CN203476347U - Preliminary bracing device for collapsible loess tunnel - Google Patents
Preliminary bracing device for collapsible loess tunnel Download PDFInfo
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- CN203476347U CN203476347U CN201320442913.XU CN201320442913U CN203476347U CN 203476347 U CN203476347 U CN 203476347U CN 201320442913 U CN201320442913 U CN 201320442913U CN 203476347 U CN203476347 U CN 203476347U
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Abstract
The utility model discloses a preliminary bracing device for a collapsible loess tunnel. A concrete cover arch constructed out of an excavation contour line is regarded as the guiding wall of a pipe shed; the pipe shed is arranged at the arched part of the tunnel and on the side walls of the tunnel; a steel arch frame is arranged in the concrete cover arch; the pipe shed is welded with the steel arch frame; an advanced small pipe is inserted in the concrete cover arch; the upper fracture surface and the lower fracture of the steel arch frame are hinged with each other through a joist; the apex of arch of the arched part of the tunnel is 140 degrees; a double-layered pipe shed is arranged within the range of 140 degrees of the arched part of the tunnel; mortar anchor bolts are arranged on the side walls of the tunnel; feet-lock bolts are arranged on the two sides of the tunnel; root piles are arranged below the inverted arch of the tunnel; meanwhile, the filled earth of the root piles are divided into two layers; in addition, the mortar anchor blots and the feet-lock bolts are respectively welded with the steel arch frame. According to the utility model, the pipe shed is used as a skeleton, and forms a whole with the surrounding rock through the concrete cover arch, the root piles, the mortar anchor bolts and the feed-lock bolts, so that the stressed area of the bracing device is greatly enlarged, and furthermore, the stability of the loess surrounding rock and the bearing capacity of the foundation are improved; the safety in construction is effectively ensured.
Description
Technical field
The utility model relates to tunnel support device technique field, is specially a kind of preliminary bracing device for collapsible loess tunnel.
Background technology
In collapsible loess region, build tunnel and be different from other rock matter tunnels, because the soil body after collapsible loess chance water is destroyed, intensity sharply declines, easily produce distortion, so the convergence of the sedimentation of loess tunnel arch and arch springing is compared rock matter tunnel and is wanted large many, and its country rock is poor from support capacity and foundation capability, therefore, for guaranteeing the carrying out of excavation and subsequent job, the intensity from support capacity and ground that improves country rock is very crucial; The measure of mainly taking is at present for tunnel integral body, to manage frame structure weld and apply concrete jacket and encircle and give supporting, yet the caving in property of collapsible loess rock-soil layer and unstability height have increased vault sinking by a relatively large margin, on the interior steel arch frame of concrete jacket arch, section and the employing of lower section are welded simultaneously, can not process in time the problem that vault declines, and then affect the construction in tunnel; And tunnel invert place bearing capacity of foundation soil is inadequate, causes Tunnel to have potential safety hazard.
Utility model content
The technical problem that the utility model solves is to provide a kind of preliminary bracing device for collapsible loess tunnel, to solve the shortcoming in above-mentioned background technology.
The technical problem that the utility model solves realizes by the following technical solutions:
For a preliminary bracing device for collapsible loess tunnel, comprise concrete jacket arch, steel arch frame, pipe canopy, advanced tubule, joist, grouting rock bolt, lock foot anchoring stock and root pile; Wherein, pipe canopy be take concrete jacket arch that excavation contour line applies outward as guiding wall, is arranged on arch, tunnel and tunnel side wall, in concrete jacket arch, be provided with steel arch frame, pipe canopy and the welding of steel arch frame, advanced tubule inserts concrete jacket arch, and on steel arch frame, section and lower section are hinged by joist; Arch, tunnel vault is 140 °, within the scope of 140 ° of tunnel vaults, be provided with bimetallic tube canopy, on tunnel side wall, be provided with grouting rock bolt, both sides, tunnel are provided with lock foot anchoring stock, below tunnel invert, be provided with root pile, the main muscle of root pile is connected with the main muscle of tunnel invert, simultaneously root pile banket minute two-layer, upper strata is grey soil layer, and lower floor is sand pebble layer; In addition, grouting rock bolt and lock foot anchoring stock weld with steel arch frame respectively.
In the utility model, steel arch frame is I shape steelframe, and the longitudinal connecting reinforcement spacing of I shape steelframe is less than 500mm.
In the utility model, steel arch arching portion adopts aluminium alloy element to make, the load of conducting oneself with dignity and bringing to collapsible loess for alleviating steel arch frame, and other parts adopt steel member.
In the utility model, the angle that advanced tubule inserts concrete jacket arch is 5 ° ~ 10 °, and circumferential distance is 300 ~ 500mm.
In the utility model, on steel arch frame, section and lower section are hinged by joist, because arch, tunnel easily produces sinking, adopt the hinged problem that can process in time vault decline.
In the utility model, within the scope of 140 ° of tunnel vaults, be provided with bimetallic tube canopy, can effectively prevent caving in property and the sinking by a relatively large margin of the high vault causing of unstability because of collapsible loess rock-soil layer.
In the utility model, below tunnel invert, be provided with root pile, to improve tunnel invert place bearing capacity of foundation soil, be aided with 37 lime earth layer and sand pebble layer simultaneously the region soil body that lays out pile is taked to change the measure of filling out to eliminate the settlement by soaking of the tunnel arch bed rock soil body and the intensity of enhancing Rock And Soil; Changing bankets is divided into two-layerly, and upper strata adopts 37 lime earth to reduce the permeability of Rock And Soil, and lower floor adopts sandy gravel to improve the bearing capacity of bearing stratum soil, reduces part settling amount; Root pile can improve mass strength can well adapt to the narrow and small work plane in constructing tunnel region again.
Beneficial effect: the utility model be take pipe canopy to be made it and country rock forms an integral body as skeleton and by concrete jacket arch, root pile, grouting rock bolt and lock foot anchoring stock, greatly increase the lifting surface area of suspension device, thereby improved stability and the bearing capacity of foundation soil of loess country rock; Effectively guarantee construction safety.
accompanying drawing explanation
Fig. 1 is transverse cross in the utility model preferred embodiment.
Fig. 2 is longitudinal profile in the utility model preferred embodiment.
Fig. 3 is steel arch frame steelframe connection diagram in the utility model preferred embodiment.
Fig. 4 is tunnel side wall steelframe connection diagram in the utility model preferred embodiment.
Fig. 5 is root pile arrangement diagram in the utility model preferred embodiment.
the specific embodiment
For technological means, creation characteristic that the utility model is realized, reach object and effect is easy to understand, below in conjunction with concrete diagram, further set forth the utility model.
Referring to a kind of preliminary bracing device for collapsible loess tunnel of Fig. 1, Fig. 2, Fig. 3, Fig. 4, Fig. 5, comprise concrete jacket arch, steel arch frame, pipe canopy, advanced tubule, joist, grouting rock bolt, lock foot anchoring stock and root pile; Wherein, pipe canopy be take concrete jacket arch that excavation contour line applies outward as guiding wall, is arranged on arch, tunnel and tunnel side wall, in concrete jacket arch, be provided with steel arch frame, pipe canopy and the welding of steel arch frame, advanced tubule inserts concrete jacket arch, and on steel arch frame, section and lower section are hinged by joist; Arch, tunnel vault is 140 °, within the scope of 140 ° of tunnel vaults, be provided with bimetallic tube canopy, on tunnel side wall, be provided with grouting rock bolt, both sides, tunnel are provided with lock foot anchoring stock, below tunnel invert, be provided with root pile, the main muscle of root pile is connected with the main muscle of tunnel invert, simultaneously root pile banket minute two-layer, upper strata is grey soil layer, and lower floor is sand pebble layer; In addition, grouting rock bolt and lock foot anchoring stock weld with steel arch frame respectively.
In the present embodiment, in steel arch frame, between steel member, by junction plate, connect, on junction plate, be provided with bolt hole, by bolt, junction plate is fixed on to I shape steelframe.
In the present embodiment, in tunnel side wall steelframe, steel member and aluminium alloy element are hinged by connector.
In the present embodiment, the preliminary bracing device working procedure for collapsible loess tunnel comprises that (1) pipe canopy applies; (2) steel arch frame applies; (3) concrete jacket arch and grouting rock bolt, lock foot anchoring stock apply; (4) root pile applies; Specific construction step is as follows:
A. managing canopy applies
Consider caving in property and the sinking by a relatively large margin of the high vault causing of unstability because of collapsible loess rock-soil layer, within the scope of 140 ° of tunnel vaults, bilayer is set and puts pipe canopy, it is guiding wall that pipe canopy be take the concrete jacket arch applying at excavation contour line in advance outward, steel arch frame welding in pipe canopy and Transducers Embedded in Concrete cover arch, select large diameter pipe canopy, seamless steel pipe diameter is greater than 120mm; During boring, because of in the construction of soft rock-soil layer region, adopt repeatedly boring method; The outer limb of pipe canopy is determined according to the situation of the actual excavation face in tunnel, gets 1 ° ~ 3 °, is aided with superpower grouting with small pipe simultaneously, and it is 5 ° ~ 10 ° that ductule inserts angle, and circumferential distance is got 300 ~ 500mm;
B. steel arch frame applies
Steel arch frame adopts I shape steelframe, and I shape steelframe adopts aluminium alloy element in arch, and all the other positions adopt steel member, and on steel arch frame, section and lower section are hinged by joist; I shape steelframe spacing is less than 3 Pin/2m, and the longitudinal connecting reinforcement of I shape steelframe needs close arrangement spacing to be less than 500mm, the closely connected country rock of I shape steelframe, and with grouting rock bolt, lock foot anchoring stock firm welding;
C. concrete jacket arch and grouting rock bolt, lock foot anchoring stock apply
The construction of concrete jacket arch is combined closely with the construction of steel arch frame and pipe canopy, first the concrete jacket skewback plinth of constructing, after reaching intensity, founds again base concrete steel arch frame, steel arch frame is directly welded and fixed with pre-embedded steel slab, then the concrete jacket of constructing arch medial and lateral template and head plate, checking and accepting finishes after-pouring concrete, then completes boring and the mortar depositing construction of pipe canopy, form removal after maintenance completes;
By at tunnel side wall, grouting rock bolt being set, both sides, tunnel arrange lock foot anchoring stock, strengthen suspension device stress balance, make steel arch frame jointly stressed together with tunnel surrounding close-coupled with the combination unit of concrete jacket arch; The long 3.5m of grouting rock bolt, diameter 22mm, is blossom type and arranges; Lock foot anchoring stock is respectively established 3 in both sides, tunnel, adopts the seamless steel pipe of long 3.5m diameter 42mm.
In order to prevent the harm of tunnel in Loess infiltration section to tunnel, guarantee tunnel excavation and supporting safety, need to adopt strengthening measure: on steel arch frame, section and lower section are longitudinally hinged by joist, joist adopts I16 i iron, to increase lifting surface area, thereby prevent tunnel moderate finite deformation, guarantee safety for tunnel engineering;
D. root pile applies
Root pile is arranged in below tunnel invert, root pile stake is long is 3.5m, adopt indulge * horizontal stroke of 100 * 100cm() arrangement form, drilling depth is greater than designing pile length 0.5-1.0m, the main muscle welding of the main muscle of root pile and inverted arch, to guarantee the integral rigidity of Tunnel Base, pile body perfusion C25 concrete, reinforcing cage diameter, main muscle and stirrup model are determined according to job site situation and designing requirement with size.
In the present embodiment, for making root pile better bring into play the effect that it improves bearing capacity of foundation soil, the following soil body of tunnel invert is taked to change the processing of banketing, apply root pile simultaneously, changing bankets selects 37 lime earth and sandy gravel, to eliminate fundamental rock soil layer settlement by soaking, improves bearing capacity of foundation soil simultaneously; 37 lime earth and sandy gravel be layered arrangement from top to bottom, and 37 lime earth changes and fills out the degree of depth is 5m, and sandy gravel changes and fills out the degree of depth is 3.5m, the 3:7 preparation by volume of the batching of dirt, mix is even, solid colour, and control the water content (13%～20%) of dirt well, sandy gravel accomplishes that grating is good.
More than show and described basic principle of the present utility model, principal character and advantage of the present utility model.The technician of the industry should understand; the utility model is not restricted to the described embodiments; that in above-described embodiment and manual, describes just illustrates principle of the present utility model; do not departing under the prerequisite of the utility model spirit and scope; the utility model also has various changes and modifications, and these changes and improvements all fall within the scope of claimed the utility model.The claimed scope of the utility model is defined by appending claims and equivalent thereof.
Claims (4)
1. for a preliminary bracing device for collapsible loess tunnel, comprise concrete jacket arch, steel arch frame, pipe canopy, advanced tubule, joist, grouting rock bolt, lock foot anchoring stock and root pile; It is characterized in that, it is guiding wall that pipe canopy be take the concrete jacket arch that excavation contour line applies outward, be arranged on arch, tunnel and tunnel side wall, in concrete jacket arch, be provided with steel arch frame, pipe canopy and the welding of steel arch frame, advanced tubule inserts concrete jacket arch, and on steel arch frame, section and lower section are hinged by joist; Arch, tunnel vault is 140 °, within the scope of 140 ° of tunnel vaults, be provided with bimetallic tube canopy, on tunnel side wall, be provided with grouting rock bolt, both sides, tunnel are provided with lock foot anchoring stock, below tunnel invert, be provided with root pile, the main muscle of root pile is connected with the main muscle of tunnel invert, simultaneously root pile banket minute two-layer, upper strata is grey soil layer, and lower floor is sand pebble layer; In addition, grouting rock bolt and lock foot anchoring stock weld with steel arch frame respectively.
2. a kind of preliminary bracing device for collapsible loess tunnel according to claim 1, is characterized in that, steel arch frame is I shape steelframe, and the longitudinal connecting reinforcement spacing of I shape steelframe is less than 500mm.
3. a kind of preliminary bracing device for collapsible loess tunnel according to claim 1, is characterized in that, steel arch arching portion adopts aluminium alloy element to make, and other parts adopt steel member.
4. a kind of preliminary bracing device for collapsible loess tunnel according to claim 1, is characterized in that, the angle that advanced tubule inserts concrete jacket arch is 5 ° ~ 10 °, and circumferential distance is 300 ~ 500mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201320442913.XU CN203476347U (en) | 2013-07-24 | 2013-07-24 | Preliminary bracing device for collapsible loess tunnel |
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| CN201320442913.XU CN203476347U (en) | 2013-07-24 | 2013-07-24 | Preliminary bracing device for collapsible loess tunnel |
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| CN201320442913.XU Expired - Fee Related CN203476347U (en) | 2013-07-24 | 2013-07-24 | Preliminary bracing device for collapsible loess tunnel |
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Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103939112A (en) * | 2014-05-07 | 2014-07-23 | 中铁第一勘察设计院集团有限公司 | Down-cross cheuch tunnel double-layer forepoling structure |
| CN103993892A (en) * | 2014-05-29 | 2014-08-20 | 山东大学 | Supporting method for soft broken nonuniform stratum tunnel construction |
| CN104481550A (en) * | 2014-10-23 | 2015-04-01 | 中国二十冶集团有限公司 | Tunnel collapse treatment advance support method |
| CN104790971A (en) * | 2015-04-03 | 2015-07-22 | 核工业井巷建设公司 | Large pipe shed advanced pre-reinforcement method for shallow buried small-spacing rock soil tunnel construction |
| CN104963696A (en) * | 2015-07-28 | 2015-10-07 | 中国电建集团成都勘测设计研究院有限公司 | Construction method for arching tunnel bottom |
| CN105350973A (en) * | 2015-10-08 | 2016-02-24 | 同济大学 | Construction method for large-span section loess tunnel under-crossing highway |
| CN106761848A (en) * | 2017-01-17 | 2017-05-31 | 中交第二航务工程局有限公司 | The fixing means of Tunnel Engineering steel arch-shelf arch springing |
| CN106761814A (en) * | 2017-02-08 | 2017-05-31 | 海南大学 | A kind of pipe curtain and bamboo reinforcement grouted anchor bar combined retaining structure and method |
| CN109083164A (en) * | 2018-09-20 | 2018-12-25 | 中交公局海威工程建设有限公司 | Slope protection structure, tunnel advanced support structure and tunnel slope construction method |
| CN109854281A (en) * | 2019-02-01 | 2019-06-07 | 安徽建筑大学 | The method for protecting support of the lower rock compound cross-section stratum jacking construction of upper soil |
| CN110629743A (en) * | 2019-09-19 | 2019-12-31 | 中铁六局集团石家庄铁路建设有限公司 | Collapsible loess foundation treatment method |
| CN110656959A (en) * | 2019-10-31 | 2020-01-07 | 中铁二十局集团有限公司 | Large-section loess tunnel primary support limit-invasion arch-changing construction method |
| CN111691894A (en) * | 2020-06-22 | 2020-09-22 | 中铁十八局集团有限公司 | Construction process of hole pipe shed |
| CN114352321A (en) * | 2021-12-09 | 2022-04-15 | 中铁十五局集团第三工程有限公司 | Construction method of tunnel internal supporting structure for preventing collapse of surrounding rock in high-ground-stress state |
| CN116717291A (en) * | 2023-08-08 | 2023-09-08 | 深圳市特区铁工建设集团有限公司 | Safety precaution supporting equipment for tunnel construction |
-
2013
- 2013-07-24 CN CN201320442913.XU patent/CN203476347U/en not_active Expired - Fee Related
Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103939112A (en) * | 2014-05-07 | 2014-07-23 | 中铁第一勘察设计院集团有限公司 | Down-cross cheuch tunnel double-layer forepoling structure |
| CN103993892A (en) * | 2014-05-29 | 2014-08-20 | 山东大学 | Supporting method for soft broken nonuniform stratum tunnel construction |
| CN104481550A (en) * | 2014-10-23 | 2015-04-01 | 中国二十冶集团有限公司 | Tunnel collapse treatment advance support method |
| CN104790971A (en) * | 2015-04-03 | 2015-07-22 | 核工业井巷建设公司 | Large pipe shed advanced pre-reinforcement method for shallow buried small-spacing rock soil tunnel construction |
| CN104963696A (en) * | 2015-07-28 | 2015-10-07 | 中国电建集团成都勘测设计研究院有限公司 | Construction method for arching tunnel bottom |
| CN105350973A (en) * | 2015-10-08 | 2016-02-24 | 同济大学 | Construction method for large-span section loess tunnel under-crossing highway |
| CN106761848A (en) * | 2017-01-17 | 2017-05-31 | 中交第二航务工程局有限公司 | The fixing means of Tunnel Engineering steel arch-shelf arch springing |
| CN106761814A (en) * | 2017-02-08 | 2017-05-31 | 海南大学 | A kind of pipe curtain and bamboo reinforcement grouted anchor bar combined retaining structure and method |
| CN109083164A (en) * | 2018-09-20 | 2018-12-25 | 中交公局海威工程建设有限公司 | Slope protection structure, tunnel advanced support structure and tunnel slope construction method |
| CN109854281A (en) * | 2019-02-01 | 2019-06-07 | 安徽建筑大学 | The method for protecting support of the lower rock compound cross-section stratum jacking construction of upper soil |
| CN110629743A (en) * | 2019-09-19 | 2019-12-31 | 中铁六局集团石家庄铁路建设有限公司 | Collapsible loess foundation treatment method |
| CN110656959A (en) * | 2019-10-31 | 2020-01-07 | 中铁二十局集团有限公司 | Large-section loess tunnel primary support limit-invasion arch-changing construction method |
| CN111691894A (en) * | 2020-06-22 | 2020-09-22 | 中铁十八局集团有限公司 | Construction process of hole pipe shed |
| CN114352321A (en) * | 2021-12-09 | 2022-04-15 | 中铁十五局集团第三工程有限公司 | Construction method of tunnel internal supporting structure for preventing collapse of surrounding rock in high-ground-stress state |
| CN114352321B (en) * | 2021-12-09 | 2023-10-27 | 中铁十五局集团第三工程有限公司 | Construction method for supporting structure in tunnel for preventing surrounding rock from collapsing under high ground stress state |
| CN116717291A (en) * | 2023-08-08 | 2023-09-08 | 深圳市特区铁工建设集团有限公司 | Safety precaution supporting equipment for tunnel construction |
| CN116717291B (en) * | 2023-08-08 | 2023-09-29 | 深圳市特区铁工建设集团有限公司 | Safety precaution supporting equipment for tunnel construction |
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Granted publication date: 20140312 Termination date: 20160724 |