CN201460905U - High-speed railway over-sized fracture surface loess tunnel primary supporting structure - Google Patents
High-speed railway over-sized fracture surface loess tunnel primary supporting structure Download PDFInfo
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- CN201460905U CN201460905U CN2009200821192U CN200920082119U CN201460905U CN 201460905 U CN201460905 U CN 201460905U CN 2009200821192 U CN2009200821192 U CN 2009200821192U CN 200920082119 U CN200920082119 U CN 200920082119U CN 201460905 U CN201460905 U CN 201460905U
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Abstract
The utility model discloses a high-speed railway over-sized fracture surface loess tunnel primary supporting structure, aiming at effectively controlling the deflection of the primary supporting and reducing the investment of engineering construction; the primary supporting structure comprises an outer lining with a closed loess surrounding rock, the outer lining is composed of an arch section (11), a side wall section (12) and an inflected arch section (13), and a side wall system anchor rod (12a) is distributed in the earth body outside the side wall section (12). The high-speed railway over-sized fracture surface loess tunnel primary supporting structure has the beneficial effects that: compared with the existing primary supporting structure, an arch part system anchor rod is omitted, the inverted arch primary support can be ensured to be closed as quickly as possible, the construction is simplified, therefore, the deflection of the primary support can be effectively controlled, and the construction safety can be effectively ensured; the structure is convenient for construction, ensures the construction and operation to be safe and saves a great quantity of investment, thereby having wide popularization and application prospect.
Description
Technical field
The utility model relates to a kind of high-speed railway tunnel, particularly high-speed railway large section loess tunnel preliminary bracing structure.
Background technology
Zhengzhou to Xi'an special line for passenger trains, total track length 458.8km is that China is article one special line for passenger trains of 350km/h in the newly-built overall trip speed in loess area.The tunnel amounts to 38 completely, always is about 77km, wherein loess tunnel length overall 50km.Lay non-fragment orbit in this Line for Passenger Transportation tunnel, require line in tunnel that the ride comfort of height is arranged, settlement after construction requires to be not more than 15mm, relative settlement between the different structure thing should be greater than 5mm, settlement Control standard height, must adopt effective liner structure, avoid because substrate is subjected to produce bigger settlement after construction after the disturbance during the operation.
The former working drawing system anchor bolt of Zheng Xi Line for Passenger Transportation loess tunnel design scheme is as follows: arch (the interior rail level 470cm of distance is with top) system anchor bolt adopts the cartridge bag anchor pole, the long 2.5m of anchor pole, abutment wall adopts the ordinary mortar anchor pole, and anchor pole is long: IV level loess 3.5m, V level loess 4.0m.Anchor pole spacing: 1.0m * 1.0m (ring * vertical).The anchor pole tail end all should be furnished with backing plate, nut.Linear meter(lin.m.) arch, every tunnel system anchor bolt quantity: IV level loess 36.25m/14.5 root, V level loess 38.75m/15.5 root.The parameter of preliminary bracing structure sees the following form:
Hence one can see that, existing large-section loess tunnel preliminary bracing structure structurally by the sprayed mortar outer lining of sealing loess country rock and be laid in the arch system anchor bolt in the soil body of arch, the abutment wall system anchor bolt in the abutment wall soil body constitutes, the effect of arch system anchor bolt, abutment wall system anchor bolt is that to improve preliminary bracing stressed, strengthens the stability of the soil body.There is the deficiency of following two aspects in this structural form: (1) arch system anchor bolt constructional difficulties, and bolthole grouting cannot say for sure to demonstrate,prove quality, applies the bad globality of instead destroying the tunnel surrounding soil; (2) it is longer to apply arch system anchor bolt required time, as the Zheng Xi visitor specially loess tunnel apply the arch system anchor bolt and need at least 2 hours time.It is bigger that the loess tunnel preliminary bracing is sunk, control badly will invade limit, and are sealings as early as possible of preliminary bracing inverted arch and control the preliminary bracing effective measures that sink.Because it is longer that construction arch system anchor bolt takes, the preliminary bracing inverted arch prolongs off-period, and it is bigger than normal finally to cause preliminary bracing to be sunk.
The utility model content
Technical problem to be solved in the utility model provides a kind of high-speed railway large section loess tunnel preliminary bracing structure, can not only control the deflection of preliminary bracing effectively, and help reducing engineering construction investment.
The technical scheme that its technical problem that solves the utility model adopts is: the utility model high-speed railway large section loess tunnel preliminary bracing structure, comprise the outer lining of sealing loess country rock, outer lining is made of arch section, abutment wall section, inverted arch section. it is characterized in that: be laid with the abutment wall system anchor bolt in the soil body outside the abutment wall section.
The beneficial effects of the utility model are, compare with existing preliminary bracing structure, have cancelled the arch system anchor bolt, make the inverted arch preliminary bracing can be closed as early as possible, have simplified construction, thereby have controlled the preliminary bracing deflection effectively, can guarantee construction safety simultaneously; Can convenient construction, can guarantee construction and operation security again, and save great amount of investment, have popularizing application prospect widely.
Description of drawings
This manual comprises as next width of cloth accompanying drawing:
Fig. 1 is the sectional schematic diagram of the utility model high-speed railway large section loess tunnel preliminary bracing structure.
Member shown in the figure, toponym and pairing mark: arch section 11, abutment wall section 12, abutment wall system anchor bolt 12a, inverted arch section 13.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is further specified.
With reference to Fig. 1, high-speed railway large section loess tunnel preliminary bracing structure of the present utility model comprises the outer lining that seals the loess country rock, and outer lining is made of arch section 11, abutment wall section 12, inverted arch section 13.Be laid with abutment wall system anchor bolt 12a in the soil body outside the abutment wall section 12.Compare with existing preliminary bracing structure, cancelled the arch system anchor bolt, make the inverted arch preliminary bracing closed as early as possible, can control the preliminary bracing deflection effectively, can guarantee construction safety simultaneously.Simplified the preliminary bracing construction, convenient construction.Cancellation arch system anchor bolt, it is long to press every 2.5m of the former design of Zheng Xi Line for Passenger Transportation arch anchor pole, and then every linear meter(lin.m.) tunnel can be reduced investment outlay 1160 yuan.
Described abutment wall system anchor bolt 12a can preferably adopt general slurry anchor pole, and the long 3.5m of anchor pole (IV level loess)～4.0m (V level loess) is blossom type and lays anchor pole spacing 1.0m * 1.0m.
The applicant chooses Zheng Xi Line for Passenger Transportation tunnel, the He Jia village and tunnel, the Hanguguan Pass respectively as subjects, content of the test comprises: have or not the anchor pole section respectively to establish four displacements and measure section, carried out vault and definitely sunk to measuring, arch springing definitely sinks to measuring, and each step abswolute level convergence measures; Have or not the anchor pole section respectively to establish two pressures from surrounding rock and measure section, carried out the measurement that country rock and preliminary bracing press power indirectly; Have or not the anchor pole section respectively to establish two stress and measure section, carried out preliminary bracing steel bearing stress and measured; To being set, the anchor pole section carried out the survey of bolt shaft strength.On-the-spot contrast test is lasted the several months, the displacement and the stress in each excavation step have been measured, obtain a large amount of metric data, by metric data is carried out statistical analysis, had, the distortion of no anchor rod experiment section, stress, pressure from surrounding rock be with the construction Changing Pattern in step, and the project data that respectively measures of test section is analyzed.
It is as follows to test obtained result:
1. average is 57mm when having the vault of arch system anchor bolt test section preliminary bracing to be deposited in the inverted arch sealing, and final average is 68.5mm; Average was 31mm when the vault of no arch system anchor bolt test section preliminary bracing was deposited in the inverted arch sealing, and final average is 40.3mm.The vault sedimentation value that arch system anchor bolt test section is promptly arranged is about 1.7 times of no arch system anchor bolt test section.Analyze reason and be mainly owing to system anchor bolt construction in arch needs the time longer, inverted arch can not be in time closed; Or construction has disturbance to country rock during anchor pole, therefore has arch system anchor bolt section preliminary bracing to sink to not having the arch system anchor bolt big.
2. have arch system anchor bolt test section arch springing converge to-28 relatively～-42mm, no arch system anchor bolt test section arch springing converges to-22 relatively～-36mm, the former is slightly larger than the latter. have arch system anchor bolt test section abutment wall restrain-22 relatively～-30mm, no arch system anchor bolt test section abutment wall restrains-17 relatively～-21mm, the former is slightly larger than the latter. and promptly have or not the arch system anchor bolt little to the influence of preliminary bracing horizontal convergence.
3. anchor pole basic pressurized in system anchor bolt test section arch, arch is arranged, the basic tension of abutment wall anchor pole, but value all less (generally being no more than 12kN).The greatest axis power of abutment wall tension anchor pole appears at first measuring point (apart from tunnel wall 40cm), reduces rapidly to country rock direction anchor pole tensile stress.As seen, anchor pole role in arch is little.
The loess tunnel length that the Zheng Xi Line for Passenger Transportation has been cancelled the arch system anchor bolt completely is 3142m, cancels arch system anchor bolt 11.4 myriametres altogether.From condition of construction, cancellation arch system anchor bolt can convenient construction, can guarantee construction and operation security again, and saves great amount of investment, has popularizing application prospect widely.
Some principles of the above the utility model high-speed railway large section loess tunnel preliminary bracing structure that just explains through diagrams, be not be the utility model to be confined to shown in and in described concrete structure and the scope of application, so every the corresponding modify and equivalent that might be utilized all belongs to the claim that the utility model is applied for.
Claims (2)
1. the preliminary bracing of high-speed railway large section loess tunnel is constructed, the outer lining that comprises sealing loess country rock, outer lining is made of arch section (11), abutment wall section (12), inverted arch section (13), it is characterized in that: be laid with abutment wall system anchor bolt (12a) in the soil body outside the described abutment wall section (12).
2. the preliminary bracing of high-speed railway large section loess tunnel is constructed according to claim 1, it is characterized in that: described abutment wall system anchor bolt (12a) adopts grouting rock bolt, and the long 3.5m～4.0m of anchor pole is blossom type and lays anchor pole spacing 1.0m * 1.0m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200821192U CN201460905U (en) | 2009-06-29 | 2009-06-29 | High-speed railway over-sized fracture surface loess tunnel primary supporting structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200821192U CN201460905U (en) | 2009-06-29 | 2009-06-29 | High-speed railway over-sized fracture surface loess tunnel primary supporting structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201460905U true CN201460905U (en) | 2010-05-12 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009200821192U Expired - Lifetime CN201460905U (en) | 2009-06-29 | 2009-06-29 | High-speed railway over-sized fracture surface loess tunnel primary supporting structure |
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| CN (1) | CN201460905U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102094654A (en) * | 2011-03-28 | 2011-06-15 | 中铁二院工程集团有限责任公司 | Three-track tunnel structure for high speed railway |
| CN103015404A (en) * | 2012-12-31 | 2013-04-03 | 中铁第四勘察设计院集团有限公司 | Partition strengthening method for tunnel passing weak stratum |
| CN104775830A (en) * | 2014-12-12 | 2015-07-15 | 中铁十九局集团有限公司 | Construction method for preliminary bracing of expansive soil tunnel arch wall |
-
2009
- 2009-06-29 CN CN2009200821192U patent/CN201460905U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102094654A (en) * | 2011-03-28 | 2011-06-15 | 中铁二院工程集团有限责任公司 | Three-track tunnel structure for high speed railway |
| CN103015404A (en) * | 2012-12-31 | 2013-04-03 | 中铁第四勘察设计院集团有限公司 | Partition strengthening method for tunnel passing weak stratum |
| CN104775830A (en) * | 2014-12-12 | 2015-07-15 | 中铁十九局集团有限公司 | Construction method for preliminary bracing of expansive soil tunnel arch wall |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term |
Granted publication date: 20100512 |
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| CX01 | Expiry of patent term |