CN208594436U - A kind of Resistant heave high-speed railway rock chasm structuref - Google Patents
A kind of Resistant heave high-speed railway rock chasm structuref Download PDFInfo
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- CN208594436U CN208594436U CN201820859735.3U CN201820859735U CN208594436U CN 208594436 U CN208594436 U CN 208594436U CN 201820859735 U CN201820859735 U CN 201820859735U CN 208594436 U CN208594436 U CN 208594436U
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- 239000011435 rock Substances 0.000 title claims abstract description 82
- 238000004873 anchoring Methods 0.000 claims description 16
- 229910000831 Steel Inorganic materials 0.000 claims description 15
- 239000010959 steel Substances 0.000 claims description 15
- 230000008961 swelling Effects 0.000 claims description 10
- 239000004575 stone Substances 0.000 claims description 5
- 230000002787 reinforcement Effects 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 238000007569 slipcasting Methods 0.000 claims description 2
- 239000012634 fragment Substances 0.000 abstract description 7
- 230000003044 adaptive effect Effects 0.000 abstract description 3
- 239000010410 layer Substances 0.000 description 10
- 238000010276 construction Methods 0.000 description 9
- 238000000034 method Methods 0.000 description 6
- 239000002689 soil Substances 0.000 description 5
- 239000004568 cement Substances 0.000 description 4
- 239000003245 coal Substances 0.000 description 3
- 230000007812 deficiency Effects 0.000 description 2
- 239000011229 interlayer Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241000208340 Araliaceae Species 0.000 description 1
- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 description 1
- 235000003140 Panax quinquefolius Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 235000008434 ginseng Nutrition 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
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Abstract
A kind of Resistant heave high-speed railway rock chasm structuref, to increase substantially rock chasm structuref to the adaptive faculty of arch deformation, biggish expansive rock arch deformation, the side's of deep-cutting soft rockmass deformation of creep and frost zone deformation etc. is avoided to impact non-fragment orbit high-speed railway.Include: prestress anchorage cable, is in a row arranged at intervals in rock foundation；Vertical anchor pole, with the prestress anchorage cable certain depth arranged in a crossed manner in rock foundation；Supporting beam is arranged at the top of prestress anchorage cable, vertical anchor pole along route longitudinal gap, and slotting enters rock foundation certain depth, and top is higher by rock foundation top surface；Waterproof layer is arranged at the top of the ground Rock between adjacent supports beam；Support plate is arranged at the top of supporting beam, and forms rigid connection therewith, and there are sufficient space distances for bottom surface and ground Rock top surface；Roadbed filling body, placement in layers is at the top of support plate；Lateral sulcus is drained, is arranged in chasm structuref two sides.
Description
Technical field
The utility model relates to geotechnical engineering, in particular to a kind of Resistant heave high-speed railway rock chasm structuref.
Background technique
High-speed railway especially non-fragment orbit railway is very strict to the Deformation control of roadbed, under normal conditions high-speed railway
Roadbed be solve sedimentation and deformation based on, but when its in the form of cutting by swelling rock ground, the side's of deep-cutting soft rockmass ground and
When frozen ground regions, it may appear that following technical problem: swelling rock ground can generate very big upward when moisture increases
Expansive force；For the side's of deep-cutting soft rockmass under very big Unloading Effect, rock mass can generate upward creep or Rheological Deformation, and continue
Time is very long；Frozen ground regions freeze Rock And Soil in deep coverage and circulation frost-heaving deformation occur.When the expansion of above-mentioned appearance
Rock arch deformation, the side's of deep-cutting soft rockmass creep, Rheological Deformation and frost-heaving deformation, usually under Large Elastic plastic Deformation, arch up power
Can be very big, this will seriously affect the operation security of high-speed railway, and is difficult to repair under technical conditions before the Amoebida that arches up and adopt
Effective measures are taken to solve.
In the application for a patent for invention prospectus of application number 201710603423.6, the applicant discloses a kind of nothing
Tiny fragments of stone, coal, etc. track railway swelling rock chasm structuref and construction method, this method propose one kind by prestress anchorage cable+anchor tie plate+release
Hole combination anti-upper arch structure, but such structure due to the contact area of anchor tie plate and swelled rock and soil it is larger, need on biggish
Encircle resistance, the discharge space of pressure relief vent is relatively limited, thus the structure for arch the very big situation adaptability of deflection compared with
Difference or the setting quantity for needing to greatly increase prestress anchorage cable, investment are significantly increased.
In the application for a patent for invention prospectus of application number 201710609816.8, the applicant discloses a kind of no tiny fragments of stone, coal, etc.
Track railway expensive soil cutting structure and construction method, this method are mainly used in expansive soil foundation, and the deformation equally discharged is empty
Between it is limited, such as need to increase CFG setting depth and density fully against larger arch power, construction investment increases, simultaneously
The arch power that swelled ground deformation generates also is significantly less than swelling rock foundation condition.
In the application for a patent for invention prospectus of application number 201720880882.4, the applicant discloses a kind of nothing
Tiny fragments of stone, coal, etc. rail high speed railway expensive soil cutting ruggedized construction.In the application for a patent for invention of application number 201610029615.6, explanation is disclosed
In book, the applicant discloses a kind of rich water ground frost heaving resistant ballastless track roadbed structure, both structures are substantially to pass through stake
Base and loading plate undertake train and upper load, and part is discharged by setting buffer layer and is arched up power, this textured buffer layers
Thickness is set and deformation modulus selection is complex, the arch deformation space provided is not easy to control, has in addition used pile foundation knot
Structure, construction investment are larger.
For this purpose, being solved present applicant has proposed a kind of new Resistant heave high-speed railway rock chasm structuref and design method
Deficiency present in above-mentioned patent application, and there is better anti-arch deformability, better economy, design method
And structure construction is simple, easy to operate.
Utility model content
The technical problem to be solved by the utility model is to provide a kind of Resistant heave high-speed railway rock chasm structurefs, with big
Amplitude improves rock chasm structuref to the adaptive faculty of arch deformation, avoids biggish expansive rock arch deformation, the side's of deep-cutting soft rockmass
The deformation of creep and frost zone deformation etc. impact non-fragment orbit high-speed railway.
It is as follows that the utility model solves the technical solution that above-mentioned technical problem is taken:
A kind of Resistant heave high-speed railway rock chasm structuref of the utility model, it is characterized in that it includes: prestress anchorage cable,
It is in a row arranged at intervals in rock foundation, anchoring section is located at swelling rock climate influenced layer or less, the side's of deep-cutting soft rockmass unloads
Press the zone of influence or less or frost zone influence depth or less；Vertical anchor pole, it is arranged in a crossed manner in rock with prestress anchorage cable
Certain depth in base；Supporting beam is arranged at the top of prestress anchorage cable, vertical anchor pole along route longitudinal gap, and slotting enters rock
Ground certain depth, top are higher by rock foundation top surface；The ground Rock top between adjacent supports beam is arranged in waterproof layer
Portion；Support plate is arranged at the top of supporting beam, and forms rigid connection therewith, and there are enough skies for bottom surface and ground Rock top surface
Between distance；Roadbed filling body, placement in layers is at the top of support plate；Lateral sulcus is drained, is arranged in chasm structuref two sides.
The utility model has the beneficial effects that greatly reducing arch using supporting beam and the lesser contact area of rock foundation
There are the arch deformation spaces of rock foundation for influence of the power to top railway bed structure, support plate and rock foundation, therefore can
Rock chasm structuref is increased substantially to the adaptive faculty of arch deformation, avoids biggish expansive rock arch deformation, the side of deep-cutting soft
The rock deformation of creep and frost zone deformation etc. impact non-fragment orbit high-speed railway, and the design method of proposition is available
In instructing engineering design and construction；Construction is simple, construction investment is low, and design is simple and easy, has popularization and application foreground, and meet
The requirement of environmental protection.
Detailed description of the invention
This specification includes following three width attached drawing:
Fig. 1 is a kind of schematic cross-sectional view of Resistant heave high-speed railway rock chasm structuref of the utility model；
Fig. 2 is a kind of schematic longitudinal section of Resistant heave high-speed railway rock chasm structuref of the utility model；
Fig. 3 is a kind of basic plane schematic diagram of Resistant heave high-speed railway rock chasm structuref of the utility model.
Component name and corresponding label be shown in figure: prestress anchorage cable 1, vertical anchor pole 2, supporting beam 3, waterproof layer 4,
Support plate 5, roadbed filling body 6, draining lateral sulcus 7, rock foundation A, non-arch deform zone of influence B.
Specific embodiment
The present invention will be further described with reference to the accompanying drawings and examples:
Referring to FIG. 1, FIG. 2 and FIG. 3, a kind of Resistant heave high-speed railway rock chasm structuref of the utility model includes: prestressing force
Anchor cable 1 is in a row arranged at intervals in rock foundation A, and it is soft that anchoring section is located at swelling rock climate influenced layer or less, the side of deep-cutting
Below the matter rock release zone of influence or below frost zone influence depth；Vertical anchor pole 2, it is arranged in a crossed manner with prestress anchorage cable 1
The certain depth in rock foundation A；Supporting beam 3, along the setting of route longitudinal gap at the top of prestress anchorage cable 1, vertical anchor pole 2,
Slotting enters rock foundation A certain depth, and top is higher by the top surface rock foundation A；Waterproof layer 4, setting adjacent supports beam 3 it
Between ground Rock A at the top of；Support plate 5, setting form rigid connection at 3 top of supporting beam therewith, bottom surface and ground basement rock
There are sufficient space distances for the top surface stone A；Roadbed filling body 6, placement in layers is at 5 top of support plate；Lateral sulcus 7 is drained, is arranged on road
Moat structure two sides.
Referring to Fig.1, supporting beam 3 and rock foundation A contact area are smaller, resist the railway bed structure on top lesser
Arch up power.Enough space lengths are reserved between support plate 5 and rock foundation A, deforming the arch of rock foundation A has enough
Deformation space, and support plate 5 will not directly be acted on.Using support plate 5, supporting beam 3, roadbed filling body 6 self weight can
To resist the arch power that rock foundation A passes to supporting beam 3, when being enough to resist arch power from gravity, pre- in the structure is answered
Power anchor cable 1 can be not provided with, and when resistance deficiency, the remaining arch power in addition to resistance of being self-possessed is mentioned by prestress anchorage cable 1
For.The setting of vertical anchor pole 2 can provide larger upward support force for supporting beam 3, avoid top train dynamic stress repeated action
Lower supporting beam 3 and rock foundation A impact deterioration foundation condition.The setting of waterproof layer 4 is the shadow in order to avoid water to rock foundation A
It rings, avoids or reduce arch power, draining lateral sulcus 7 is then conducive to quickly exclude surface water outside roadbed.
Referring to Fig.1, the anchoring section of the prestress anchorage cable 1 is fully located in the non-arch deformation zone of influence B of rock cutting.
The vertical anchor pole 2 uses large-diameter borehole anchor pole, and bore diameter is generally 150mm, and every hole anchor pole uses 2-3 beam reinforcing bar, and one
As setting depth be not less than 4.0m, using high-pressure slip-casting formed bolt grouting body.
Referring to Fig. 3, the supporting beam 3 is arranged spacing and is generally no greater than 8m, is arranged and is highly not less than 0.5m, embedment rock
Depth in base A is not less than 0.2m, and the height for exposing the top surface rock foundation A is determined according to deflection, typically no less than 0.1m.Ginseng
According to Fig. 1, the support plate 5 uses armoured concrete slab, and main reinforcement is connect with the reserved steel bar of 3 top exposure of supporting beam, generally
Every 10-15m, one of expansion joint is set.6 filling height of roadbed filling body is not less than 1.0m.
Referring to figs. 1 to Fig. 3, a kind of Resistant heave high-speed railway rock chasm structuref of the utility model is set as follows
Meter:
1. testing the expansive force f of swelling rockp, screen resilience f under the side's of deep-cutting weak rock Unloading EffecthAnd ground
The frost-heave force f of base Ad。；
2. calculating the contact area of supporting beam 3 and rock foundation A:
SL=L × W；
3. calculating separately the self weight of supporting beam 3, support plate 5, roadbed filling body 6:
WL=VL×γL
WB=VB×γB
WT=VT×γT
In formula, WL、WB、WTRespectively supporting beam (3), support plate (5), roadbed filling body (6) self weight, VL、VB、VTRespectively
Supporting beam (3), support plate (5), the volume of roadbed filling body (6), γL、γB、γTRespectively supporting beam (3), support plate (5),
The bulk density of roadbed filling body (6)；
4. calculating arch power suffered by supporting beam 3:
FP=fp×SL×N×Kc
Fh=fh×SL×N×Kc
Fd=fd×SL×N×Kc
F in formulaP、Fh、FdRespectively arch expansive force, screen resilience, frost-heave force suffered by supporting beam 3, N are setting supporting beam 3
Quantity, the anti-arch safety coefficient value of Kc；
5. calculating the withdrawal resistance F provided needed for anchor cable 1M:
FM=FP-(WL+WB+WT)
Or FM=FP-(WL+WB+WT)
Or FM=FP-(WL+WB+WT)
6. calculating anchor cable 1 is arranged hole count:
Every 4 beam steel strand wires of hole, NM=FM/600
Every 5 beam steel strand wires of hole, NM=FM/750
Every 6 beam steel strand wires of hole, NM=FM/900；
7. calculating 1 anchoring depth of anchor cable, anchoring depth LMRemove the big value in face:
In formula, K is resistance to plucking safety coefficient, NtFor 1 axial tension value of anchor cable, fmgFor the viscous of anchoring section injecting cement paste and ground interlayer
Knotting strength, fmsFor the adhesion strength between anchoring section injecting cement paste and steel strand wires, D is bore diameter, and d is steel strand wires diameter, and ξ is intensity
Coefficient is reduced, ψ is that anchoring section adhesion strength influences coefficient, n steel strand wires radical.
K is resistance to plucking safety coefficient, N in formulat(it is equal to F herein for 1 axial tension value of anchor cableM), fmgFor anchoring section injecting cement paste
With the adhesion strength of ground interlayer, fmsFor the adhesion strength between anchoring section injecting cement paste and steel strand wires, D is bore diameter, and d is steel strand wires
Diameter, ξ are strength reduction factor, and ψ is that anchoring section adhesion strength influences coefficient, n steel strand wires radical.
Embodiment:
The strong swelling rock chasm structuref of certain high-speed railway, expansive force 500kPa, width of the subgrade surface 13.6m, slope ratio of slope
1:1.5；The high 2.7m of dike supports plate thickness 1.0m, length 22.7m；Deck-molding 0.6m, wide 0.8m are supported, longitudinal 8m setting is together, long
Spend 22.7m；Take 8m as example computing unit.
1. the expansive force f of swelling rockp=500kPa；
2. calculating the contact area of supporting beam and rock foundation:
SL=L × W=22.7 × 0.8=18.16m2；
3. calculating separately the self weight of supporting beam, support plate, roadbed filling body
WL=VL×γL=0.6 × 0.8 × 22.7 × 23=250.608kN
WB=VB×γB=1.0 × 22.7 × 8 × 23=4176.8kN
WT=VT×γT=47.655 × 8 × 20=7624.8kN；
4. calculating arch power suffered by supporting beam:
FP=fp×SL× N × Kc=500 × 0.8 × 22.7 × 1 × 1.5=13620kN；
5. calculating the withdrawal resistance F provided needed for anchor cableM:
FM=FP-(WL+WB+WT)=13620- (250.608+4176.8+7624.8)
=1567.792kN；
6. calculating anchor cable is arranged hole count:
NM=FM/ 600=1567.792/600=2.6 takes 3 hole anchor cables (4 beam steel strand wires)
NM=FM/ 900=1567.792/900=1.74 takes 2 hole anchor cables (6 beam steel strand wires)
7. calculating anchorage cable anchoring segment length (4 beam steel strand wires is taken to calculate), anchoring depth LMRemove the big value in face:
Therefore anti-arch design is reinforced using the anchor cable of 3 hole, 4 beam steel strand wires, anchorage cable anchoring segment length is not less than 12.6m.
Claims (6)
1. a kind of Resistant heave high-speed railway rock chasm structuref, it is characterized in that it includes: prestress anchorage cable (1), in a row interval is set
It sets in rock foundation (A), anchoring section is located at swelling rock climate influenced layer or less, the side of the deep-cutting soft rockmass release zone of influence
Below or below frost zone influence depth；Vertical anchor pole (2), it is arranged in a crossed manner in rock foundation with prestress anchorage cable (1)
(A) certain depth in；Supporting beam (3) is drawn along the setting of route longitudinal gap at the top of prestress anchorage cable (1), vertical anchor pole (2)
Slot enters rock foundation (A) certain depth, and top is higher by the top surface rock foundation (A)；Waterproof layer (4) is arranged in adjacent supports
At the top of ground Rock (A) between beam (3)；Support plate (5), setting form rigid connection at the top of supporting beam (3) therewith,
There are sufficient space distances for its bottom surface and the ground Rock top surface (A)；Roadbed filling body (6), placement in layers are pushed up in support plate (5)
Portion；It drains lateral sulcus (7), is arranged in chasm structuref two sides.
2. a kind of Resistant heave high-speed railway rock chasm structuref as described in claim 1, it is characterized in that: the prestress anchorage cable
(1) anchoring section is fully located in the non-arch deformation zone of influence (B) of rock cutting.
3. a kind of Resistant heave high-speed railway rock chasm structuref as described in claim 1, it is characterized in that: the vertical anchor pole
(2) large-diameter borehole anchor pole, bore diameter 150mm are used, every hole anchor pole uses 2-3 beam reinforcing bar, and setting depth is not less than
4.0m forms bolt grouting body using high-pressure slip-casting.
4. a kind of Resistant heave high-speed railway rock chasm structuref as described in claim 1, it is characterized in that: the supporting beam (3)
Spacing is set and is not more than 8m, setting height is not less than 0.5m, and the depth in embedment rock foundation (A) is not less than 0.2m, exposes rock
The height of the top surface stone ground (A) is not less than 0.1m.
5. a kind of Resistant heave high-speed railway rock chasm structuref as described in claim 1, it is characterized in that: the support plate (5)
Using armoured concrete slab, main reinforcement is connect with the reserved steel bar of exposure at the top of supporting beam (3), is stretched together every 10-15m setting
Contracting seam.
6. a kind of Resistant heave high-speed railway rock chasm structuref as described in claim 1, it is characterized in that: the roadbed filling body
(6) filling height is not less than 1.0m.
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| CN201820859735.3U CN208594436U (en) | 2018-06-05 | 2018-06-05 | A kind of Resistant heave high-speed railway rock chasm structuref |
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| CN201820859735.3U CN208594436U (en) | 2018-06-05 | 2018-06-05 | A kind of Resistant heave high-speed railway rock chasm structuref |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108867200A (en) * | 2018-06-05 | 2018-11-23 | 中铁二院工程集团有限责任公司 | A kind of Resistant heave high-speed railway rock chasm structuref and design method |
| CN110172872A (en) * | 2019-06-12 | 2019-08-27 | 中铁第一勘察设计院集团有限公司 | Plateau hight-ice-content permafrost ground section of railway track chasm structuref and its construction method |
| CN111118970A (en) * | 2020-01-17 | 2020-05-08 | 中铁二院工程集团有限责任公司 | High-speed railway expansive rock-soil deep cutting structure and construction method |
| CN111676740A (en) * | 2020-06-29 | 2020-09-18 | 中铁二院工程集团有限责任公司 | Anti-arching roadbed structure of ballastless track of cutting section, construction method and design method |
| CN112048943A (en) * | 2020-09-24 | 2020-12-08 | 中铁八局集团第二工程有限公司 | Small-span rigid frame cantilever plate renovation structure suitable for roadbed upwarping |
-
2018
- 2018-06-05 CN CN201820859735.3U patent/CN208594436U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108867200A (en) * | 2018-06-05 | 2018-11-23 | 中铁二院工程集团有限责任公司 | A kind of Resistant heave high-speed railway rock chasm structuref and design method |
| CN110172872A (en) * | 2019-06-12 | 2019-08-27 | 中铁第一勘察设计院集团有限公司 | Plateau hight-ice-content permafrost ground section of railway track chasm structuref and its construction method |
| CN111118970A (en) * | 2020-01-17 | 2020-05-08 | 中铁二院工程集团有限责任公司 | High-speed railway expansive rock-soil deep cutting structure and construction method |
| CN111676740A (en) * | 2020-06-29 | 2020-09-18 | 中铁二院工程集团有限责任公司 | Anti-arching roadbed structure of ballastless track of cutting section, construction method and design method |
| CN112048943A (en) * | 2020-09-24 | 2020-12-08 | 中铁八局集团第二工程有限公司 | Small-span rigid frame cantilever plate renovation structure suitable for roadbed upwarping |
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Granted publication date: 20190312 |