CN107818200A - Advanced tubule steel arch frame lock foot anchoring stock integration mechanics design methods and its model - Google Patents
Advanced tubule steel arch frame lock foot anchoring stock integration mechanics design methods and its model Download PDFInfo
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- CN107818200A CN107818200A CN201710894339.4A CN201710894339A CN107818200A CN 107818200 A CN107818200 A CN 107818200A CN 201710894339 A CN201710894339 A CN 201710894339A CN 107818200 A CN107818200 A CN 107818200A
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Abstract
The invention discloses a kind of advanced tubule steel arch frame lock foot anchoring stock integration mechanics design methods and its model, comprise the following steps：According to practice of construction operating mode, tunnel advanced tubule steel arch frame lock foot anchoring stock integration mechanics analysis model is established；Imposed load value is determined according to the computational methods of current Construction State and agreement, structural internal force is carried out and deformation calculates；Judge whether each typical physical amount exceeds permissible value, if exceed, support structure design parameter is then answered according to the physical quantity strengthening phase of backlog demand, return and recalculate, if not less than, then progressively weaken corresponding support structure design parameter and return and recalculate, until when the typical physical amount size obtained under the conditions of current supporting parameter is close to permissible value, then terminate；Next work condition state calculating is carried out, until the analysis of whole state of cyclic operations is completed, exports final supporting construction parameter design value.The present invention reduces cost under the premise that security is guaranteed.
Description
Technical field
It is particularly a kind of to consider advanced tubule, steel arch-shelf, lock foot anchoring stock (pipe) etc. the present invention relates to Tunnel Design field
Advanced tubule-steel arch-shelf-lock foot anchoring stock integration the mechanical model and its design method of component synergism effect.
Background technology
In recent years, greatly developing with China's infrastructure construction, there is increasing Shallow-Buried Soft Rock tunnel
Road.In order to ensure the quick progress of constructing tunnel, the step based on barrel vault advanced support measure is employed in many engineering practices
Method is constructed, and because arch springing foundation bearing capacity deficiency under the conditions of weak surrounding rock, tunnel arch foot sedimentation, steelframe subsidence problems exist
Frequently occurred in practice of construction.For the above mentioned problem that may occur in construction, often step both sides steelframe is designed in construction
For big arch springing form and lock foot anchoring stock (pipe) is set simultaneously, has efficiently controlled the deformation of structure and country rock, ensure that tunnel is applied
The safety of work.
Although in Shallow-Buried Soft Rock tunnel, above-mentioned advanced tubule-steel arch-shelf-lock foot anchoring stock has been gradually formed
The integrated supporting construction form that (pipe) cooperates, and significant effect is also achieved in engineering practice, but it is right at present
Being not as in general tunnel support structure in the selection of supporting construction parameters equally has a set of reasonable, perfect design side
Method, while the mutual synergy effect of each component is not considered during being calculated.Therefore in order to strictly control in constructing
System sedimentation,, can not although ensure that the safety of constructing tunnel often using the larger support structure design parameter of safety coefficient
The bearing capacity of each component is played completely, causes serious resource and fund wastes.
Therefore, the design method of existing tunnel support structure how is improved to give full play to material load-carrying properties, save
Cost, it is current tunnel preliminary bracing design field urgent problem to be solved.
The content of the invention
The technical problems to be solved by the invention are, in view of the shortcomings of the prior art, providing a kind of advanced tubule-steel arch
Frame-lock foot anchoring stock integration mechanics design methods and its model, take into full account due to the change of construction operating mode (sequence) and lead
The change of the tunnel support structure stress of cause so that design result more safe and reasonable.
In order to solve the above technical problems, the technical solution adopted in the present invention is：A kind of advanced tubule-steel arch-shelf-lock
Pin anchor pole integration mechanics design methods, comprise the following steps：
1) according to practice of construction operating mode, it is assumed that supporting construction initial design parameters, establish tunnel advanced tubule-steel arch-shelf-
Lock foot anchoring stock integration mechanics analysis model；
2) determined to act on tunnel advanced tubule-steel arch-shelf-according to the computational methods of current Construction State and agreement
The load of lock foot anchoring stock integration mechanics analysis model, and structural internal force and deformation calculating are carried out, obtain each typical physical amount；
3) judge whether each typical physical amount exceeds permissible value, if exceeding, strengthened according to the physical quantity of backlog demand
Corresponding support structure design parameter, return to step 2) recalculate；If not exceeded, then progressively weaken corresponding support structure design ginseng
Number and return to step 2) recalculate, until the typical physical amount size obtained under the conditions of current supporting parameter is close to permissible value
When, then terminate to calculate；
4) according to above-mentioned steps 2), 3) carry out next work condition state calculating, it is until the analysis of whole circulating processes is completed, then defeated
Go out supporting construction parameter design value final after optimizing.
In step 2), the tunnel advanced tubule-steel arch-shelf-lock foot anchoring stock integration mechanics analysis model of acting on
Load includes：The reaction of bearing of the vertical and lateral pressure from surrounding rock of advanced tubule, lock foot anchoring stock and steel arch-shelf arch springing；Wherein
Vertical and lateral pressure from surrounding rock directly acts on advanced tubule structure, by between contact of the advanced tubule structure with steel arch-shelf
Connect and act on supporting construction.
Acting on the load in the range of the θ of tunnel vault 2 on any single advanced tubule is：Q (θ)=qn/d；Wherein, d
For advanced tubule diameter；qiThe vertical pressure from surrounding rock being subject to for any single advanced tubule；eiTo appoint
The lateral pressure from surrounding rock that single advanced tubule of anticipating is subject to.
In step 3), the typical physical amount include advanced tubule maximum tension stress, advanced tubule maximum defluxion, just
Phase supporting Vault settlement, arch springing displacement, lock foot anchoring stock maximum tension stress and maximum shear stress.
In step 3), when each typical physical amount exceeds permissible value, supporting is answered according to the physical quantity strengthening phase of backlog demand
Parameter of structure design, it is specifically divided into following five kinds of situations：
When advanced tubule maximum tension stress exceeds the yield stress of steel pipe, advanced tubule intensity or rigidity are improved；
When advanced tubule maximum immunity value exceeds allowed band, strengthen the rigidity of advanced tubule；
When arch springing displacement exceeds allowed band, increase lock foot anchoring stock diameter or increase the contact area of arch springing and ground；
When preliminary bracing Vault settlement exceeds allowed band, the rigidity of steel arch-shelf is improved, such as improves steel arch-shelf I-steel
Specification；
When lock foot anchoring stock maximum tension stress exceeds its ultimate shearing strength beyond the yield stress or maximum shear stress of steel pipe
When, improve lock foot anchoring stock intensity or rigidity.
In step 3), the typical physical amount size refers to each typical physical amount calculated value for permissible value close to permissible value
0.8~0.9 times.
Accordingly, should present invention also offers a kind of advanced tubule-steel arch-shelf-lock foot anchoring stock integration mechanical model
Mechanical model includes tunnel advanced tubule, steel arch-shelf, lock foot anchoring stock and its mutual constraint；Wherein, advanced tubule
Using beam on elastic foundation modeling；Steel arch-shelf is simulated using beam element；Lock foot anchoring stock uses friction pile unit simulation；Mechanics mould
Interaction relationship includes in type：Using consolidation constraint between advanced tubule and upper Pin steel arch-shelfs, set between follow-up steel arch-shelf
Soil spring connection is set to, advanced tubule end is then considered as unconfined cantilever end；Using consolidation between lock foot anchoring stock and steel arch-shelf
Constraint；Steel arch-shelf arch springing is simulated with ground interphase interaction using ground normal direction spring unit..
Compared with prior art, the advantageous effect of present invention is that：
1st, traditional Design of Tunnel method is not directed to advanced tubule, lock foot anchoring stock (pipe) and big arch springing
Structure carries out quantitative calculating, and the selection of its parameter places one's entire reliance upon design experiences, and in the present invention, above-mentioned parameter passes through completely
Theoretical calculation obtains, while by considering that the bearing capacity characteristic of each component can optimize to the parameter of supporting construction, makes
It can play the material property of each component to the full extent, ensure that the economy of design parameter；
2nd, the design of traditional tunnel support structure is typically all that the premise based on full face tunneling is carried out, not for real
The actual loading situation in tunnel is individually analyzed under different processes in the construction of border branch, and its reasonability designed has dispute,
And dynamic design approach proposed by the present invention, take into full account the tunnel support knot caused by the change of construction operating mode (sequence)
The change of structure stress so that design result more safe and reasonable.
The present invention can not only verify the security of supporting construction under different processes by calculating, while can also fully examine
Consider the cooperative effect of each component, ensure its economy so as to optimize support structure design parameter, suitable for Shallow-Buried Soft Rock
The support structure design in tunnel, while subsequent construction can be instructed, for tunnel support structure design and construction be respectively provided with compared with
High guiding significance.
Brief description of the drawings
Fig. 1 design method flow charts of the present invention.
Fig. 2 is tunnel advanced tubule provided by the present invention-integrated mechanical analysis mould of steel arch-shelf-lock foot anchoring stock (pipe)
Type schematic diagram.
Fig. 2-A consolidate constraint between steel arch-shelf and advanced tubule and contact schematic diagram.
Fig. 2-B soil springs between steel arch-shelf and advanced tubule simulate schematic diagram.
Fig. 2-C contact schematic diagram between steel arch-shelf and lock foot anchoring stock (pipe).
Fig. 3 is advanced tubule longitudinal elasticity ground beam model.
Fig. 4-A are top bar preliminary bracing transverse mechanical analysis model.
Fig. 4-B are top bar+preliminary bracing transverse mechanical analysis model of getting out of a predicament or an embarrassing situation.
Fig. 5 is the mechanics analysis model of lock foot anchoring stock (pipe).
In figure：
1 --- advanced tubule.
2 --- preliminary bracing steel arch-shelf.
3 --- it is welded in the lock foot anchoring stock (pipe) of steel arch-shelf arch springing.
4 --- the soil body spring of simulation country rock elastic resistance.
5 --- the welding contact between each component.
Embodiment
As Fig. 1, the inventive method flow are as follows：
(1) according to practice of construction operating mode (sequence), it is assumed that supporting construction initial design parameters, establish tunnel advanced tubule-steel
Bow member-lock foot anchoring stock (pipe) integrated mechanics analysis model；
(2) determine imposed load value according to the computational methods of current Construction State and agreement, and carry out structural internal force and
Deformation calculates；
(3) judge whether each typical physical amount exceeds permissible value, if exceeding, strengthened according to the physical quantity of backlog demand
Corresponding support structure design parameter, is back to second step and recalculates, if not exceeded, then progressively weakening corresponding support structure design
Parameter is simultaneously back to second step and recalculated, until the typical physical amount size obtained under the conditions of current supporting parameter is close to permitting
When being perhaps worth, then terminate to calculate；
(4) next operating mode (sequence) state computation is carried out according to above-mentioned steps, until whole state of cyclic operations (sequence) analysis is completed,
Then support structure design parameter design value final after output optimization.
In described method, tunnel advanced tubule-integrated mechanical analysis mould of steel arch-shelf-lock foot anchoring stock (pipe) is acted on
The load of type includes：Advanced tubule is vertical and lateral pressure from surrounding rock, advanced tubule country rock elastic resistance, lock foot anchoring stock (pipe)
And the reaction of bearing of steel arch-shelf arch springing.Wherein advanced tubule country rock elastic resistance, lock foot anchoring stock (pipe) and steel arch arching
The reaction of bearing of pin is unknown force, is calculated and solved by model.
The country rock load acted on advanced tubule is calculated in the following way：
Analyzed from tunnel lateral direction, the radial load in the range of single advanced tubule supporting is：
In formula, qiThe vertical pressure from surrounding rock being subject to for any single advanced tubule be (the interior top earth pillar body of sphere of action
Gravity)；ei(lateral pressure coefficient multiplies the lateral pressure from surrounding rock being subject to for any single advanced tubule with vertical pressure from surrounding rock
Product).
By above-mentioned radial load it is equivalent to advanced tubule diametrically, then act in the range of the θ of tunnel vault 2 any single
Load on advanced tubule is：
Q (θ)=qn/d
In formula, d is advanced tubule diameter.
For judging that support structure design parameter safety and rational typical physical amount include：Advanced tubule is maximum
Tension, advanced tubule maximum defluxion, preliminary bracing Vault settlement, arch springing displacement, lock foot anchoring stock (pipe) maximum tension stress and
Maximum shear stress.
When the result of calculation of each typical physical amount exceeds permissible value, according to the physical quantity strengthening supporting knot of backlog demand
Structure design parameter, it is specifically divided into following five kinds of situations：
1. when advanced tubule maximum tension stress exceeds the yield stress of steel pipe, advanced tubule intensity or firm is improved
Degree, such as improve the strength grade or increase advanced tubule diameter, wall thickness of advanced tubule steel pipe；
2. when advanced tubule maximum immunity value exceeds allowed band, strengthen the rigidity of advanced tubule, such as increase super
Preceding ductule diameter, advanced tubule wall thickness；
3. when arch springing displacement exceeds allowed band, increase lock foot anchoring stock (pipe) diameter or increase contact of the arch springing with ground
Area；
4. when preliminary bracing Vault settlement exceeds allowed band, the rigidity of steel arch-shelf is improved, such as improves steel arch-shelf I-shaped
The specification of steel；
5. when lock foot anchoring stock (pipe) maximum tension stress resists beyond the yield stress or maximum shear stress of steel pipe beyond its limit
When cutting intensity, lock foot anchoring stock (pipe) intensity or rigidity are improved, such as improves the strength grade or increase lock pin anchor of lock foot anchoring stock (pipe)
Bar (pipe) diameter, wall thickness.
When the result of calculation of each typical physical amount is without departing from permissible value, weaken the intensity of each component of supporting construction successively
Or the parameter such as rigidity, after cycle calculations when each typical physical amount calculated value is in the range of 0.8~0.9 times of its permissible value,
Then complete the support structure design of this construction operating mode (sequence).
As shown in Fig. 2 the Tunnel integration mechanical model include tunnel advanced tubule 1, steel arch-shelf 2,
Lock foot anchoring stock (pipe) 3 and its mutual constraint A, B, C, wherein q (x, y) are that the country rock for acting on supporting construction is vertically pressed
Power, e (z) represent to act on the country rock lateral pressure of supporting construction.As shown in Fig. 2-A, advanced tubule 1 and upper Pin steel arch-shelfs 2
Between using consolidation constraint；As shown in fig. 2-b, soil spring connection is arranged between advanced tubule 1 and follow-up steel arch-shelf 2；Such as Fig. 2-C
It is shown, using consolidation constraint between lock foot anchoring stock (pipe) 3 and steel arch-shelf 2.
As shown in figure 3, the longitudinal direction of advanced tubule 1 uses beam on elastic foundation modeling, led according to different phase is small in advance
The mechanical characteristic of pipe can be classified as supporting section AB, do not excavate wall rock loosening section i.e. cantilever end BC, q (x) roles of delegate are in super
The country rock vertical load of preceding ductule 1；P (x) is the elastic resistance of steel arch-shelf or country rock.Q (x) and p (x) are true with the following method
It is fixed：
Vertical country rock load is suffered by single advanced tubule：
Q (x)=γ Hx
In formula, γ is country rock unit weight；HxFor the advanced tubule buried depth at corresponding xm.
The elastic resistance of advanced tubule is：
P (x)=k ω (x)
In formula, k is expressed as the elasticity resisting coefficient of steel arch-shelf and country rock according to the difference of working procedure；
ω (x) is advanced tubule vertical deflection function.
As shown in Fig. 4-A, Fig. 4-B, steel arch-shelf 2 is considered as plane fixed arch, is simulated using beam element, is adopted between arch springing and ground
Simulated with using ground normal direction and tangential springs；Fig. 4-A are the transverse mechanical of steel arch-shelf 2 under the operating mode (sequence) for only excavating top bar
Analysis model, wherein q1(θ) represents the load that advanced tubule 1 is acted on steel arch-shelf 2 under this operating mode (sequence), P1L、P1RRespectively
Represent, the load that lock foot anchoring stock (pipe) 3 is acted on steel arch-shelf 2 at left and right sides of top bar under this operating mode (sequence)；Fig. 4-B are to have opened
Dig the transverse mechanical analysis model of steel arch-shelf 2 under the operating mode (sequence) of upper and lower step, wherein q2(θ) represents to surpass under this operating mode (sequence)
The load that preceding ductule 1 is acted on steel arch-shelf 2, P2L、P2RRepresent respectively, under this operating mode (sequence), lock pin at left and right sides of top bar
The load that anchor pole (pipe) 3 is acted on steel arch-shelf 2；Q2L、Q2RRepresent respectively, under this operating mode (sequence), get out of a predicament or an embarrassing situation the left and right sides lock pin
The load that anchor pole (pipe) is acted on steel arch-shelf 2.Q (θ) is determined in the following way：
Radial load in the range of single advanced tubule supporting is：
In formula, qiThe vertical pressure from surrounding rock being subject to for any single advanced tubule be (the interior top earth pillar body of sphere of action
Gravity)；ei(lateral pressure coefficient multiplies the lateral pressure from surrounding rock being subject to for any single advanced tubule with vertical pressure from surrounding rock
Product).
By above-mentioned radial load it is equivalent to advanced tubule diametrically, act in the range of the θ of tunnel vault 2 any single super
Load on preceding ductule is：
Q (θ)=qn/d
In formula, d is advanced tubule diameter.
Referring to Fig. 4-A, 4-B, for different construction operating modes (sequence), the horizontal country rock load of advanced tubule 1 is respectively：q1
(θ)、q2(θ)。
As shown in figure 5, lock foot anchoring stock (pipe) 3 uses friction pile unit simulation, α represents lock foot anchoring stock (pipe) 3 times pins, P0
Represent that steel arch-shelf acts on the load of lock foot anchoring stock (pipe) 3；F represents to act on the country rock frictional force on the surface of lock foot anchoring stock (pipe) 3.
Claims (7)
- A kind of 1. advanced tubule-steel arch-shelf-lock foot anchoring stock integration mechanics design methods, it is characterised in that including with Lower step：1) according to practice of construction operating mode, it is assumed that supporting construction initial design parameters, establish tunnel advanced tubule-steel arch-shelf-lock pin Anchor pole integration mechanics analysis model；2) determined to act on tunnel advanced tubule-steel arch-shelf-lock pin according to the computational methods of current Construction State and agreement The load of anchor pole integration mechanics analysis model, and structural internal force and deformation calculating are carried out, obtain each typical physical amount；3) judge whether each typical physical amount exceeds permissible value, should according to the physical quantity strengthening phase of backlog demand if exceeding Support structure design parameter, return to step 2) recalculate；If not exceeded, then progressively weaken corresponding support structure design parameter simultaneously Return to step 2) recalculate, until when the typical physical amount size obtained under the conditions of current supporting parameter is close to permissible value, Then terminate to calculate；4) according to above-mentioned steps 2), 3) carry out next work condition state calculating, until the analysis of whole circulating processes is completed, then export excellent Final supporting construction parameter design value after change.
- 2. advanced tubule-steel arch-shelf according to claim 1-lock foot anchoring stock integration mechanics design methods, its It is characterised by, it is described to act on tunnel advanced tubule-steel arch-shelf-lock foot anchoring stock integration mechanics analysis model in step 2) Load include：The reaction of bearing of the vertical and lateral pressure from surrounding rock of advanced tubule, lock foot anchoring stock and steel arch-shelf arch springing；Its In vertical and lateral pressure from surrounding rock directly act on advanced tubule structure, pass through contact of the advanced tubule structure with steel arch-shelf Indirectly-acting is in supporting construction.
- 3. advanced tubule-steel arch-shelf according to claim 2-lock foot anchoring stock integration mechanics design methods, its It is characterised by, acting on the load in the range of the θ of tunnel vault 2 on any single advanced tubule is：Q (θ)=qn/d；Wherein, d For advanced tubule diameter；qiThe vertical pressure from surrounding rock being subject to for any single advanced tubule；eiTo appoint The lateral pressure from surrounding rock that single advanced tubule of anticipating is subject to.
- 4. advanced tubule-steel arch-shelf according to claim 1-lock foot anchoring stock integration mechanics design methods, its Be characterised by, in step 3), the typical physical amount include advanced tubule maximum tension stress, advanced tubule maximum defluxion, Preliminary bracing Vault settlement, arch springing displacement, lock foot anchoring stock maximum tension stress and maximum shear stress.
- 5. advanced tubule-steel arch-shelf according to claim 4-lock foot anchoring stock integration mechanics design methods, its It is characterised by, in step 3), when each typical physical amount exceeds permissible value, supporting is answered according to the physical quantity strengthening phase of backlog demand Parameter of structure design, it is specifically divided into following five kinds of situations：When advanced tubule maximum tension stress exceeds the yield stress of steel pipe, advanced tubule intensity or rigidity are improved；When advanced tubule maximum immunity value exceeds allowed band, strengthen the rigidity of advanced tubule；When arch springing displacement exceeds allowed band, increase lock foot anchoring stock diameter or increase the contact area of arch springing and ground；When preliminary bracing Vault settlement exceeds allowed band, the rigidity of steel arch-shelf is improved, such as improves the rule of steel arch-shelf I-steel Lattice；When lock foot anchoring stock maximum tension stress exceeds its ultimate shearing strength beyond the yield stress or maximum shear stress of steel pipe, carry High lock foot anchoring stock intensity or rigidity.
- 6. advanced tubule-steel arch-shelf according to claim 5-lock foot anchoring stock integration mechanics design methods, its It is characterised by, in step 3), the typical physical amount size refers to that each typical physical amount calculated value is permissible value close to permissible value 0.8~0.9 times.
- 7. a kind of advanced tubule-steel arch-shelf-lock foot anchoring stock integration mechanical model, it is characterised in that the mechanical model includes Tunnel advanced tubule, steel arch-shelf, lock foot anchoring stock and its mutual constraint；Wherein, advanced tubule uses elastic foundation Beam model is simulated；Steel arch-shelf is simulated using beam element；Lock foot anchoring stock uses friction pile unit simulation；Interacted in mechanical model Relation includes：Using consolidation constraint between advanced tubule and upper Pin steel arch-shelfs, soil spring company is arranged between follow-up steel arch-shelf Connect, advanced tubule end is then considered as unconfined cantilever end；Using consolidation constraint between lock foot anchoring stock and steel arch-shelf；Steel arch arching Pin is simulated with ground interphase interaction using ground normal direction spring unit.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111255487A (en) * | 2020-01-23 | 2020-06-09 | 中铁第四勘察设计院集团有限公司 | Design method, device, equipment and storage medium of tunnel steel frame |
| CN111255487B (en) * | 2020-01-23 | 2022-03-11 | 中铁第四勘察设计院集团有限公司 | Design method, device, equipment and storage medium of tunnel steel frame |
| CN116906055A (en) * | 2023-09-12 | 2023-10-20 | 中南大学 | Construction method for controlling deformation of tunnel underpass railway bed and shed frame supporting structure |
| CN116906055B (en) * | 2023-09-12 | 2023-11-21 | 中南大学 | Construction method for controlling deformation of tunnel underpass railway bed and shed frame supporting structure |
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| CN107818200B (en) | 2021-02-09 |
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