CN102226408A - A Loess Tunnel Bolt Support Device - Google Patents
A Loess Tunnel Bolt Support Device Download PDFInfo
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- CN102226408A CN102226408A CN2011101673791A CN201110167379A CN102226408A CN 102226408 A CN102226408 A CN 102226408A CN 2011101673791 A CN2011101673791 A CN 2011101673791A CN 201110167379 A CN201110167379 A CN 201110167379A CN 102226408 A CN102226408 A CN 102226408A
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Abstract
The invention provides a loess tunnel anchor bar support device, which solves the disturbed condition of the application of anchor bars in the existing loess tunnel. The device comprises an anchor part from the range 130 degrees below the arc part to a wall foot and a locking foot anchor pipe part at the arch foot and a side wall; and the 130-degree range of the arch part is the 65-degree ranges between a central line and two side walls. Compared with the same-class tunnel structure, the novel tunnel structure provided by the invention has a simpler structure, is more suitable for being used in a loess tunnel, reduces the construction procedures, improves the construction working efficiency, and can effectively reduce the construction cost.
Description
Technical field
The present invention relates to the tunnel support field, particularly relate to a kind of loess tunnel bolt support device.
Background technology
Anchor pole is the most basic ingredient of roadway support in the middle of the contemporary colliery, and it is strapped in the country rock in tunnel together, makes country rock self supporting self.Anchor pole not only is used for the mine now, also is used for engineering, and to side slope, tunnel, dam body carry out active and reinforce.
Though anchor pole has been obtained immense success in rock matter tunnel, the supporting performance in native chiltern tunnel relatively a little less than.In the existing anchor pole theory of computation, all adopt and improve the country rock physical index, but do not consider that anchor pole squeezes in the process intensity that disturbance to surrouding rock stress reduced country rock on the contrary and stable, so be not suitable for the research of existing loess tunnel anchor pole for reinforcing the soil layer effect.
The job site measures, supporting capacity and stressing conditions to anchor pole in the research loess country rock, contain uplift resistance, interface binding intensity and axial load transfer rule etc., the anchoring effect of system anchor bolt in large-section loess tunnel, the design parameters of system anchor bolt etc. has significant effect, help assessing and the supporting design parameters of optimizing the tunnel, improve the safety and the reasonability of engineering design and construction.
Domestic part Study shows, in earth tunnel, the arch of system anchor bolt, haunch anchor pole are stressed all very little, the action effect of anchor pole and mechanism of action indeterminate, and this brings very big puzzlement for design of loess tunnel.About the effect of anchor pole in the loess tunnel supporting, there are two kinds of viewpoints: a kind ofly think that the arch anchor pole is inoperative to loess tunnel, can not establish anchor pole; Another kind thinks that anchor pole plays an important role to loess tunnel, and anchor pole should be set.The mechanism of action of anchor pole is not clear, not only design brings very big difficulty to theory of computation imperfection to loess tunnel, causes confusion also for the loess tunnel construction supporting.
Summary of the invention
Technical problem to be solved by this invention provides a kind of loess tunnel bolt support device, to solve the chaotic situation that anchor pole is used in the existing loess tunnel.
In order to address the above problem, the invention discloses a kind of loess tunnel bolt support device, comprising:
130 ° of scopes are with the anchor pole part down to foundation in the arch;
Lock pin anchor tube part at arch springing and abutment wall place;
The 130 ° of scopes in described arch are center line and each scope of 65 ° of both sides abutment wall.
Preferably, described rock-bolt length is 3 meters to 5 meters.
Preferably, described anchor pole at interval 1 meter be provided with 1.
Preferably, described lock pin anchor tube length is 3 meters to 5 meters.
Preferably, the outer limb of described lock pin anchor tube is greater than or equal to 45 °.
Compared with prior art, the present invention includes following advantage:
At first, the invention provides a kind of loess tunnel bolt support device.130 ° of scopes are to be provided with anchor pole down to foundation in the arch, cancelled the system anchor bolt of similar tunnel structure 130 ° of scopes in the arch, the 130 ° of scopes in described arch are center line and each scope of 65 ° of both sides abutment wall, and at arch springing and abutment wall place lock pin anchor tube are set.Novel tunnel structure of the present invention is compared with similar tunnel structure, and structure is simpler, is adapted at more using in the loess tunnel.
Secondly, the cancellation of the invention the system anchor bolt of the 130 ° of scopes in arch, reduced direct engineering cost, reduced working procedure simultaneously, improved construction efficiency, improved economic benefit significantly, can effectively reduce construction costs.
Once more, the proposition of the invention a kind of loess tunnel bolt support device, have bigger engineering using value and learning value, the design and construction in the tunnel of later similar country rock situation is had great popularization and reference value.
Description of drawings
Fig. 1 is the structural representation described in the embodiment of the invention;
Fig. 2 is the described first kind of constructing tunnel step schematic diagram of the embodiment of the invention;
Fig. 3 is the described first kind of Tunnel Surrounding Rock Pressure distribution map of the embodiment of the invention;
Fig. 4 is the described first kind of tunnel steel arch frame of an embodiment of the invention outside stress diagram;
Fig. 5 is the inboard stress diagram of the described first kind of tunnel steel arch frame of the embodiment of the invention;
Fig. 6 is the described first kind of tunnel bolt shaft power distribution map of the embodiment of the invention;
Fig. 7 is the described second kind of constructing tunnel step schematic diagram of the embodiment of the invention;
Fig. 8 is the described second kind of Tunnel Surrounding Rock Pressure distribution map of the embodiment of the invention;
Fig. 9 is the described second kind of tunnel steel arch frame of an embodiment of the invention outside stress diagram;
Figure 10 is the inboard stress diagram of the described second kind of tunnel steel arch frame of the embodiment of the invention;
Figure 11 is the described second kind of tunnel bolt shaft power distribution map of the embodiment of the invention.
The specific embodiment
For above-mentioned purpose of the present invention, feature and advantage can be become apparent more, the present invention is further detailed explanation below in conjunction with the drawings and specific embodiments.
Problem at the chaotic situation of anchor pole application in the existing loess tunnel, the present invention has creatively proposed a kind of loess tunnel bolt support device, be at the improvement of existing loess tunnel bolt support device, make its structure simpler, be adapted at more using in the loess tunnel.
With reference to Fig. 1, provided the structural representation described in the embodiment of the invention.
Be included in the 130 ° of scopes in arch anchor pole 1 to be set down to foundation and at arch springing and abutment wall place lock pin anchor tube 2 to be set, the 130 ° of scopes in described arch are center line and each scope of 65 ° of both sides abutment wall.
The present invention determines the concrete parameter of set anchor pole and lock pin anchor tube by theory analysis.
At first, determine the concrete parameter of anchor pole:
The analytical expression of the tunnel surrounding deep displacement that draws according to the stress balance of anchor pole infinitesimal horizontal direction and in conjunction with numerical computations can be derived the theoretical expression of anchor pole internal force, and bolt shaft power can be expressed as:
According to these computational methods, that can determine anchor pole establishes the anchor range parameter.With shallow embedding, buried be example, locate to carry out bolt shaft power at vault, arch springing, abutment wall, foundation etc. respectively and calculate, must table 1.
Large-section loess tunnel becomes different angle max calculation axle power (kN) table 1 with center line
| Calculate the position | 0° | 65° | 90° | 120° |
| Shallow embedding | 0.15 | 5.2 | 13.6 | 6.6 |
| Buried | 0.18 | 6.8 | 14.3 | 8.6 |
By above result of calculation as can be known, no matter shallow embedding, buried, abutment wall and center line angle are below 65 °, and anchor pole is stressed bigger; From more than 65 ° to vault, anchor pole is stressed less.Anchor pole is stressed to distribute along tunnel perimeter according to calculating, and is judged to be effective anchoring with axle power greater than 5kN, and the anchor scope of establishing that provides large-section loess tunnel in view of the above is in the 130 ° of scopes in arch anchor pole not to be set.Therefore the position of abutment wall anchor pole is, with the both sides abutment wall of center line angle below 65 °.In loess tunnel, the length of anchor pole is generally 3 meters to 5 meters.In the present embodiment, stressed little because of anchor pole, consider that from performance anchor pole economic performance and construction operation space system anchor bolt length and spacing are still kept conventional design, length is controlled at 3.5m, and spacing is 1m * 1m.
Secondly, determine the concrete parameter of lock pin anchor tube:
Anchor tube length is determined that by the self-stable ability that the tunnel once excavates length and country rock the self-stable ability of country rock is by the angle of internal friction of rock mass
Determine that the length of ductule can be calculated as follows:
In the formula: the length of L-anchor tube (m);
The slump of H-country rock (m).
In the described two kinds of tunnel anchor tube constructions of the embodiment of the invention, according to its country rock physical index and stable case difference, and consider that anchor tube must pass the plane of fracture certain distance of front of tunnel heading, anchor tube length is between 3.5～5m.
How are the quantity that lock foot anchoring stock is provided with and the action effect of different angles, do not have clear and definite proposition in loess tunnel design in the past.Support engineering reality adopts the FLAC3D three-dimensional numerical method to calculate comparison, and result of calculation is as shown in table 2.
Different lock foot anchoring stock quantity and different angles condition calculating be comparison sheet 2 as a result
| Operating mode | Vault sinks | Arch springing sinks | Abutment wall middle part |
| 2 | 14.6 | 25 | 28.1 |
| 4 | 12.9 | 25.8 | 27.7 |
| The minimizing ratio | 11.6％ | -3.2％ | 1.4％ |
| 10° | 13.5 | 26.7 | 27.5 |
| 45° | 12.9 | 25.8 | 27.7 |
| The minimizing ratio | 4.4％ | 3.4％ | -0.7％ |
As can be seen, the supporting effect of loess tunnel lock foot anchoring stock with squeeze into angle certain relation arranged, promptly the angle with horizontal sextant angle is the bigger the better, and can draw by calculating, during lock foot anchoring stock and horizontal sextant angle 〉=45 °, effect is better.The quantity of lock foot anchoring stock can control the vault sedimentation more for a long time preferably, but arch springing settlement Control effect is general.
The present inventor combines the concrete parameter of the anchor pole and the lock pin anchor tube of theory analysis gained with practice, verify that by field practice its process is as follows:
First embodiment of the invention is the on-the-spot comparative experimental research of shallow embedding loess tunnel system anchor bolt action effect.
With reference to Fig. 2, provided the described first kind of constructing tunnel step schematic diagram of the embodiment of the invention.
The described first kind of tunnel of the embodiment of the invention, the long 1834m in tunnel, barrel section landform is smooth.The stratum has Quaternary system Holocene series slumping to pile up Q4 clayey loess, upper Pleistocene series (Q3) clayey loess, mid Pleistocene series clayey loess, chiltern loess.Tunnel test section mileage is Dk243+009～Dk242+932, about buried depth 35m, is Q3 and Q2 clayey loess, and non-settlement by soaking belongs to IV level country rock.The loess physical mechanical property index that has anchor rod experiment section and no anchor rod experiment section tunnel to pass through is basic identical, and moisture content is 13.8%, and severe is 17.4kN/m
3, liquid limit W
L=26.6%, plastic limit W
p=9.5%, index of plasticity I
p=17.1, liquidity index I
L=0.1, cohesion c=162kPa, internalfrictionangle=11.9 °.The described first kind of tunnel preliminary bracing parameter of the embodiment of the invention: the steel bow member is I20a, and spacing is 0.8m; Steel mesh reinforcement diameter phi 8mm, spacing is 20cm * 20cm; Pneumatically placed concrete intensity C25, thick 30cm; The long 3.5m of system anchor bolt, spacing is 1.0m * 1.0m, and arch springing and abutment wall place are provided with lock pin anchor tube.
The described first kind of tunnel test segment length of the embodiment of the invention is 87m, and system anchor bolt test section 49m is arranged, and lays 4 test sections altogether, and mileage is respectively: Dk243+009, Dk243+005, Dk242+987 and Dk242+980.No system anchor bolt test section 38m lays 4 test sections altogether, and mileage is respectively: Dk242+958, Dk242+960, Dk242+945 and Dk242+942.Test event: Dk243+009 and the sedimentation of Dk242+987 section test vault, horizontal convergence, pressure from surrounding rock, steelframe stress and bolt shaft power; Dk242+960 and Dk242+945 section content measurement are vault sedimentation, horizontal convergence, pressure from surrounding rock, steelframe stress, and all the other sections are only tested vault sedimentation and horizontal convergence.
At first, vault and arch springing sedimentation are analyzed:
Have, vault, arch springing sedimentation value (unit: mm) table 3 during the sealing of each section of no anchor pole section
Data by table 3 can draw, and the vault sedimentation of the vault sedimentation of anchor rod experiment section greater than no anchor rod experiment section arranged.Main cause, on the one hand be that anchor pole applies and prolonged off-period on the one hand and (have the anchor rod experiment section to be generally 7-13 days off-period, no anchor rod experiment section was generally 5-7 days off-period), increased operation on the other hand, and anchor bolt construction can produce disturbance to country rock.
Secondly, relative convergence is analyzed to level:
Have, convergency value statistical analysis (unit: mm) table 4 when no anchor pole Duan Chuzhi level restrains the sealing of each section relatively
By the data of table 4 as can be seen, the preliminary bracing of anchor pole section arch springing arranged converge to-28 relatively～-43mm, the preliminary bracing of no anchor pole section arch springing converge to-22 relatively～-36mm, the former is slightly larger than the latter; The preliminary bracing of anchor pole section abutment wall arranged be converged in-22 relatively～-30mm, the preliminary bracing of no anchor pole section abutment wall be converged in-17 relatively～-21mm, the former is slightly larger than the latter.As can be known, there have anchor pole section arch springing level to be converged in each step allocation proportion relatively to be more even, but it is outstanding not have the anchor pole section horizontal convergence ratio of topping bar.The inverted arch sealing time has anchor rod experiment section level restrain ratio relatively and does not have anchor rod experiment section level and restrain the ratio height relatively.
Once more, pressure from surrounding rock is analyzed:
With reference to Fig. 3, provided the described first kind of Tunnel Surrounding Rock Pressure distribution map of the embodiment of the invention.
Wherein unit is MPa, and red line (a) is no anchor rod experiment section test data, and blue line (b) is for there being anchor rod experiment section test data.From distribution form, have, the country rock of no anchor rod experiment section-preliminary bracing contact pressure distributes and all have the bias voltage feature, but country rock-preliminary bracing contact pressure of not having an anchor rod experiment section distributes comparatively inhomogeneous.From value, the country rock of no anchor rod experiment section-preliminary bracing contact pressure is mostly greater than the country rock that the anchor rod experiment section is arranged-preliminary bracing contact pressure.Both maximum value ratios are 1.6 (282.84MPa/172.59MPa).
Once more, steel bow member stress is analyzed:
With reference to Fig. 4, provided the described first kind of tunnel steel arch frame of embodiment of the invention outside stress diagram.
With reference to Fig. 5, provided the inboard stress diagram of the described first kind of tunnel steel arch frame of the embodiment of the invention.
Wherein unit is MPa, and "+" is that pulling force, "-" are pressure.From distribution form, have, no anchor rod experiment section steel bow member stress distribution is all inhomogeneous, in most cases arch stress is greater than abutment wall and inverted arch stress.From value, there is anchor pole section maximum compressive to reach-846.9kN, no anchor pole section maximum compressive reaches-827.9kN, and both relatively have, no anchor pole is little to steel bow member stressing influence.
Once more, bolt shaft power is analyzed:
With reference to Fig. 6 (a) and Fig. 6 (b), provided the described first kind of tunnel bolt shaft power distribution map of the embodiment of the invention.
Wherein unit is MPa, and "+" is that pulling force, "-" are pressure.According to test data as can be known, bolt shaft power is generally very little, and the arch maximum value is less than 12kN, and the abutment wall maximum value is generally about 10kN, has only a point to reach 37kN; The final result of pull-out test shows as that anchor pole finally is pulled out and the body of rod is still complete, the part pull-out test is inconsistent in this phenomenon and the rock plastid, in the rock plastid, when bonding between slurry and rock mass was strong, the destruction of pull-out test mostly was extracting or breaking of rod body material.And in loess tunnel because adhesion strength is stronger between the body of rod and slurry, and the bonding of slurry and loess country rock a little less than, destruction only occurs over just on the interface between slurry and country rock, so bolt shaft power is generally less.And for abutment wall place anchor pole, from duration curve as can be seen, increase gradually at the digging process axis force of anchor, axis force of anchor reduces gradually after the section sealing, tend towards stability at last, this explanation abutment wall anchor pole has been brought into play certain tension effect at work progress, simultaneously for shallow tunnel, abutment wall place anchor pole can also be born the effect of part from the slip-crack surface of face of land generation, plays certain shearing resistance effect.
At last, test data is carried out Macro or mass analysis:
Have, no system anchor bolt test section result of the test statistical form 5
Data by table 5 can draw, and have that the system anchor bolt test section is bigger by about 40% than the vault sedimentation value of no system anchor bolt test section, horizontal convergence both soil pressures of big 25% left and right sides and steelframe stress is more or less the same; Bolt shaft power is less, generally is no more than 12kN, and arch anchor pole pressurized, and abutment wall place anchor pole presents tension state.Analyzing data can find, the supporting effect of arch anchor pole is also not obvious.
Second embodiment of the invention is the on-the-spot comparative experimental research of buried loess tunnel system anchor bolt action effect.
With reference to Fig. 7, provided the described second kind of constructing tunnel step schematic diagram of the embodiment of the invention.
The described second kind of tunnel of the embodiment of the invention, landform of living in is smooth, and the stratum is a Quaternary system Holocene series slumping accumulation horizon (Q4), loess, the layer of sand of upper Pleistocene series (Q3) aeolian accumulation and alluvium, mid Pleistocene series (Q2) loess, layer of sand, layer of gravel.The tunnel penetrating ground is the chiltern loess of Q3, and non-settlement by soaking belongs to IV level country rock.The long 7851m in tunnel, the excavation span reaches 15.2m, height 13.2m, the test section edpth of tunnel is about 110m, buries the criteria for classifying according to the railway tunnel depth, test section belongs to deep tunnel.The test section mileage is positioned at DK272+085～DK273+075, and the physical mechanical property index of loess is basic identical in the test section, its moisture content w=11.8%, severe γ=16.1kN/m3, liquid limit W
L=26.5%, plastic limit W
p=17.1%, index of plasticity I
p=9.4, liquidity index I
L=-0.77, cohesion c=24kPa, internalfrictionangle=26.5 °.The described second kind of tunnel preliminary bracing parameter of the embodiment of the invention: the steel bow member is an I20a type i iron, apart from 0.8m; The steel mesh reinforcement diameter is φ 8mm, spacing 20cm * 20; The pneumatically placed concrete strength grade is C25, thick 30cm; The long 3.5m of system's anchor, spacing 1.0m * 1.0m, and arch springing and abutment wall place establish lock pin anchor tube.Lining cutting is the steel concrete of C35, thick 0.5m.
The described second kind of tunnel test segment length of the embodiment of the invention is 87m, and anchor pole segment length 45m is wherein arranged, and lays 3 test sections altogether and is respectively DK273+005, DK273+015 and DK273+020; No anchor pole segment length 42m is respectively DK273+040, DK273+055 and DK273+062.Test event comprises: DK273+005 and the sedimentation of DK273+015 section test vault, horizontal convergence, pressure from surrounding rock, steelframe stress and bolt shaft power; DK273+040 and DK273+055 section content measurement are vault sedimentation, horizontal convergence, pressure from surrounding rock, steelframe stress.
At first, vault and arch springing sedimentation are analyzed:
Have, vault, arch springing sedimentation value (unit: mm) table 6 during the sealing of each section of no anchor pole section
By the data of table 6 as can be seen, be 143～147mm when having the vault of anchor rod experiment section preliminary bracing to be deposited in just sealing, average is 145mm.The vault sedimentation of no anchor rod experiment section preliminary bracing (wherein DK273+045 section vault sedimentation measuring point destroys, during analysis based on other three sections) is 131～159mm when sealing just, and average is 148mm.As seen, there is the vault sedimentation of anchor rod experiment section to equate substantially with the vault sedimentation of no anchor rod experiment section.This mainly be because have, off-period of no anchor rod experiment section is all longer, major part is about 24～28 days.
Secondly, relative convergence is analyzed to level:
Have, convergency value statistical analysis (unit: mm) table 7 when no anchor pole Duan Chuzhi level restrains the sealing of each section relatively
By the data of table 7 as can be seen, the preliminary bracing of anchor pole section arch springing arranged converge to-55 relatively～-71mm, the preliminary bracing of no anchor pole section arch springing converge to-48 relatively～-106mm, the former is slightly less than the latter; The preliminary bracing of anchor pole section abutment wall arranged be converged in-40 relatively～-60mm, the preliminary bracing of no anchor pole section abutment wall be converged in-30 relatively～-86mm, the former is slightly less than the latter; The relative convergence of both arch springing preliminary bracings all is slightly larger than the relative convergence of abutment wall preliminary bracing.Find that in conjunction with the site operation situation the relative convergence ratio of arch springing level that has each step construction of anchor rod experiment section to cause is more even, but do not have the anchor rod experiment section top bar excavation to the arch springing level relatively convergence start to control to make and use.Having anchor rod experiment section level to restrain ratio relatively during sealing does not just have anchor rod experiment section level and restrains the ratio height relatively.
Once more, pressure from surrounding rock is analyzed:
With reference to Fig. 8, provided the described second kind of Tunnel Surrounding Rock Pressure distribution map of the embodiment of the invention.
Wherein unit is MPa, and red line (a) is no anchor rod experiment section test data, and blue line (b) is for there being anchor rod experiment section test data.From distribution form, have, the country rock of no anchor rod experiment section-preliminary bracing contact pressure distributes and all have the bias voltage feature, but have country rock-preliminary bracing contact pressure of anchor rod experiment section to distribute more inhomogeneous.From value, have, the country rock-preliminary bracing contact pressure of no anchor rod experiment section has size mutually, in general, has the anchor rod experiment section bigger.Both maximum value ratios are 1.4 (being 246.89MPa/181.88MPa).
Once more, steel bow member stress is analyzed:
With reference to Fig. 9, provided the described second kind of tunnel steel arch frame of embodiment of the invention outside stress diagram;
With reference to Figure 10, provided the inboard stress diagram of the described second kind of tunnel steel arch frame of the embodiment of the invention.
Wherein unit is MPa, and "+" is that pulling force, "-" are pressure.From distribution form, have, no anchor rod experiment section steel bow member stress distribution is all inhomogeneous, in most cases arch stress is greater than abutment wall and inverted arch stress.From value, it is-167.5MPa that inboard maximum value is-221.6MPa that anchor pole section steel bow member outside maximum compressive is arranged; The tensile stress of the maximum in the outside is 335.6MPa (has at 2 outside in the construction and reach about 360MPa), and the tensile stress of inboard maximum is 24.3MPa (outside has any to reach about 91.6MPa in the construction).No anchor pole section steel bow member outside maximum compressive be-173.8MPa, and inboard maximum value is-192.5MPa, and the tensile stress of the maximum in the outside is 111.1MPa, and the tensile stress of the maximum of inboard is 164.17MPa.As seen both contrast, and has, the inside and outside side pressure stress of no anchor rod experiment section steel bow member is suitable, but anchor rod experiment section steel bow member outside tensile stress is arranged greater than tensile stress outside the no anchor rod experiment section steel bow member.From work progress and value, no anchor rod experiment section is stressed more favourable.
Once more, bolt shaft power is analyzed:
With reference to Figure 11 (a) and Figure 11 (b), provided the described second kind of tunnel bolt shaft power distribution map of the embodiment of the invention.
Wherein unit is MPa, and "+" is that pulling force, "-" are pressure.According to test data as can be known, final bolt shaft power is generally very little, and the arch maximum value is less than-19kN, and the abutment wall maximum value is generally less than 10kN, has only 2 some maximums, is respectively 15.9 and 17.8kN; The equal pressurized of arch anchor pole, and from duration curve as can be seen, pressure increases gradually in whole construction course, tends towards stability at last.The most of tension of abutment wall position anchor pole, and from duration curve as can be seen, increase gradually at the digging process axis force of anchor, axis force of anchor reduces gradually after the section sealing, tend towards stability at last, this explanation abutment wall anchor pole has been brought into play certain tension effect at work progress.
At last, test data is carried out Macro or mass analysis:
Have, no system anchor bolt test section result of the test statistical form 8
The data that provided by table 8 have vault sedimentation value, the arch springing sedimentation value of system anchor bolt test section and no system anchor bolt test section as can be known, and it is equal substantially to reach the horizontal convergence value; Two test section pressures from surrounding rock and steelframe stress are more or less the same; Bolt shaft power is less, generally is no more than 12kN, and the arch pressurized, the abutment wall tension.Analyze data and can find the supporting and the DeGrain of arch system anchor bolt,
By above shallow embedding, buried two embodiment as can be known, the anchor pole of abutment wall is reliable in the loess tunnel.For the shallow embedding large-section loess tunnel, behind the arch cancellation system anchor bolt, can shorten the engineering time of each operation, compare to be provided with and help controlling surrouding rock deformation under the anchor pole situation on the contrary.For buried large-section loess tunnel, rock deformation is suitable down for two kinds of situations (being provided with or not being provided with system anchor bolt), under two kinds of situations, the equal no significant differences of both items such as field measurement country rock-just prop up contact pressure, steelframe stress, lining cutting reinforcement stresses and substep sedimentation, can cancel the arch anchor pole, to simplify working procedure, save construction investment.The field measurement explanation, arch anchor pole effect is not obvious, and the anchor pole of abutment wall can bear the necessarily pulling force and the shearing of degree of holding.
In sum, at first based on the result of above-mentioned theory analysis and on-the-spot contrast test, in the 130 ° of scopes in suggestion large-section loess tunnel arch anchor pole is not set, this scope is to be provided with anchor pole down to foundation, lock pin anchor tube is obvious to control supporting sinking, metamorphosis, lock pin anchor tube, all the other parameter constants of anchor pole are strengthened in suggestion.Therefore novel tunnel structure of the present invention is compared with similar tunnel structure, and structure is simpler, is adapted at more using in the loess tunnel.
Secondly, the cancellation of the invention the system anchor bolt of the 130 ° of scopes in arch, reduced direct engineering cost, reduced working procedure simultaneously, improved construction efficiency, improved economic benefit significantly, can effectively reduce construction costs.
Once more, the cancellation of the invention the system anchor bolt of the 130 ° of scopes in arch, in 9 loess tunnels, successively use respectively, use the tunnel total length and amount to 3142m, cancellation arch anchor pole amounts to 114123m, and through the engineering practice check, large-section loess tunnel cancellation arch system anchor bolt is feasible.And reduced direct engineering cost, reduced working procedure simultaneously, improved construction efficiency, improved economic benefit significantly, can effectively reduce construction costs.
Once more, the proposition of the invention a kind of loess tunnel bolt support device, have bigger engineering using value and learning value, the design and construction in the tunnel of later similar country rock situation is had great popularization and reference value.
More than to loess tunnel bolt support device provided by the present invention, be described in detail, used specific case herein principle of the present invention and embodiment are set forth, the explanation of above embodiment just is used for helping to understand method of the present invention and core concept thereof; Simultaneously, for one of ordinary skill in the art, according to thought of the present invention, the part that all can change in specific embodiments and applications, in sum, this description should not be construed as limitation of the present invention.
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| CN103244147A (en) * | 2013-05-14 | 2013-08-14 | 中铁二十一局集团第四工程有限公司 | Construction method for locking anchor tubes of tunnel anchor-plate retaining steel frames |
| CN108005676A (en) * | 2017-12-18 | 2018-05-08 | 西安科技大学 | A kind of soft rock tunnel side wall asymmetric method for protecting support |
| CN108087030A (en) * | 2017-11-16 | 2018-05-29 | 长安大学 | A kind of data analysing method of system anchor bolt effect contrast test |
| CN109057831A (en) * | 2018-10-30 | 2018-12-21 | 湖南科技大学 | A kind of partition type suspension device and method for protecting support for underground large section roadway |
| CN110276097A (en) * | 2019-05-09 | 2019-09-24 | 西南交通大学 | Design method of rock bolt support for tunnel face |
| CN117272457A (en) * | 2023-09-07 | 2023-12-22 | 山东高速基础设施建设有限公司 | Comprehensive evaluation method for highway tunnel supporting system |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19925109C1 (en) * | 1999-06-01 | 2000-06-21 | Max Aicher | Method for producing point on anchor bar of steel for rock and tunnel structure involves steel bar separated and point formed at dividing point, bar being heated at predetermined point of its length and tractive force applied |
| CN101230784A (en) * | 2008-01-31 | 2008-07-30 | 长安大学 | Tunnel Steel Arch Frame Lock Foot Anchor Mesh Spray Combination Structure |
| CN101592032A (en) * | 2009-06-29 | 2009-12-02 | 中铁二院工程集团有限责任公司 | Wear the preliminary bracing structure of speedway uneven strata large section tunnel under the shallow embedding |
-
2011
- 2011-06-21 CN CN2011101673791A patent/CN102226408A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19925109C1 (en) * | 1999-06-01 | 2000-06-21 | Max Aicher | Method for producing point on anchor bar of steel for rock and tunnel structure involves steel bar separated and point formed at dividing point, bar being heated at predetermined point of its length and tractive force applied |
| CN101230784A (en) * | 2008-01-31 | 2008-07-30 | 长安大学 | Tunnel Steel Arch Frame Lock Foot Anchor Mesh Spray Combination Structure |
| CN101592032A (en) * | 2009-06-29 | 2009-12-02 | 中铁二院工程集团有限责任公司 | Wear the preliminary bracing structure of speedway uneven strata large section tunnel under the shallow embedding |
Non-Patent Citations (4)
| Title |
|---|
| 杨建民等: "浅埋大断面黄土隧道下穿高速公路设计方案研究", 《现代隧道技术》 * |
| 谭忠盛等: "大断面浅埋黄土隧道锚杆作用效果的试验研究", 《岩土力学》 * |
| 谭忠盛等: "大断面深埋黄土隧道锚杆作用效果的试验研究", 《岩石力学与工程学报》 * |
| 路军富等: "高速铁路深埋黄土隧道变形模式及锚杆作用机理研究", 《隧道建设》 * |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103244147A (en) * | 2013-05-14 | 2013-08-14 | 中铁二十一局集团第四工程有限公司 | Construction method for locking anchor tubes of tunnel anchor-plate retaining steel frames |
| CN103244147B (en) * | 2013-05-14 | 2014-12-17 | 中铁二十一局集团第四工程有限公司 | Construction method for locking anchor tubes of tunnel anchor-plate retaining steel frames |
| CN108087030A (en) * | 2017-11-16 | 2018-05-29 | 长安大学 | A kind of data analysing method of system anchor bolt effect contrast test |
| CN108005676A (en) * | 2017-12-18 | 2018-05-08 | 西安科技大学 | A kind of soft rock tunnel side wall asymmetric method for protecting support |
| CN108005676B (en) * | 2017-12-18 | 2019-07-26 | 西安科技大学 | A kind of asymmetrical support method for side wall of soft rock tunnel |
| CN109057831A (en) * | 2018-10-30 | 2018-12-21 | 湖南科技大学 | A kind of partition type suspension device and method for protecting support for underground large section roadway |
| CN110276097A (en) * | 2019-05-09 | 2019-09-24 | 西南交通大学 | Design method of rock bolt support for tunnel face |
| CN117272457A (en) * | 2023-09-07 | 2023-12-22 | 山东高速基础设施建设有限公司 | Comprehensive evaluation method for highway tunnel supporting system |
| CN117272457B (en) * | 2023-09-07 | 2024-06-07 | 山东高速基础设施建设有限公司 | Comprehensive evaluation method for highway tunnel supporting system |
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Application publication date: 20111026 |