CN204343341U - Staged vibration isolate ditch - Google Patents
Staged vibration isolate ditch Download PDFInfo
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- CN204343341U CN204343341U CN201420487339.4U CN201420487339U CN204343341U CN 204343341 U CN204343341 U CN 204343341U CN 201420487339 U CN201420487339 U CN 201420487339U CN 204343341 U CN204343341 U CN 204343341U
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Abstract
The utility model belongs to civil engineering groundwork processing technology field, specifically a kind of staged vibration isolate ditch.Under solving the prerequisite on high roadbed platform, do not affect vibration isolating effect and do not increase or reduce and add engineering quantity and expense, a kind of staged vibration isolate ditch, comprise the first rank vibration isolate ditch being arranged on high roadbed platform edges, the distance on top, ditch back gauge slope is not less than 3 meters, in high roadbed platform side slope, some axis second-order vibration isolate ditch parallel to each other is provided with from top to bottom along side slope, in two adjacent second-order vibration isolate ditches, the ditch top mark of below second-order vibration isolate ditch is higher than the bottom of trench absolute altitude of top second-order vibration isolate ditch.The utility model efficiently solves when needing the vibration isolate ditch degree of depth of excavation excessive, and adopt single vibration isolate ditch form, easily cause furrow bank to cave in, vibration isolating effect weakens.
Description
Technical field
The utility model belongs to civil engineering groundwork processing technology field, specifically a kind of staged vibration isolate ditch.
Background technology
Dynamic compaction utilizes hammer ram freely to fall from eminence to produce powerful impact energy, and carry out strong compaction to foundation soil, hammer ram weight is generally 8-30t, maximumly reaching 200t, falling apart from being generally 8-20m, maximumly reach 40m, tamping energy is generally 500-8000kN.M, maximumly reaches 20000 kN.M.The shock and vibration energy produced in strong rammer process, can improve intensity and the bearing capacity of foundation soil, reduces the compressibilty of foundation soil, improve the anti-liquefaction condition of sand, eliminate or reduce the settlement by soaking of collapsible loess, and the uniformity of foundation soil can be improved, avoid occurring settlement difference in the future.
The scope of application of dynamic compaction, from initial sand, gravelly soil, develops into gradually and can process fine grained soils, and construction technology also from single direct dynamic compaction, develops into heavy tamping replacement method, strong ramming semi-replacement method etc.Due to dynamic compaction have consolidation effect good, be suitable for that wide, the equipment of great soil group is simple, the advantage such as easy construction, short construction period, saving material, operating expenses are low, be applied to airport, road, harbour, station, storage tank, storage, factory and building construction etc. at present.
Although Pounding Method technology has huge advantage in engineering construction, its vibration effect produced in work progress, the interference produce surrounding environment and building and infringement are problems that cannot avoid, and affect the extensive use of dynamic compaction.
The vibration effect produced during dynamic consolidation construction is the key factor affecting strong rammer application always.Safe distance determination, vibrationproof vibration isolation measure research never achieve satisfactory results.In the past few years, by a large amount of tests of on-the-spot vibration effect and going deep into of forced ramming reinforcing foundation study mechanism, strong rammer Vibration propagation mechanism and the research of vibration isolation vibration protection have had certain progress, are mainly manifested in the following aspects:
One, from strong rammer fluctuation mechanism and propagation law
(1) strong rammer vibration wave is a kind of mechanical wave, and mechanical wave propagation relies on medium.The propagation of ripple in medium is divided into compressional wave and shear wave, and mode of propagation is that compressional wave or shear wave are determined by the character of medium.
(2) in solid dielectric, compressional wave and shear wave can exist simultaneously.In liquids and gases medium, except liquid surface can propagate Ruili ripple, can not at internal communication shear wave.
(3) during heavy tamping treatment ground, high potential energy hammer ram freely falls, huge shock wave is produced with foundation soil collision, spread towards periphery by vibration source point with bulk wave form, shock wave produces compression, shears and lateral compression in the soil body, and the effect of compression and extruding produces compressional wave, shear strain produces shear wave, in cylindrical coordinate, compressional wave shows as the extensional vibration of vertical direction and the radial vibration of horizontal direction, has reinforce compacting and crowd in-out effects to ground.
Shear wave shows as the vertical motion (SV ripple: to ground have loosen effect) vertical with the direction of propagation and horizontal tangential vibration wave (SH ripple) in cylindrical coordinate.At foundation surface, SV ripple and radial vibration ripple synthesize Ruili ripple (R ripple), and SH ripple and radial vibration ripple synthesize Le Fubo (L ripple).Ground is produced to the mainly SV ripple loosening impact, to mainly SV ripple and the Ruili ripple of the vibration effect of structure generation around.
(4) strong rammer main frequency of vibration rate is generally at below 50Hz, and reduces along with the increase of distance.
(5) propagation of strong rammer vibration mainly broadcasts diffusion towards periphery with ground roll form within short distance, and oscillation intensity decays along with the increase of vibration source point distance.Oscillation intensity rate of decay is relevant with ground soil characteristics.When foundation soil is weak, loose, compactness is low, thickness is large, vibration strong rammer rate of decay is fast, and when foundation soil is hard, closely knit or soft layer thickness is thin, when lower sleeping soil layer is hard, oscillation intensity rate of decay is slower.
(6), during strong rammer, the shear wave in ground excites generation, so the oscillation intensity of shear wave changes along with the Strength Changes of compressional wave by the compression of compressional wave and shear strain.
Vibration isolate ditch, as a kind of temporory structure, can not drop into excessive expense and carry out supporting, simultaneously for the requirement of vibration isolation, can not carry out horizontal support top, can not fill backing material in ditch.Therefore, limit the cutting depth of vibration isolate ditch, greatly have impact on vibration isolating effect.If put greatly slope excavation, not only considerably increase earthwork excavated volume, also do not possess such excavation condition in general place.
Summary of the invention
The utility model, in order under solving the prerequisite on high roadbed platform, does not affect vibration isolating effect and does not increase or reduce and add engineering quantity and expense, provides a kind of staged vibration isolate ditch.
The utility model takes following technical scheme: a kind of staged vibration isolate ditch, comprises the first rank vibration isolate ditch being arranged on high roadbed platform edges, and the distance on top, ditch back gauge slope is not less than 3 meters, in high roadbed platform side slope
,some axis second-order vibration isolate ditch parallel to each other is provided with from top to bottom, in two adjacent second-order vibration isolate ditches along side slope
,the ditch top mark of below second-order vibration isolate ditch is higher than the bottom of trench absolute altitude of top second-order vibration isolate ditch.
Each road vibration isolate ditch furrow width is 0.8m, and the degree of depth is less than or equal to 5 meters.
In strong rammer process, the maximum position of longitudinal vibrations intensity is all the time at striking face.Along with ramming several increases, striking face by rammer face move down gradually, reach the several meters of degree of depth.Under striking face (at the bottom of tamping pit), along with the increase of the degree of depth, the oscillation intensity of compressional wave decays to zero gradually, and the oscillation intensity of shear wave also diminishes thereupon, so the vibration effect maximum position of strong rammer is on the level height position of striking face.
Strong rammer vibration comprises many aspects to the impact of surrounding environment, as the impact on job site surrounding resident, pedestrian, constructor, and on impact that is built around job site or construction structure.If the vibration that building is subject to is greater than its architectural design permissible value, will destruction be brought, as coming off of concrete, metope etc., the differential settlement of building foundation, cracking, the inclination of building, even to cave in, jeopardize the safety of building and the security of the lives and property of people.
The safe distance of dynamic consolidation construction determination, major consideration comprises ground vibration velocity, acceleration and displacement.At present, the regulation that the domestic safe distance for dynamic consolidation construction is also ununified, because strong rammer belongs to impact load, its vibration caused is similar to explosion, therefore often adopt the relevant regulations in national standard " shotfiring safety code ", determine the safe distance of strong rammer.
When construction site condition limit, the distance of tamping point and adjacent structure does not reach dynamic consolidation construction safe distance when requiring, the normal mode of digging vibration isolate ditch that adopts carries out vibration damping, vibration isolation process.The utility model is proved by lot of experiments: the width of vibration isolate ditch is little on vibration isolating effect impact, the degree of depth of vibration isolate ditch and vibration isolating effect positive correlation.When the degree of depth of the degree of depth under striking face of vibration isolate ditch is larger, vibration isolating effect is better.
Therefore, for the strong rammer of a certain particular level, as long as strengthen the degree of depth of vibration isolate ditch, reach or close to strong rammer effective reinforcement depth time, vibration isolating effect just can meet the demands.
Compared with prior art, the utility model efficiently solves when needing the vibration isolate ditch degree of depth of excavation excessive, and adopt single vibration isolate ditch form, easily cause furrow bank to cave in, vibration isolating effect weakens.Or strengthen vibration isolate ditch excavation width, and the problem causing engineering quantity to be doubled and redoubled.Along with the minimizing day by day of China's construction land, dynamic compaction because consolidation effect is good, be suitable for that great soil group is wide, equipment simple, the advantage such as easy construction, short construction period, saving material, operating expenses are low, extensive use in Foundation Treatment, this invention has wide application market and good development prospect.
Accompanying drawing explanation
Fig. 1 is the utility model schematic diagram;
1-first rank vibration isolate ditch in figure, 2-second-order vibration isolate ditch.
Detailed description of the invention
As shown in Figure 1, a kind of staged vibration isolate ditch, comprises the first rank vibration isolate ditch 1 being arranged on high roadbed platform edges, and the distance on top, ditch back gauge slope is not less than 3 meters, in high roadbed platform side slope
,be provided with in the adjacent second-order vibration isolate ditch of some axis second-order vibration isolate ditch parallel to each other 2, two from top to bottom along side slope, the ditch top mark of below second-order vibration isolate ditch is higher than the bottom of trench absolute altitude of top second-order vibration isolate ditch.
Each road vibration isolate ditch 1 furrow width is 0.8m, and the degree of depth is less than or equal to 5 meters.
Specific construction step is as follows:
1. strong rammer on high roadbed platform, according to strong rammer energy level, job site situation, protected building and the distance of ramming district, vibration velocity safety requirements etc. determines total vibration isolate ditch cutting depth.
2. cutting depth as total in vibration isolate ditch is greater than 5 meters, should adopt staged vibration isolate ditch.Determine to adopt the cutting depth of several ladder and each ladder (being generally 3-4 rice) according to foundation soil soil property situation, do not cave in furrow bank in vibration isolation process and be advisable.Each road vibration isolate ditch degree of depth is roughly equal, and width is 0.8 meter.
3. first excavate the first rank vibration isolate ditch, it is positioned at high roadbed platform edges, and the distance on top, ditch back gauge high roadbed platform slope is not less than 3 meters.
4. after the first rank vibration isolate ditch excavates, tall earth fill builds platform, dig second (following road) vibration isolate ditch, second-order (following road) vibration isolate ditch ditch top mark is high is not less than one vibration isolate ditch bottom of trench absolute altitude.
5. the berm width in side slope should meet digger revolving radius requirement and put slope safety requirements.
Claims (1)
1. a staged vibration isolate ditch, it is characterized in that: comprise the first rank vibration isolate ditch (1) being arranged on high roadbed platform edges, the distance on top, ditch back gauge slope is not less than 3 meters, in high roadbed platform side slope, be provided with some axis second-order vibration isolate ditch (2) parallel to each other from top to bottom along side slope, in two adjacent second-order vibration isolate ditches, the ditch top mark of below second-order vibration isolate ditch is higher than the bottom of trench absolute altitude of top second-order vibration isolate ditch, each road vibration isolate ditch furrow width is 0.8m, and the degree of depth is no more than 5 meters.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420487339.4U CN204343341U (en) | 2014-08-27 | 2014-08-27 | Staged vibration isolate ditch |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420487339.4U CN204343341U (en) | 2014-08-27 | 2014-08-27 | Staged vibration isolate ditch |
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| Publication Number | Publication Date |
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| CN204343341U true CN204343341U (en) | 2015-05-20 |
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| CN201420487339.4U Active CN204343341U (en) | 2014-08-27 | 2014-08-27 | Staged vibration isolate ditch |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108962566A (en) * | 2018-06-19 | 2018-12-07 | 国网湖南省电力有限公司 | The method for reducing residential block basement distribution transformer noise |
| CN111155566A (en) * | 2019-12-31 | 2020-05-15 | 兰州理工大学 | Construction method of empty ditch vibration isolation barrier |
| CN111305098A (en) * | 2020-02-24 | 2020-06-19 | 同济大学 | Vibration isolation landscape barrier for continuous undulating terrain |
-
2014
- 2014-08-27 CN CN201420487339.4U patent/CN204343341U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108962566A (en) * | 2018-06-19 | 2018-12-07 | 国网湖南省电力有限公司 | The method for reducing residential block basement distribution transformer noise |
| CN108962566B (en) * | 2018-06-19 | 2020-04-07 | 国网湖南省电力有限公司 | Method for reducing noise of residential area basement distribution transformer |
| CN111155566A (en) * | 2019-12-31 | 2020-05-15 | 兰州理工大学 | Construction method of empty ditch vibration isolation barrier |
| CN111305098A (en) * | 2020-02-24 | 2020-06-19 | 同济大学 | Vibration isolation landscape barrier for continuous undulating terrain |
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