CN203161256U - Large-span swelling rock tunnel system in severe cold area - Google Patents
Large-span swelling rock tunnel system in severe cold area Download PDFInfo
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- CN203161256U CN203161256U CN 201320106919 CN201320106919U CN203161256U CN 203161256 U CN203161256 U CN 203161256U CN 201320106919 CN201320106919 CN 201320106919 CN 201320106919 U CN201320106919 U CN 201320106919U CN 203161256 U CN203161256 U CN 203161256U
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- cold area
- severe cold
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- ditch
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Abstract
The utility model discloses a large-span swelling rock tunnel system in a severe cold area. The large-span swelling rock tunnel system comprises an insulating layer, a waterproof layer, a surrounding rock grouting and water plugging system, a lining concrete waterproof system, a construction joint waterproof system, a deformation joint waterproof system, a vault backfill slip casting waterproof system, an inner cavity ditch waterproof system, a rear lining water-draining blind ditch, an outer cavity insulation ditch, and a temperature expansion joint and inspection well sealing device, wherein the waterproof layer is arranged between a preliminary bracing of a dark cavity arch wall and a secondary lining; and the insulating layer is arranged between a preliminary bracing and the secondary lining. The large-span swelling rock tunnel system in the severe cold area not only has certain water-draining and waterproof functions, but also has good thermal insulation and cold-proof effects; and as a result, freeze thawing or frost heave caused by low temperature can be avoided when the large-span swelling rock tunnel system is used in the severe cold area, and the safe use of the tunnel is maximally guaranteed.
Description
Technical field
The utility model relates to a kind of severe cold area large span expansive rock tunnel system, relates in particular to a kind of for the tunnel system with certain anti-draining and cold-proof heat insulation effect under the large span expansive rock geomorphological environment of severe cold area.
Background technology
Expansive rock refers to those and water generation physical-chemical reaction, and the rocks that volume increases takes place in time, and the expansion of rock causes because of the water content increase, belongs to easy-weathering and softening soft rock.Expansive rock changes very responsive to environmental factors such as temperature, humidity, stress, underground water, in engineering practice, it is obvious that expansive rock usually shows as weakness, fragmentation, rheological behavior; The expansive rock problem is one of global problem of current engineering geology and rock mechanics circle.Simultaneously the anti-Drainage Design in severe cold area tunnel and construction are the difficult problem of engineering construction for many years always, at home at present still manque experience can use for reference.The formation condition of freezing damage in tunnel mainly contains two factors, and the one, temperature, variation of temperature in the tunnel, particularly lining cutting be the interior variations in temperature of country rock behind; The 2nd, moisture, lining cutting water behind and the percolating water of lining cutting cracking formation under cryogenic conditions, will produce freeze thawing or frost heaving.And in severe cold area expansion soil layer, anti-draining and the cold-proof heat insulation in tunnel are particularly more important.
The utility model content
The technical problems to be solved in the utility model is that a kind of severe cold area large span expansive rock tunnel system will be provided, and especially provides a kind of for the tunnel system with certain anti-draining and cold-proof heat insulation effect under the large span expansive rock geomorphological environment of severe cold area.
For solving the problems of the technologies described above, the utility model is achieved through the following technical solutions:
A kind of severe cold area large span of the utility model expansive rock tunnel system, comprise that ditch drainage system in insulation layer, waterproofing course, wall rock grouting blocking water system, lining concrete waterproofing system, constuction joint waterproofing system, waterproofing of movement joints system, vault backfill grouting waterproofing system, the hole, lining cutting are incubated ditch, Temperature Joint and manhole sealing device outside weeper drain, the hole behind, between dark hole arch wall preliminary bracing and secondary lining, lay described waterproofing course, described insulation layer is set between preliminary bracing and the secondary lining.Because ditch drainage system and the lining cutting existence of weeper drain behind the utlity model has well anti-drain function in waterproofing course, wall rock grouting blocking water system, lining concrete waterproofing system, constuction joint waterproofing system, waterproofing of movement joints system, vault backfill grouting waterproofing system, the hole.Owing to the existence that is incubated ditch, Temperature Joint and manhole sealing device outside insulation layer, the hole, the utility model also has certain cold-proof heat insulation effect again.
The utlity model has following technique effect:
This severe cold area large span expansive rock tunnel system had both had certain anti-drain function and had also had good cold-proof heat insulation effect, this tunnel system just can not be because of cryogenic conditions in severe cold area expansion soil layer like this, produce freeze thawing or frost heaving, farthest guaranteed the safe handling in tunnel.
Description of drawings
Fig. 1 is embodiment insulation layer schematic diagram.
Fig. 2 is embodiment constuction joint waterproofing of movement joints system schematic.
Fig. 3 is embodiment waterproofing course schematic diagram
The 1-insulation layer, 2-back sticking type rubber fastening band, buried rubber fastening band among the 3-, 4-steel limit rubber fastening band, 5-waterproofing course, 6-crag.
The specific embodiment
Below in conjunction with the drawings and specific embodiments the utility model is described in further detail.
A kind of severe cold area large span expansive rock tunnel system, comprise that ditch drainage system in insulation layer, waterproofing course, wall rock grouting blocking water system, lining concrete waterproofing system, constuction joint waterproofing system, waterproofing of movement joints system, vault backfill grouting waterproofing system, the hole, lining cutting are incubated ditch, Temperature Joint and manhole sealing device outside weeper drain, the hole behind, between dark hole arch wall preliminary bracing and secondary lining, lay described waterproofing course, described insulation layer is set between preliminary bracing and the secondary lining.
The hole section country rock of described wall rock grouting blocking water system for carrying out radially slip casting according to Different Strata and underground water developmental state.
Described lining concrete waterproofing system is the open cut tunnel lining cutting of adopting the concrete lining of waterproof concrete and adopting waterproof steel concrete.
Described constuction joint waterproofing system is buried rubber fastening band and back sticking type rubber fastening band during arch wall arranges, buried rubber fastening band during inverted arch arranges, and vertically the constuction joint place arranges steel limit rubber fastening band, one of every side.
Described waterproofing of movement joints system be deformation joint lining cutting outer rim and splash guard binding site with the polysulfide sealant shutoff, with the polysulfide sealant shutoff, all the other spaces adopt joint sealing materials filling closely knit in the lining cutting inner edge 3cm scope.
Described vault backfill grouting waterproofing system is for carrying out the Tunnel Second Lining of backfill grouting behind.
The ditch drainage system is that full tunnel arranges bilateral insulation ditch, buried ditch, center in the described hole, and buried ditch, center arranges place's manhole for per 30 meters.
Described lining cutting weeper drain is behind established the hoop blind pipe for location, ditch, buried center is set between arch wall preliminary bracing and the secondary lining.
Being incubated the ditch outside the described hole is that buried insulation underground run off is set outside the hole, tunnel, and postpone in a horizontal side hypsography low-lying place or suitable closer distance physical features lower, circuit one side the place ahead at the hole.
Described Temperature Joint is in conjunction with constuction joint Temperature Joint to be set in the tunnel, and in the 500m scope of hole, 30m arranges together, and all the other location 50m arrange together, and the same deformation joint of described Temperature Joint waterproofing work is in conjunction with the constuction joint setting.
Described manhole sealing device is in the thick rubber washer of manhole well lid and the setting of borehole wall junction.
Embodiment:
Below in conjunction with accompanying drawing; technical scheme among the utility model embodiment is carried out clear, complete description; obvious described embodiment only is an embodiment of the present utility model; not whole embodiment; based on the embodiment in the utility model; those of ordinary skills are not paying the every other embodiment that obtains under the creative work prerequisite, all belong to the scope of the utility model protection.
About the wall rock grouting blocking water system.This tunnel portal is milder, covering layer is thinner, country rock is broken, the crack is more, rich groundwater, the hole section is again the lower paragraph of temperature in the hole simultaneously, therefore, hole section 500m scope country rock is carried out radially slip casting according to Different Strata and underground water developmental state reduce the country rock void content, the slip casting degree of depth is pressed the 2m construction.
1) slip casting design and grouting parameter
A. injected hole is pressed the blossom type layout, the about 180cm of aperture circumferential distance, and the hole base ring is to the about 250cm of spacing, longitudinal pitch 260cm.Orifice tube adopts φ 50mm, and the hot rolled seamless steel tube of wall thickness 3.5mm, orifice tube should be buried underground firmly, and good only slurry measure is arranged.
B. injecting paste material employing water/binder ratio is 1: 1 cement paste, can suitably adjust according to the geological conditions needs.
C. grouting pressure: 0.5～2.0MPa should carry out on-the-spot slip casting test before the slip casting, adjusts grouting parameter according to actual conditions.
2) grouting quality requires and test stone:
A. the field technician verifies quantity, the spacing of layout, the drilling depth (must adhere to specification) of injected hole.
B. measure by percolating water, adopt methods such as boring and coring, setting-out (or air) test to detect slip casting effect in case of necessity.
Lining concrete waterproofing system, lining concrete all adopt waterproof concrete, and the dark impervious grade of hole lining concrete is not less than P10, and waterproof steel concrete is all adopted in the open cut tunnel lining cutting, and impervious grade is not less than P12.
About waterproofing course.Open cut tunnel structure peripheral hardware waterproofing course, the clay water barrier is all laid on the backfill surface.The top is established and is not less than 3% drainage grade.Be in and wash away serious open cut tunnel top in the cheuch, adopt mortar flag stone to pave.Lay the separate type waterproofing course that double-deck EVA splash guard adds geotextiles, the thickness 1.5mm of EVA splash guard, geotextiles weight 〉=400g/m2 between dark hole arch wall preliminary bracing and secondary lining.Splash guard adopt not to have the nail laying process, and geotextiles adopts nailing to be fixed on a surface just, and splash guard is by the rubber welding on sweat soldering and nailing surface, and nonwoven laying Base Smoothness should be greater than 1/10 the ratio of width (depth of groove with).
About constuction joint, waterproofing of movement joints system.Buried rubber fastening band and back sticking type rubber fastening band during arch wall arranges; Buried rubber fastening band during inverted arch arranges; Vertically the constuction joint place arranges steel limit rubber fastening band, one of every side.
Deformation joint lining cutting outer rim and splash guard binding site are with the polysulfide sealant shutoff, and with the polysulfide sealant shutoff, all the other spaces adopt the joint sealing material filling closely knit in the lining cutting inner edge 3cm scope.
About vault backfill grouting waterproofing system.Closely connected for propping up at the beginning of guaranteeing with two linings, do not form water pocket, Tunnel Second Lining is carried out backfill grouting behind.The pre-pvc pipe that pastes grouting tube employing φ 20mm, and should lay quincunx excessive slurry hole at pipe shaft, stack is the cloth hole not.Backfill grouting adopts the micro-expansibility cement mortar.
About ditch drainage system in the hole.Full tunnel arranges bilateral insulation ditch, buried ditch, center, and buried ditch, center arranges place's manhole for per 30 meters.φ 600 reinforced concrete prefabricated pipes are adopted in buried ditch, center, wall thickness 12cm, and above water pipe, establish the thick polyurethane insulation coating of the wide 10cm of 2m.
About lining cutting behind weeper drain.Location, ditch, buried center is set, establishes the hoop blind pipe between arch wall preliminary bracing and the secondary lining, form longitudinal pitch by single φ 80mm single wall punching bellows outsourcing nonwoven: be 5m in the 500m scope of hole, other arrange location, buried ditch, center is 8m; Vertically between the bottom preliminary bracing of both sides abutment wall and secondary lining, establish vertical blind pipe, formed by 1 vertical double-walled punching bellows of φ 100mm and outsourcing nonwoven.The hoop blind pipe, vertically blind pipe and horizontal aqueduct adopt four-way to connect, and encircle vertical blind pipe and catchment and directly import buried ditch, center by horizontal aqueduct.Ditch, buried center and insulation lateral sulcus location blind pipe arrange.
About being incubated the ditch outside the hole.Buried insulation underground run off is set outside the hole, tunnel, postpone in a horizontal side hypsography low-lying place or suitable closer distance physical features lower, circuit one side the place ahead at the hole, be embedded in and be not less than 25cm below the depth of frost penetration, the gradient is greater than 5 ‰, and the every 50m in gutter arranges place's manhole.Covered conduit adopts φ 600 reinforced concrete prefabricated pipes, wall thickness 6cm.The gutter end arranges heat-insulating water outlet, the heat-insulating water outlet leeward setting that faces south.
About Temperature Joint.Because variations in temperature causes that expanding with heat and contract with cold of material causes the lining cutting cracking, in conjunction with constuction joint Temperature Joint be set in the tunnel for avoiding, in the 500m scope of hole, 30m arranges together, and all the other location 50m arrange together.The same deformation joint of Temperature Joint waterproofing work is in conjunction with the constuction joint setting.
About insulation manhole sealing device.For preventing that cold air from entering manhole, cause that water freezes in the manhole, the thick rubber washer of 2cm is set to increase the manhole sealing in manhole well lid and borehole wall junction.
About insulation layer.Between preliminary bracing and the secondary lining insulation layer is set, insulation layer is arranged between preliminary bracing and the secondary lining, adds inside and outside two-layer splash guard by the thick hard polyaminoester warming plate of one deck 5cm and constitutes the arch wall setting.
Warming plate hangs and adopts the construction of splash guard connecting band hoop braces connection method, be that the first floor splash guard is not fixed in the preliminary bracing surface by there being the nail laying process with splash guard, at first floor splash guard welding waterproof lath, the warming plate circle is solid on splash guard, and second layer splash guard is welded on the circle waterproof lath that warming plate is used admittedly again.This method can guarantee the laying quality of splash guard, insulation layer, can guarantee that also the first floor splash guard is close to the slackness of crag, second layer splash guard.
Claims (10)
1. severe cold area large span expansive rock tunnel system, it is characterized in that: comprising: ditch drainage system, lining cutting are incubated ditch, Temperature Joint and manhole sealing device outside weeper drain, the hole behind in insulation layer, waterproofing course, wall rock grouting blocking water system, lining concrete waterproofing system, constuction joint waterproofing system, waterproofing of movement joints system, vault backfill grouting waterproofing system, the hole, between dark hole arch wall preliminary bracing and secondary lining, lay described waterproofing course, described insulation layer is set between preliminary bracing and the secondary lining.
2. severe cold area large span expansive rock tunnel system as claimed in claim 1 is characterized in that: the hole section country rock of described wall rock grouting blocking water system for carrying out radially slip casting according to Different Strata and underground water developmental state.
3. severe cold area large span expansive rock tunnel system as claimed in claim 1 is characterized in that: described lining concrete waterproofing system is the open cut tunnel lining cutting of adopting the concrete lining of waterproof concrete and adopting waterproof steel concrete.
4. severe cold area large span expansive rock tunnel system as claimed in claim 1, it is characterized in that: described constuction joint waterproofing system is buried rubber fastening band and back sticking type rubber fastening band during arch wall arranges, buried rubber fastening band during inverted arch arranges, vertically the constuction joint place arranges steel limit rubber fastening band, one of every side.
5. severe cold area large span expansive rock tunnel system as claimed in claim 1, it is characterized in that: described waterproofing of movement joints system is that deformation joint lining cutting outer rim and splash guard binding site are with the polysulfide sealant shutoff, with the polysulfide sealant shutoff, all the other spaces adopt the joint sealing material filling closely knit in the lining cutting inner edge 3cm scope.
6. severe cold area large span expansive rock tunnel system as claimed in claim 1 is characterized in that: described vault backfill grouting waterproofing system is for carrying out the Tunnel Second Lining of backfill grouting behind.
7. severe cold area large span expansive rock tunnel system as claimed in claim 1 is characterized in that: the ditch drainage system is that full tunnel arranges bilateral insulation ditch, buried ditch, center in the described hole, and buried ditch, center arranges place's manhole for per 30 meters.
8. severe cold area large span expansive rock tunnel system as claimed in claim 1 is characterized in that: described lining cutting weeper drain is behind established the hoop blind pipe for location, ditch, buried center is set between arch wall preliminary bracing and the secondary lining.
9. severe cold area large span expansive rock tunnel system as claimed in claim 1, it is characterized in that: being incubated the ditch outside the described hole is that buried insulation underground run off is set outside the hole, tunnel, and postpone in a horizontal side hypsography low-lying place or suitable closer distance physical features lower, circuit one side the place ahead at the hole.
10. severe cold area large span expansive rock tunnel system as claimed in claim 1, it is characterized in that: described Temperature Joint is in conjunction with constuction joint Temperature Joint to be set in the tunnel, in the 500m scope of hole, 30m arranges together, all the other location 50m arrange together, the same deformation joint of described Temperature Joint waterproofing work is in conjunction with the constuction joint setting; Described manhole sealing device is in the thick rubber washer of manhole well lid and the setting of borehole wall junction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320106919 CN203161256U (en) | 2013-03-08 | 2013-03-08 | Large-span swelling rock tunnel system in severe cold area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320106919 CN203161256U (en) | 2013-03-08 | 2013-03-08 | Large-span swelling rock tunnel system in severe cold area |
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| Publication Number | Publication Date |
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| CN203161256U true CN203161256U (en) | 2013-08-28 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201320106919 Expired - Fee Related CN203161256U (en) | 2013-03-08 | 2013-03-08 | Large-span swelling rock tunnel system in severe cold area |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104018858A (en) * | 2014-06-11 | 2014-09-03 | 云南省交通规划设计研究院 | Novel water stopping structure for tunneling seam in permafrost region |
| CN105422142A (en) * | 2015-12-12 | 2016-03-23 | 中铁十九局集团第二工程有限公司 | Construction method for high and cold region tunnel hole body water resistance |
| CN109915180A (en) * | 2019-04-01 | 2019-06-21 | 大连市市政设计研究院有限责任公司 | A kind of Tunnel Second Lining cracking method for treating seepage |
| CN109973147A (en) * | 2019-03-08 | 2019-07-05 | 中铁十九局集团第三工程有限公司 | A kind of vcehicular tunnel drainage groove applies method |
| CN113090325A (en) * | 2021-03-17 | 2021-07-09 | 中铁大桥勘测设计院集团有限公司 | Construction method for tunnel drainage ditch |
-
2013
- 2013-03-08 CN CN 201320106919 patent/CN203161256U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104018858A (en) * | 2014-06-11 | 2014-09-03 | 云南省交通规划设计研究院 | Novel water stopping structure for tunneling seam in permafrost region |
| CN105422142A (en) * | 2015-12-12 | 2016-03-23 | 中铁十九局集团第二工程有限公司 | Construction method for high and cold region tunnel hole body water resistance |
| CN109973147A (en) * | 2019-03-08 | 2019-07-05 | 中铁十九局集团第三工程有限公司 | A kind of vcehicular tunnel drainage groove applies method |
| CN109915180A (en) * | 2019-04-01 | 2019-06-21 | 大连市市政设计研究院有限责任公司 | A kind of Tunnel Second Lining cracking method for treating seepage |
| CN113090325A (en) * | 2021-03-17 | 2021-07-09 | 中铁大桥勘测设计院集团有限公司 | Construction method for tunnel drainage ditch |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130828 |