CN212247671U - Overall supporting and retaining structure for expansive rock cutting section - Google Patents
Overall supporting and retaining structure for expansive rock cutting section Download PDFInfo
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- CN212247671U CN212247671U CN202020664253.XU CN202020664253U CN212247671U CN 212247671 U CN212247671 U CN 212247671U CN 202020664253 U CN202020664253 U CN 202020664253U CN 212247671 U CN212247671 U CN 212247671U
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- rock cutting
- retaining
- arch rib
- retaining wall
- retaining structure
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- 239000011435 rock Substances 0.000 title claims abstract description 55
- 230000008093 supporting effect Effects 0.000 title claims description 17
- 238000009412 basement excavation Methods 0.000 claims abstract description 16
- 230000006835 compression Effects 0.000 claims abstract description 10
- 238000007906 compression Methods 0.000 claims abstract description 10
- 239000010410 layer Substances 0.000 claims description 47
- 239000002131 composite material Substances 0.000 claims description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 230000009467 reduction Effects 0.000 claims description 5
- 239000002344 surface layer Substances 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 230000002265 prevention Effects 0.000 claims 1
- 239000004575 stone Substances 0.000 abstract description 5
- 230000002787 reinforcement Effects 0.000 abstract description 4
- 239000000758 substrate Substances 0.000 abstract description 2
- 230000010354 integration Effects 0.000 abstract 1
- 230000008961 swelling Effects 0.000 description 13
- 238000013016 damping Methods 0.000 description 10
- 230000001976 improved effect Effects 0.000 description 10
- 230000000694 effects Effects 0.000 description 9
- 230000003014 reinforcing effect Effects 0.000 description 9
- 238000010276 construction Methods 0.000 description 6
- 238000006073 displacement reaction Methods 0.000 description 6
- 230000000903 blocking effect Effects 0.000 description 5
- 230000004888 barrier function Effects 0.000 description 4
- 150000001875 compounds Chemical class 0.000 description 4
- 230000002349 favourable effect Effects 0.000 description 4
- 230000007613 environmental effect Effects 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 230000001737 promoting effect Effects 0.000 description 2
- 239000002352 surface water Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
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- 238000000518 rheometry Methods 0.000 description 1
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
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- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The utility model discloses an inflation rock cutting district wholly props up fender structure, including setting up the arch rib at inflation rock cutting excavation basal surface, the arch rib is plate structure and downwarping elastic compression layer has still been laid to the below of arch rib the arch rib both sides inflation rock cutting toe sets up retaining wall, the arch rib with retaining wall passes through rigid connection and constitutes wholly props up fender structure, still includes a plurality of prestressed anchorage cables of establishing in the ground below the retaining wall, prestressed anchorage cable anchor in on the retaining wall. This whole retaining structure is by the foundation arch on the deformation reinforcement measure and the integration of side slope retaining structure constitute, can control the deformation of encircleing on the expansion rock cutting substrate, improve expansion rock cutting side slope retaining structure atress condition, reduce cutting side slope earth stone excavation, whole retaining structure economic nature improves greatly, satisfies the high-speed railway and to the strict control requirement of security, travelling comfort, deformation etc. reduce engineering cost.
Description
Technical Field
The utility model relates to a road bed engineering field, concretely relates to whole retaining structure of high-speed railway inflation rock cutting district is particularly useful for the 400km/h and above high-speed railway that deformation control is stricter.
Background
Along with the vigorous construction of the high-speed railway, the method has important significance for ensuring the safety and comfort in the operation process of the high-speed railway and simultaneously reducing the construction cost during the construction period, and is also a great new challenge to be faced, wherein the control of the deformation of the substrate and the slope is the key point for ensuring the safety and the comfort of the train in the high-speed operation. The swelling rock cutting section roadbed mainly faces two aspects of problems after excavation: firstly, under the dual function of the rheology after the excavation off-load and water, the ground can produce very strong upwards bulging force, causes the high-speed railway roadbed bottom to arch upward, reflects and makes the track warp on the high-speed railway road surface, seriously influences the safety and the travelling comfort of high-speed railway train operation, interrupts the driving even, causes the incident. Secondly, the retaining wall of inflation rock cutting side slope receives the inflation rock effect, and the displacement is great, when having potential safety hazard, cross-sectional dimension is too big, and the wall height is restricted, receives the sloping effect unsatisfactory, and cutting earth and rock excavation is too big, and economic nature is relatively poor.
At present, the reinforcing measures for the deformation of the upper arch of the foundation mainly comprise a pile plate structure, an anchor cable and the like, and practice proves that the reinforcing measures have poor effect of controlling the deformation of the upper arch, low guarantee rate, overlong pile length of the pile plate structure and poor economy, the deformation of the upper arch is difficult to repair and effective measures are adopted to solve under the current technical conditions, and once the deformation of the upper arch occurs, serious social and economic influences are generated. There are above-mentioned a great deal of shortcomings to the retaining wall reinforcement measure of inflation rock cutting side slope. The high-speed railway with the speed of 400km/h or more has larger potential safety hazard due to the adoption of the reinforcing measures, and can not meet the requirements of the high-speed railway with the speed of 400km/h or more on safety, comfort, deformation and the like and strict control requirements thereof. Therefore, the urgent need of research is needed to be applicable to the swelling rock cutting section and can control the swelling rock ground and upwarp and warp, can guarantee again that swelling rock cutting slope consolidates safe and reliable, improves the novel whole retaining structure of travelling comfort and economic nature and solve this a difficult problem and have important engineering and economic meaning.
SUMMERY OF THE UTILITY MODEL
The utility model discloses aim at: aiming at the problem that the foundation of the high-speed railway is easy to arch and deform after being excavated in an expansive rock cutting section, reinforcing measures such as a pile plate structure and an anchor cable are adopted to control the arching deformation effect to be poor, the guarantee rate to be low and the economy to be poor; on the other hand, the double problems that the retaining wall of the expansive rock cutting side slope retaining structure is relatively large in displacement under the action of expansive rocks and has potential safety hazards, the section size is too large, the wall height is too low, the slope receiving effect is not ideal, the excavation of the cutting earth and rocks is too large and the economy is poor, and the safety hazards are higher when the reinforcing measures are adopted by the high-speed railways of 400km/h and above, the requirements of the high-speed railways of 400km/h and above on safety, comfort, deformation and the like and strict control requirements of the high-speed railways can not be met, the integral retaining structure of the expansive rock cutting section is provided, the integral retaining structure is formed by integrating the foundation arching deformation reinforcing measures and the side slope retaining structure, the deformation on the foundation of the expansive rock cutting is effectively controlled, the stress condition of the expansive rock cutting side slope retaining structure is improved, the displacement deformation of the retaining wall is reduced, and the section size is reduced, increase the wall height, improve and receive the slope effect, reduce cutting side slope earth and stone side excavation, whole retaining structure economic nature improves greatly, goes the travelling comfort down through setting up the damping simultaneously and making an uproar backfill layer improvement high speed, satisfies the strict control requirement of high-speed railway to security, travelling comfort, deformation etc. reduces engineering cost.
In order to realize the purpose, the utility model discloses a technical scheme be:
the integral supporting and blocking structure for the expansive rock cutting section comprises arch ribs arranged on the excavation basement surface of the expansive rock cutting, wherein the arch ribs are of plate structures and are bent downwards, elastic compression layers are further paved below the arch ribs, retaining walls are arranged on slope feet of the expansive rock cutting on two sides of each arch rib, the arch ribs and the retaining walls are connected in a rigid mode to form the integral supporting and blocking structure, and the integral supporting and blocking structure further comprises a plurality of prestressed anchor cables arranged in the foundation below the retaining walls, and the prestressed anchor cables are anchored on the retaining walls.
The utility model discloses a set up the arch rib at the swelling rock cutting excavation basal plane, the swelling rock cutting slope toe of arch rib both sides sets up retaining wall, prestressed anchorage cable anchor is in the retaining wall, the withdrawal resistance of reinforcing retaining wall, the retaining wall is as the support of arch rib at both ends, arch rib and retaining wall form whole retaining structure through rigid connection, form new whole atress and biography power system, on the one hand, swelling rock cutting basement expansive force transmits to the retaining wall after elastic compression layer absorbs the part, bear and transmit effectively to deep steady side slope through whole retaining structure, thereby the upwarp of control basement; on the other hand, after the expansive force is transmitted to the retaining wall, the stress of the retaining wall can be improved, the displacement of the retaining wall is reduced, the structural safety is enhanced, meanwhile, the section size of the retaining wall can be reduced, the wall height is increased, the slope receiving effect is improved, the excavation of cutting earth and stone is reduced, the economical efficiency of the whole retaining structure is greatly improved, the strict control requirements of high-speed railways and high-speed railways of 400km/h and above on safety, comfort, deformation and the like are met, the engineering cost is reduced, the construction is convenient, the popularization and application prospect is realized, and the environmental protection requirement is met.
As the utility model discloses an optimal scheme, the arch rib top is provided with the damping and falls the backfill layer of making an uproar, damping and falling the backfill layer top of making an uproar is provided with compound drainage barrier layer. The backfill layer of making an uproar falls through setting up the damping is backfilled arch rib top, is favorable to improving the travelling comfort under the train high speed traveles, and compound drainage barrier layer can effectually discharge the water of subgrade bed, blocks the passageway of water flow to the ground, reduces the bulging deformation of ground, reduces the expansibility.
As the preferred scheme of the utility model, compound drainage barrier top has set gradually foundation bed bottom and foundation bed top layer.
As the utility model discloses a preferred scheme still includes the drainage side ditch that sets up in cutting structure both sides. Surface water can be rapidly drained through the drainage side ditch, and the influence on the expansive rock foundation is reduced.
As the preferred scheme of the utility model, the bottom of drainage side ditch is provided with vertical french drain. Shallow groundwater is discharged through the longitudinal blind ditches, and expansion deformation of the foundation is further reduced.
As the preferred proposal of the utility model, the composite drainage impervious layer is composed of medium coarse sand, a composite drainage plate and a waterproof material.
As the utility model discloses an optimal scheme, arch rib and retaining wall are reinforced concrete structure, just arch rib and retaining wall monolithic pouring. So set up, can make arch rib and both sides retaining wall form overall structure, be favorable to promoting overall structure stability.
As the utility model discloses a preferred scheme, the prestressed anchorage cable slope of retaining wall department is beaten downwards and is established to the side slope in.
To sum up, owing to adopted above-mentioned technical scheme, the beneficial effects of the utility model are that:
the utility model discloses a set up the arch rib at the swelling rock cutting excavation basal plane, the swelling rock cutting slope toe of arch rib both sides sets up retaining wall, prestressed anchorage cable anchor is in the retaining wall, the withdrawal resistance of reinforcing retaining wall, the retaining wall is as the support of arch rib at both ends, arch rib and retaining wall form whole retaining structure through rigid connection, form new whole atress and biography power system, on the one hand, swelling rock cutting basement expansive force transmits to the retaining wall after elastic compression layer absorbs the part, bear and transmit effectively to deep steady side slope through whole retaining structure, thereby the upwarp of control basement; on the other hand, after the expansive force is transmitted to the retaining wall, the stress of the retaining wall can be improved, the displacement of the retaining wall is reduced, the structural safety is enhanced, meanwhile, the section size of the retaining wall can be reduced, the wall height is increased, the slope receiving effect is improved, the excavation of cutting earth and stone is reduced, the economical efficiency of the whole retaining structure is greatly improved, the strict control requirements of high-speed railways and high-speed railways of 400km/h and above on safety, comfort, deformation and the like are met, the engineering cost is reduced, the construction is convenient, the popularization and application prospect is realized, and the environmental protection requirement is met.
Drawings
Fig. 1 is the utility model provides an expansion rock cutting section whole retaining structure's cross section schematic diagram.
Fig. 2 is the utility model provides an inflation rock cutting district whole retaining structure's basement plane sketch.
The labels in the figure are: 1-arch rib, 2-prestressed anchor cable, 3-retaining wall, 4-vibration-damping noise-reducing backfill layer, 5-longitudinal blind ditch, 6-drainage side ditch, 7-composite drainage impervious layer, 8-foundation bed bottom layer, 9-foundation bed surface layer and 10-elastic compression layer.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the invention.
Examples
The embodiment provides an integral supporting and blocking structure of an expansion rock cutting section;
as shown in fig. 1 and fig. 2, the overall supporting structure for an expanded rock cutting section in this embodiment includes an arch rib 1 disposed on an excavation basement surface of the expanded rock cutting, the arch rib 1 is a plate-type structure and is bent downward, an elastic compression layer 10 is further laid below the arch rib 1, retaining walls 3 are disposed on the expanded rock cutting slope toe on two sides of the arch rib 1, the arch rib 1 and the retaining walls 3 are rigidly connected to form the overall supporting structure, and the overall supporting structure further includes a plurality of prestressed anchor cables 2 arranged in the foundation below the retaining walls 3, and the prestressed anchor cables 2 are anchored on the retaining walls 3.
The utility model discloses a set up the arch rib at the swelling rock cutting excavation basal plane, the swelling rock cutting slope toe of arch rib both sides sets up retaining wall, prestressed anchorage cable anchor is in the retaining wall, the withdrawal resistance of reinforcing retaining wall, the retaining wall is as the support of arch rib at both ends, arch rib and retaining wall form whole retaining structure through rigid connection, form new whole atress and biography power system, on the one hand, swelling rock cutting basement expansive force transmits to the retaining wall after elastic compression layer absorbs the part, bear and transmit effectively to deep steady side slope through whole retaining structure, thereby the upwarp of control basement; on the other hand, after the expansive force is transmitted to the retaining wall, the stress of the retaining wall can be improved, the displacement of the retaining wall is reduced, the structural safety is enhanced, meanwhile, the section size of the retaining wall can be reduced, the wall height is increased, the slope receiving effect is improved, the excavation of cutting earth and stone is reduced, the economical efficiency of the whole retaining structure is greatly improved, the strict control requirements of high-speed railways and high-speed railways of 400km/h and above on safety, comfort, deformation and the like are met, the engineering cost is reduced, the construction is convenient, the popularization and application prospect is realized, and the environmental protection requirement is met.
In this embodiment, a vibration-damping and noise-reducing backfill layer 4 is filled above the arch rib 1 in a layered manner, a composite drainage and seepage-proofing layer 7 is arranged above the vibration-damping and noise-reducing backfill layer 4, a foundation bed bottom layer 8 and a foundation bed surface layer 9 are sequentially arranged above the composite drainage and seepage-proofing layer 7, the foundation bed bottom layer is filled on the vibration-damping and noise-reducing backfill layer in a layered manner, and the foundation bed surface layer is filled on the foundation bed bottom layer. The backfill layer of making an uproar falls through setting up the damping is backfilled arch rib top, is favorable to improving the travelling comfort under the train high speed is traveling, and compound drainage barrier layer can be effectual with the water discharge way base on bed bottom and bed top layer, blocks the passageway of rivers to the ground, reduces the bulging deformation of ground, reduces the expansive force. In this embodiment, the composite drainage anti-seepage layer 7 is made of medium coarse sand, a composite drainage plate and a waterproof material.
In this embodiment, the cutting structure further comprises drainage side ditches 6 arranged on two sides of the cutting structure. Surface water can be rapidly drained through the drainage side ditch, and the influence on the expansive rock foundation is reduced. And a longitudinal blind ditch 5 is arranged at the bottom of the drainage side ditch 6. Shallow groundwater is discharged through the longitudinal blind ditches, and expansion deformation of the foundation is further reduced.
In this embodiment, the arch rib 1 and the retaining wall 3 are made of reinforced concrete, and the arch rib 1 and the retaining wall 3 are integrally cast. So set up, can make arch rib and both sides retaining wall form overall structure, be favorable to promoting overall structure stability.
In this embodiment, the thickness and strength of the arch rib 1 and the sectional area and strength of the retaining wall 3 are determined according to the expansion force of the base and the expansion force borne by the prestressed anchor cables 2 at the arch rib 1, and the spacing, the number of bundles, the anchoring length, and the like of the prestressed anchor cables 2 at the retaining wall 3 are determined by calculating the pullout resistance borne by the retaining wall 3.
In this embodiment, the prestressed anchor cables 2 at the retaining wall 3 are obliquely and downwardly arranged in the side slope.
Specifically, the whole supporting and blocking structure of the expansion rock cutting section in the embodiment can be constructed according to the following steps:
step one, excavating expansive rock cutting slopes in a grading manner and protecting the slopes in time until the designed elevation of the bottom surface of the elastic compression layer 10 is reached, and then paving and fixing the base elastic compression layer 10 on a foundation;
binding a reinforcement framework of the arch rib 1, extending connecting reinforcements into the retaining wall 3, integrally pouring concrete of the arch rib 1 and the retaining wall 3, and reserving a prestressed anchor cable 2 hole at a corresponding position in the retaining wall 3;
after the concrete strength meets the design requirement, constructing the prestressed anchor cable 2 through a preformed hole on the retaining wall 3, such as drilling, grouting, tensioning and the like, and anchoring the prestressed anchor cable 2 on the retaining wall 3;
step four, backfilling the vibration and noise reduction backfill layer 4 above the arch rib 1 in a layered mode, backfilling the vibration and noise reduction backfill layer 4 to the bottom surface elevation of the foundation bed bottom layer 8, and forming a drainage cross slope on the surface of the vibration and noise reduction backfill layer 4;
fifthly, constructing longitudinal blind ditches 5 and drainage side ditches 6 on two sides of the cutting structure;
constructing a composite drainage impervious layer 7 on the surface of the vibration-damping noise-reducing backfill layer 4;
seventhly, filling a foundation bed bottom layer 8 above the composite drainage seepage-proofing layer 7 in a layered mode;
and step eight, filling a foundation bed surface layer 9 above the foundation bed bottom layer 8.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not intended to limit the present invention, and any modifications, equivalents, improvements and the like made within the principles of the present invention should be included within the scope of the present invention.
Claims (8)
1. The integral supporting and retaining structure for the expanded rock cutting section is characterized by comprising arch ribs arranged on the excavation basement surface of the expanded rock cutting, wherein the arch ribs are of plate structures and are bent downwards, elastic compression layers are further laid below the arch ribs, retaining walls are arranged at slope feet of the expanded rock cutting on two sides of each arch rib, the arch ribs and the retaining walls are connected in a rigid mode to form the integral supporting and retaining structure, and the integral supporting and retaining structure further comprises a plurality of prestressed anchor cables arranged in the foundation below the retaining walls, and the prestressed anchor cables are anchored on the retaining walls.
2. The expansive rock cutting section integral supporting and retaining structure as claimed in claim 1, wherein a vibration and noise reduction backfill layer is arranged above the arch rib, and a composite drainage impervious layer is arranged above the vibration and noise reduction backfill layer.
3. The expanded rock cutting section integral supporting and retaining structure as claimed in claim 2, wherein a bed bottom layer and a bed surface layer are sequentially arranged above the composite drainage and seepage-proofing layer.
4. The expansive rock cutting segment integral retaining structure of claim 3, further comprising drainage side channels disposed on both sides of the cutting structure.
5. The expansive rock cutting section integral retaining structure of claim 4, wherein the bottom of the drainage lateral trench is provided with a longitudinal blind trench.
6. The expansive rock cut section integral supporting and retaining structure as claimed in any one of claims 2 to 5, wherein the composite water drainage and seepage prevention layer is composed of medium coarse sand, a composite water drainage plate and a waterproof material.
7. The expanded rock cutting section integral retaining structure of claim 1, wherein the arch rib and the retaining wall are reinforced concrete structures, and the arch rib is cast integrally with the retaining wall.
8. The expansive rock cutting block integral supporting structure as claimed in claim 1, wherein the prestressed anchor cables at the retaining wall are obliquely laid down into the side slope.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020664253.XU CN212247671U (en) | 2020-04-27 | 2020-04-27 | Overall supporting and retaining structure for expansive rock cutting section |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020664253.XU CN212247671U (en) | 2020-04-27 | 2020-04-27 | Overall supporting and retaining structure for expansive rock cutting section |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN212247671U true CN212247671U (en) | 2020-12-29 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202020664253.XU Expired - Fee Related CN212247671U (en) | 2020-04-27 | 2020-04-27 | Overall supporting and retaining structure for expansive rock cutting section |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN212247671U (en) |
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2020
- 2020-04-27 CN CN202020664253.XU patent/CN212247671U/en not_active Expired - Fee Related
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Granted publication date: 20201229 |