-A sectional view of Fig. 3 Fig. 2.
The structural representation (top view) of Fig. 4 present invention.
The three-dimensional total illustraton of model of Fig. 5.
Fig. 6 structural model is always schemed.
Fig. 7 thin portion illustraton of model.
Fig. 8 is without vertical deformation control structure vertical displacement figure.
Fig. 9 has vertical deformation control structure vertical displacement figure.
Figure 10 is without vertical deformation control structure country rock maximum principal stress figure.
Figure 11 is without vertical deformation control structure country rock minimum principal stress figure.
Figure 12 has vertical deformation control structure country rock maximum principal stress figure.
Figure 13 has vertical deformation control structure country rock minimum principal stress figure.
Detailed description of the invention
nullPatent of the present invention is a kind of loess tunnel vertical deformation control structure，With reference to Fig. 1 ~ 4，In present embodiment，Including steel arch-shelf (4) and steel arch-shelf (5)、Channel-section steel (3)、Major diameter grouting lock pin anchor tube (2)、Rebar connector (1)，It is characterized in that: longitudinally connected channel-section steel (3) between steel arch-shelf (4) and steel arch-shelf (5)，Major diameter grouting lock pin anchor tube (2) is positioned at channel-section steel (3) downside，By major diameter grouting lock pin anchor tube (2) being connected on channel-section steel (3)，Steel arch-shelf (4) and steel arch-shelf (5) are anchored in country rock deep，Major diameter grouting lock pin anchor tube (2) end is welded in rebar connector (1)，Rebar connector (1) is welded in channel-section steel (3)，Rebar connector (1) is formed by bar bending，Wherein major diameter grouting lock pin anchor tube (2) squeezes into country rock angle is 15 ° ~ 30 °.
Concrete methods of realizing in Practical Project: after tunnel surrounding excavation, first erect steel arch-shelf, bar-mat reinforcement, anchor pole and the grouting lock pin anchor tube being relatively large in diameter is performed subsequently between every two Pin steel arch-shelf, then connect two Pin steel arch-shelf with longitudinally connected channel-section steel, finally with rebar connector, major diameter grouting lock pin anchor tube is firmly connected with longitudinally connected part.
Operation principle: the longitudinal channel-section steel of welding between two Pin steel arch-shelf, it is welded in major diameter grouting lock pin anchor tube on channel-section steel by rebar connector, the steel arch-shelf of both sides and the major diameter grouting lock common stress of pin anchor tube, connect and embody globality again, power transmission is clear and definite, and ultimate bearing capacity is improved.
The finite element numerical simulation below carrying out in MIDAS-GTS software for the present invention
(1) computation model and calculating parameter
Model assumption is at Q3Loess Layer uses the tunnel that three step seven step excavating load are built, this simulation takes at the beginning of tunneling boring to perform and completes a circulation and illustrate, and is divided into whether two kinds of operating mode comparative analysis present invention have prominent effect in terms of control vertical deformation and surrounding rock stability.
(1) computation model supposes
MIDAS-GTS thinking, loess material is homogeneous, continuous, isotropic, and uses the material simulation of Mohr-Coulomb criterion；Gunite concrete is simulated by Slab element, and steel arch-shelf, channel-section steel and lock pin anchor tube all use beam element to be simulated, and longitudinally connected muscle uses truss element simulation.
1. make even face 100*100m2And the three-dimensional finite element model of longitudinal direction 15m；Boundary condition is: left and right sides horizontal restraint, downside vertically retrain, front and back both sides longitudinal restraint；The direct buried depth of three-dimensional simulation is 44.18m, additionally applies the surface pressing of conversion earthing weight 1000KN as simulation 102m buried depth at upper surface.
2. this simulation takes two kinds of condition models and is analyzed: the first is to include steel arch-shelf, gunite concrete and longitudinally connected muscle just, i.e. without vertical deformation control structure；The second be in just in addition to including steel arch-shelf and gunite concrete, between two Pin steel arch-shelf arch springings, also to squeeze into lock pin anchor tube, carry out the connection of steel arch-shelf and lock pin anchor tube again with longitudinal channel-section steel, also include longitudinally connected muscle simultaneously, vertical deformation control structure is i.e. set.
3. the total illustraton of model of Fig. 5-three-dimensional is shown in by FEM model full-page proof, and structural model is shown in that Fig. 6-structural model is always schemed and Fig. 7-vertical deformation control structure thin portion illustraton of model.
(2) calculate parameter to suppose
This device is to carry out structure design on the premise of loess tunnel, therefore the calculating parameter of country rock takes Q in finite element modelling3The physical and mechanical parameter of loess；Tunnel support (steel arch-shelf, channel-section steel, longitudinally connected muscle, lock pin anchor tube, gunite concrete) material parameter presses current specifications value.Loess and supporting parameter are shown in Table 1.
Table 1 loess and support material parameter list
Wherein, steel arch-shelf model selects I25b, and spacing is 0.5m；Channel-section steel model selects 20；Longitudinally connected muscle model selects φ 25: lock pin anchor tube length L=6m, diameter D=108mm, its wall thickness t=14mm, country rock is squeezed in anchor tube declivity θ=15 °；Gunite concrete thickness 300mm.
(2) result of calculation comparative analysis
Use MIDAS-GTS finite element software to model and carry out numerical computations respectively two kinds of structures, extract result data.By the displacement field in tunnel under two kinds of structures of contrast, stress field and structure stress situation, illustrate whether the present invention's is effective and reasonable.(note: result of calculation is extracted and omitted boundary face takes and cuts open profile extraction result of calculation at longitudinal zero layer 1m, to avoid the impact on result of calculation for the boundary condition.)
(1) vertical displacement comparative analysis
The displacement cloud atlas taking two kinds of operating modes compares, and interpretation of result figure is shown in Fig. 8-without vertical deformation control structure country rock vertical displacement figure and Fig. 9-vertical deformation control structure country rock vertical displacement figure.Extract result from displacement cloud atlas and arrange to obtain table 2.
2 two kinds of model key point vertical displacements of table
Unit: cm
By being concluded that of table 2
From without vertical deformation control structure to vertical deformation control structure, vertical displacement at each key point: vault reduces 1.4cm, left haunch reduces 2.5cm, right haunch reduces 3.0cm, leftwall reduces 7.2cm, RightWall reduces 7.1cm.Contrast understands that the Vertical Settlement at all key points is all reducing, and at abutment wall, amplitude of variation is relatively big, so vertical deformation control structure has obvious effect to control Vertical Settlement.
(2) to surrouding rock stress field analysis
Taking two kinds of model stress field of the surrounding rocks equally to compare, interpretation of result figure is shown in Figure 10 ~ 11-without upright controling structure country rock principal stress figure and Figure 12 ~ 13-vertical deformation control structure country rock principal stress figure.Extract result from stress diagram and arrange to obtain table 3.
The minimum and maximum principal stress value of 3 two kinds of model tunnel perimeter country rocks of table
By being concluded that of table 3
From without vertical deformation control structure to vertical deformation control structure, the maximum principal stress of vault does not changes, but the maximum principal stress of both sides, tunnel and arch springing is all becoming big, and the minimum principal stress around tunnel is also increasing, illustrate that corresponding effect is played in the control of surrounding rock stability by vertical deformation control structure.
(3) to vertical displacement at key point with construction stage mutation analysis
Extracting the result of calculation when the different construction stage for each key point, arranging vertical displacement result data, draw each key point vertical displacement and change chart with the construction stage, wherein at key point, vertical displacement chart is shown in Table 4 ~ 8.
Table 4 vault vertical displacement table
Table 5 left haunch vertical displacement table
Table 6 right haunch vertical displacement table
Table 7 leftwall vertical displacement table
Table 8 RightWall vertical displacement table
From the vertical displacement table of each key point it can be seen that have vertical deformation control structure and without vertical deformation control structure as the change of construction stage is in the difference controlling vertical displacement, thus prove that the present invention i.e. vertical deformation control structure role is effective.
(3) conclusion is simulated
By drafting Q3The material parameter of Loess Layer and the excavation method of loess tunnel, use MADIS-GTS software to carry out the sunykatuib analysis of three-dimensional finite element to loess tunnel vertical deformation control structure, it was therefore concluded that as follows:
(1) through simulation result analysis it can be seen that perform and do not perform the present invention and have obvious difference in terms of vertical deformation control, perform this device and can effectively control the Vertical Settlement in loess tunnel digging process.
(2) perform and do not perform this device in terms of surrounding rock stability, also have obvious difference.The less stable of tunnel perimeter country rock when not performing the present invention, during tunnel excavation, it is impossible to ensures the safety coefficient of specification, i.e. cannot guarantee safe construction；When performing this device, tunnel perimeter country rock is more stable, it is ensured that security in work progress for the tunnel.
Claims (1)
1. a loess tunnel vertical deformation control structure and apply method, including steel arch-shelf (4) and steel arch-shelf (5), channel-section steel (3), major diameter grouting lock pin anchor tube (2), rebar connector (1), it is characterized in that: longitudinally connected channel-section steel (3) between steel arch-shelf (4) and steel arch-shelf (5), major diameter grouting lock pin anchor tube (2) is positioned at channel-section steel (3) downside, by major diameter grouting lock pin anchor tube (2) being connected on channel-section steel (3), steel arch-shelf (4) and steel arch-shelf (5) are anchored in country rock deep, major diameter grouting lock pin anchor tube (2) end is welded in rebar connector (1), rebar connector (1) is welded in channel-section steel (3), rebar connector (1) is formed by bar bending, wherein major diameter grouting lock pin anchor tube (2) squeezes into country rock angle is 15 ° ~ 30 °.
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| CN108842751A (en) * | 2018-08-07 | 2018-11-20 | 中铁十五局集团有限公司 | Tunnel foundation bracing means |
| CN110688696A (en) * | 2019-09-16 | 2020-01-14 | 中铁第五勘察设计院集团有限公司 | Parameter determination method and device for tunnel supporting structure |
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