CN105887603A - Method for controlling differential settlement of bridgehead roadbed - Google Patents
Method for controlling differential settlement of bridgehead roadbed Download PDFInfo
- Publication number
- CN105887603A CN105887603A CN201610310571.4A CN201610310571A CN105887603A CN 105887603 A CN105887603 A CN 105887603A CN 201610310571 A CN201610310571 A CN 201610310571A CN 105887603 A CN105887603 A CN 105887603A
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- roadbed
- soft soil
- foundation
- sash
- deformation
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Road Paving Structures (AREA)
Abstract
The invention discloses a method for controlling differential settlement of a bridgehead roadbed. The core of the method is to compare unit volume weight of the roadbed with a flowing deformation initial value of a soft soil foundation, an roadbed bottom plate or a bar is needed to be additionally arranged and a short pile or a longitudinal transition pile foundation is drived if the unit volume weight of the roadbed is greater than the flowing deformation initial value of the soft soil foundation, so that the integrity of a load and deformation state of the soft soil foundation and unstable continuous settling volume caused by soft soil flowing deformation can be controlled; if the unit volume weight of the roadbed is smaller than the flowing deformation initial value of the soft soil foundation, only the roadbed bottom plate or the bar is needed to be additionally arranged while the short pile or the longitudinal transition pile foundation is not needed to be drived, so that the integrity of the load and deformation state of the soft soil foundation and unstable continuous settling volume caused by soft soil flowing deformation can be controlled. The method disclosed by the invention can control the differential settlement of the bridgehead roadbed within an engineering allowable range to achieve the purpose of treating the bumping phenomenon of the soft soil foundation highway bridge head. According to the statistical results of the highway department, the scheme saves the manufacturing cost by about 30 percent in comparison with a conventional scheme of filling the roadbed with dang residues.
Description
Technical field
The invention belongs to engineering design method field, be specifically related to a kind of side controlling Bridgehead by Blastig differential settlement
Method.
Background technology
Soft soil roadbed differential settlement phenomenon is more, and particularly problem of bumping at bridge-head is the most prominent.And existing weak soil
The method for processing foundation of roadbed and the method for analysis are also a lot, and why successful case is few and the suitability is the widest？
Applicant passes through research and finds, its two reasons easily ignored are: (1) roadbed continuum and the master of discrete bodies
Want difference: discrete bodies can bear pressure, but is substantially not subject to pulling force, can not bear moment；Continuum
Pressure, pulling force and moment can be born, control roadbed force and deformation state globality critically important；(2) weak soil road
The ground weak soil of base has macrovoid ratio, high-compressibility, high-moisture, hypotonicity, low-intensity, high current change
Property, structural strong, sensitivity high, easily cause settlement of subgrade phenomenon, control soft soil rheological
The unstable continuous sedimentation amount caused is the most crucial.
The most existing soft soil roadbed analysis and processing method all imply subgrade deformation to be coordinated to control it is assumed that i.e. roadbed
There is globality, pressure, pulling force and moment can be born, practical operation often ignores roadbed globality,
Slag roadbed of such as delaying can only bear pressure, it is impossible to controls settlement of subgrade.Generally consider soft soil foundation
Consolidation and secondary consolidation affect, and ignore and control the unstable continuous sedimentation amount that soft soil rheological causes.Therefore, weak soil
Settlement of subgrade phenomenon is more, and particularly problem of bumping at bridge-head is the most prominent.
Summary of the invention
It is an object of the invention to solve problems of the prior art, and provide a kind of control Bridgehead by Blastig not
The method of uniform settlement.
The present invention is directed to two problems that existing soft soil roadbed analysis exists, earth roadbed point of traditional soft with processing method
Analysis theory uses Deterministic Methods (spring, viscous kettle, slide block etc.) simulation soft soil foundation (granule) uncertain
Mobility, and it is relatively big to generally believe that the power of soft soil foundation calculates relatively accurately, deformation calculates error in the world,
Function relation y=f (x) contradiction.Although theoretical logic is rigorous, but do not meet dialectical thinking, the most technically control
Weak soil regular particles processed moves, and controls roadbed globality the most simply, and soft soil roadbed deformation result of calculation could be
Within engineering allowed band.On the basis of summing up experience and thinking dialectically, the present invention is soft soil roadbed around controlling
The indexs such as the unstable continuous sedimentation amount that force and deformation state globality and soft soil rheological cause are improved soft soil roadbed
Design.Illustrate as a example by 1.5m elevated formation level:
(1) end of the bridge processed is not had to delay slag roadbed, the concentrfated load effect impact on Settlement of soft clay
Wherein r1For bottom surface apart from vehicle-mounted centrage coordinate figure.
(2) globality or have base plate roadbed, the concentrfated load effect impact on Settlement of soft clay
σz(r)=PRoadbed+PCar=1.73 × 9.8 × 1.5+2.037=27.47kPa (steady state value) (1.2)
σz(r1)=29.4+0.8=30.2kPa (1.3)
Therefore, formula (1.1), (1.2), (1.3) show to change according to malformation control method for coordinating with Fig. 1
Entering Soft Soil Subgrade Design method, control roadbed force and deformation state globality and longitudinal transitionality in design, it closes
Key technology is base plate or the sash pile foundation transitional with longitudinal direction controlling settlement of subgrade.Longitudinal mistake of its king-pile
Crossing length and Bridgehead by Blastig gradual change height correlation, light material is it is noted that layering globality controls and carload is equal
Even distributed architecture layer controls.
The method controlling Bridgehead by Blastig differential settlement of the present invention, specifically adopts the following technical scheme that
When target roadbed be newly-built soft soil roadbed time, step is as follows:
S101: compare roadbed bulk density and soft soil foundation rheology initial value, if roadbed bulk density
More than soft soil foundation rheology initial value, then anticipation need to be set up roadbed base plate or sash and set stub or longitudinal transition
Property pile foundation, could control soft soil roadbed force and deformation state globality and that soft soil rheological causes is unstable the most heavy
Fall amount；If roadbed bulk density is less than soft soil foundation rheology initial value, then anticipation only need to set up roadbed base plate
Or sash is without setting stub or the most transitional pile foundation, just can control soft soil roadbed force and deformation state overall
The unstable continuous sedimentation amount that property and soft soil rheological cause；
The smooth soft soil foundation surface of the longest 6～20m of S102: manual sorting, and roadbed direction outside bridge
Tilt 3～5 degree.
S103: lay the grains of sand or blotter on manual sorting smooth soft soil foundation surface, make as subsequent handling
Industry machinery bed course and soft soil foundation surface drainage layer；
S104: according to the anticipation result of step S101, if desired sets stub or the most transitional pile foundation, then
Laterally set 2 row's stubs along bridge edge soft soil foundation or start at a certain distance at weak soil from bridge edge
Ground laterally sets the most transitional pile foundation of 1 row, as roadbed base plate or the support of sash, controls soft soil rheological
The unstable continuous sedimentation amount caused；If need not set stub or the most transitional pile foundation, then skip this step and hold
Row S105；
S105: cast-in-place or place the longest above the thick grains of sand laid on soft soil foundation surface or blotter
The prefabricated reinforced concrete base plate of 6～20m or sash, as the control of soft soil roadbed force and deformation state globality
Preparative layer, with the unstable continuous sedimentation amount controlling soft soil roadbed force and deformation state globality and soft soil rheological causes；
S106: filling roadbed and do road surface.
When target roadbed be built soft soil roadbed time, step is as follows:
S201: from the beginning of bridge edge, view picture roadbed is layered the existing subgrade and pavement excavating the longest 6～12m,
But retain curb part to retrain the follow-up lateral deformation filling light material；
S202: arrange and smooth excavated roadbed bottom, cast-in-place or place prefabricated reinforced concrete base plate or sash,
As the follow-up key-course filling the deformation of light material uniform stressed；
S203: on reinforced concrete floor or sash, cast-in-place or placement precast light material structure layer, with
Alleviate roadbed deadweight to control the unstable continuous sedimentation amount that soft soil rheological causes；
S204: do enhancing road surface structare layer, with average heavy vehicle load, the soft soil roadbed stress of co-controlling becomes
The unstable continuous sedimentation amount that shape state globality and soft soil rheological cause.
As preferably, in described step S104, the spacing of the most transitional pile foundation is 10m.
As preferably, in described step S105, the thick grains of sand or blotter are 50cm.
As preferably, in described step S201, the thickness excavating subgrade and pavement is existing according to excavating bicycle road
Subgrade and pavement weight is filled out light material weight and is added a heavy vehicle load sum more than changing and consider 1.2～1.5
Safety coefficient determines.
The method of the present invention can control Bridgehead by Blastig differential settlement in engineering allowed band, reaches to administer soft
The purpose of earth roadbed highway bridgehead vehicle jump phenomenon.Highway division statistical result shows that the program is filled than tradition slag of delaying
Roadbed scheme saving construction cost about 30%.
Accompanying drawing explanation
Fig. 1 is various Disposal Measures soft base force analysis comparison diagram；
Fig. 2 is to control the base plate of settlement of subgrade or sash and stub；
Fig. 3 is base plate or the sash pile foundation transitional with longitudinal direction controlling settlement of subgrade.
Detailed description of the invention
With embodiment the present invention it is further elaborated below in conjunction with the accompanying drawings and illustrates.Each embodiment party in the present invention
The technical characteristic of formula, on the premise of not colliding with each other, all can carry out respective combination.
The present invention is directed to newly-built soft soil roadbed and built soft soil roadbed be respectively adopted different methods and process.
For newly-built soft soil roadbed
(1) first compare with soft soil foundation rheology initial value according to roadbed bulk density, after carrying out anticipation
Continuous operation, in order to preparation of construction.If roadbed bulk density is more than soft soil foundation rheology initial value, then want
Set up roadbed base plate or sash and set stub or the most transitional pile foundation, soft soil roadbed stress deformation could be controlled
The unstable continuous sedimentation amount that state globality and soft soil rheological cause；If roadbed bulk density is less than weak soil
Ground rheology initial value, the most only need to set up roadbed base plate or sash and not set stub or the most transitional pile foundation,
Just can control soft soil roadbed force and deformation state globality and unstable continuous sedimentation amount that soft soil rheological causes.
(2) manual sorting smooth soft soil foundation surface, its longitudinal length 6～20m, and roadbed direction outside bridge
Tilt 3～5 degree.Note should using herein manually carry out smooth, according to heavy-duty machinery arrange smooth weak soil ground
Primary surface operation is easily destroyed soft ground surface layer duricrust, runs counter to desire on the contrary.
(3) lay the 50cm thickness grains of sand or blotter on manual sorting smooth soft soil foundation surface, as under
Step procedures machinery bed course and soft soil foundation surface drainage layer.
(4) as shown in Figures 2 and 3, according to the needs of step (1), laterally beat along bridge edge soft soil foundation
If 2 row's stubs or start from bridge edge laterally to set 1 row longitudinally transitional stake every 10m at soft soil foundation
Base, as roadbed base plate or the support of sash, controls the unstable continuous sedimentation amount that soft soil rheological causes.
(5) in the range of soft soil foundation surface longitudinal length 6～20m, the 50cm thickness grains of sand or rubble pad have been laid
Layer is the most cast-in-place or places prefabricated reinforced concrete base plate or sash, and its longitudinal length 6～20m, as weak soil road
The key-course of base force and deformation state globality, the soft soil roadbed force and deformation state globality of real control and weak soil
The unstable continuous sedimentation amount that rheology causes, reaches to administer the purpose of soft soil roadbed highway bridgehead vehicle jump phenomenon.
(6) filling roadbed and do road surface by specification.
For built soft soil roadbed:
(1) from the beginning of bridge edge, existing subgrade and pavement is excavated in the layering of view picture roadbed, its longitudinal length 6～12m,
But retain curb part to retrain the follow-up lateral deformation filling light material.Excavate the thickness of subgrade and pavement according to
Excavate bicycle road existing subgrade and pavement weight and fill out light material weight add a heavy vehicle load sum more than changing
And consider that 1.2～1.5 safety coefficients determine.
(2) arrange and smooth excavated roadbed bottom, cast-in-place or place prefabricated reinforced concrete base plate or sash,
As the follow-up key-course filling the deformation of light material uniform stressed.
(3) the most cast-in-place or place above prefabricated reinforced concrete base plate or sash, cast-in-place or place prefabricated gently
Material structure sheaf, alleviates roadbed deadweight to control the unstable continuous sedimentation amount that soft soil rheological causes.
(4) doing enhancing road surface structare layer, average heavy vehicle load, co-controlling is soft soil roadbed to be subject to
The unstable continuous sedimentation amount that force deformation state globality and soft soil rheological cause, reaches to administer soft soil roadbed highway
The purpose of vehicle bump at bridge ends.
Embodiment described above is the one preferably scheme of the present invention, and so it is not intended to limiting the invention,
The technical scheme that all modes taking equivalent or equivalent transformation are obtained, all falls within protection scope of the present invention
In.
Claims (4)
1. the method controlling Bridgehead by Blastig differential settlement, it is characterised in that
When target roadbed be newly-built soft soil roadbed time, step is as follows:
S101: compare roadbed bulk density and soft soil foundation rheology initial value, if roadbed bulk density
More than soft soil foundation rheology initial value, then anticipation need to be set up roadbed base plate or sash and set stub or longitudinal transition
Property pile foundation, could control soft soil roadbed force and deformation state globality and that soft soil rheological causes is unstable the most heavy
Fall amount；If roadbed bulk density is less than soft soil foundation rheology initial value, then anticipation only need to set up roadbed base plate
Or sash is without setting stub or the most transitional pile foundation, just can control soft soil roadbed force and deformation state overall
The unstable continuous sedimentation amount that property and soft soil rheological cause；
The smooth soft soil foundation surface of the longest 6～20m of S102: manual sorting, and roadbed direction outside bridge
Tilt 3～5 degree；
S103: lay the grains of sand or blotter on manual sorting smooth soft soil foundation surface, make as subsequent handling
Industry machinery bed course and soft soil foundation surface drainage layer；
S104: according to the anticipation result of step S101, if desired sets stub or the most transitional pile foundation, then
Laterally set 2 row's stubs along bridge edge soft soil foundation or start at a certain distance at weak soil from bridge edge
Ground laterally sets the most transitional pile foundation of 1 row, as roadbed base plate or the support of sash, controls soft soil rheological
The unstable continuous sedimentation amount caused；If need not set stub or the most transitional pile foundation, then skip this step and hold
Row S105；
S105: cast-in-place or place the longest above the thick grains of sand laid on soft soil foundation surface or blotter
The prefabricated reinforced concrete base plate of 6～20m or sash, as the control of soft soil roadbed force and deformation state globality
Preparative layer, with the unstable continuous sedimentation amount controlling soft soil roadbed force and deformation state globality and soft soil rheological causes；
S106: filling roadbed and do road surface.
When target roadbed be built soft soil roadbed time, step is as follows:
S201: from the beginning of bridge edge, view picture roadbed is layered the existing subgrade and pavement excavating the longest 6～12m,
But retain curb part to retrain the follow-up lateral deformation filling light material；
S202: arrange and smooth excavated roadbed bottom, cast-in-place or place prefabricated reinforced concrete base plate or sash,
As the follow-up key-course filling the deformation of light material uniform stressed；
S203: on reinforced concrete floor or sash, cast-in-place or placement precast light material structure layer, with
Alleviate roadbed deadweight to control the unstable continuous sedimentation amount that soft soil rheological causes；
S204: do enhancing road surface structare layer, with average heavy vehicle load, the soft soil roadbed stress of co-controlling becomes
The unstable continuous sedimentation amount that shape state globality and soft soil rheological cause.
2. the method controlling Bridgehead by Blastig differential settlement as claimed in claim 1, it is characterised in that described
Step S104 in, longitudinally the spacing of transitional pile foundation is 10m.
3. the method controlling Bridgehead by Blastig differential settlement as claimed in claim 1, it is characterised in that described
Step S105 in, the thick grains of sand or blotter are 50cm.
4. the method controlling Bridgehead by Blastig differential settlement as claimed in claim 1, it is characterised in that institute
In step S201 stated, the thickness excavating subgrade and pavement is more than according to excavating bicycle road existing subgrade and pavement weight
Change and fill out light material weight and add a heavy vehicle load sum and consider that 1.2～1.5 safety coefficients determine.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610310571.4A CN105887603B (en) | 2016-05-11 | 2016-05-11 | A kind of method for controlling Bridgehead by Blastig differential settlement |
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| CN201610310571.4A CN105887603B (en) | 2016-05-11 | 2016-05-11 | A kind of method for controlling Bridgehead by Blastig differential settlement |
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| CN105887603B CN105887603B (en) | 2018-06-19 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106400636A (en) * | 2016-10-20 | 2017-02-15 | 宁波市交通规划设计研究院有限公司 | Control method for multilayer road soft soil roadbed differential settlement |
| CN109082960A (en) * | 2018-07-26 | 2018-12-25 | 武汉大学 | Operation highway soft soil roadbed bumping at bridge-head, which changes, fills out light material processing method |
| CN109183542A (en) * | 2018-07-26 | 2019-01-11 | 武汉大学 | Run highway soft soil roadbed bumping at bridge-head lower clapboard processing method |
| CN110644308A (en) * | 2019-10-16 | 2020-01-03 | 四川齐峰建设工程有限公司 | Construction method for paving road on debris flow soft foundation |
| CN113216133A (en) * | 2021-05-06 | 2021-08-06 | 岳阳市交通公路工程建设总公司 | Soft foundation shallow section curing structure and construction method thereof |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106400636A (en) * | 2016-10-20 | 2017-02-15 | 宁波市交通规划设计研究院有限公司 | Control method for multilayer road soft soil roadbed differential settlement |
| CN106400636B (en) * | 2016-10-20 | 2018-08-21 | 宁波市交通规划设计研究院有限公司 | A kind of control method of the soft soil roadbed differential settlement of Multi-layer road |
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| CN109183542A (en) * | 2018-07-26 | 2019-01-11 | 武汉大学 | Run highway soft soil roadbed bumping at bridge-head lower clapboard processing method |
| CN110644308A (en) * | 2019-10-16 | 2020-01-03 | 四川齐峰建设工程有限公司 | Construction method for paving road on debris flow soft foundation |
| CN113216133A (en) * | 2021-05-06 | 2021-08-06 | 岳阳市交通公路工程建设总公司 | Soft foundation shallow section curing structure and construction method thereof |
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| CN105887603B (en) | 2018-06-19 |
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