CN108694286A - A kind of soft soil roadbed settlement after construction computational methods - Google Patents
A kind of soft soil roadbed settlement after construction computational methods Download PDFInfo
- Publication number
- CN108694286A CN108694286A CN201810517498.7A CN201810517498A CN108694286A CN 108694286 A CN108694286 A CN 108694286A CN 201810517498 A CN201810517498 A CN 201810517498A CN 108694286 A CN108694286 A CN 108694286A
- Authority
- CN
- China
- Prior art keywords
- soil layer
- lotus
- load
- soil
- layer
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
- E01B2/006—Deep foundation of tracks
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Geometry (AREA)
- General Engineering & Computer Science (AREA)
- Evolutionary Computation (AREA)
- Computer Hardware Design (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Road Paving Structures (AREA)
Abstract
The present invention relates to technical field of building construction, in particular to a kind of soft soil roadbed settlement after construction computational methods.Calculate the composite modulus of each stabilization zone soil layer in ground;Calculate the additional stress area of each stabilization zone soil layer;Calculate the average degree of consolidation of non-reinforced area's soil layer before laying a railway track;According to the composite modulus of each stabilization zone soil layer and additional stress area and average degree of consolidation UZSubgrade settlement before calculating is laid a railway trackLotusCalculate the settlement after construction of roadbed:Calculate the additional stress area A under rail-free and train loadWithout lotusFormula be:The present invention is in calculating soft soil roadbed settlement after construction method, the additional stress areal calculation of existing computational methods is simplified, entire settlement after construction is set to calculate simpler, efficient, also improve the accuracy of entire additional stress areal calculation, difficulty in computation is reduced, there is great promotional value.
Description
Technical field
The present invention relates to technical field of building construction, in particular to a kind of soft soil roadbed settlement after construction computational methods.
Background technology
With being constantly progressive for communications and transportation, the range of construction of railways is more and more extensive, and current rail construction may meet
Face the soft weak soil area of various problem, especially soil property to need to ensure the normal operation of later stage Along Railway
Consolidation process is carried out to roadbed before railway bed construction.As shown in Figure 1, for common subgrade strengthening structure, including roadbed 1,
Composite foundation 2, composite foundation 2 are the combination of piling strtucture and weak soil soil layer, and vertically inserting piling has the soil of piling strtucture
Layer is stabilization zone soil layer, and soil layer lower section in stabilization zone is that piling strtucture lower end to the soil layer between settlement calculation depth is non-reinforced area
Soil layer.Under normal conditions, it in order to judge whether arrangement and method for construction meets design condition at design initial stage, needs after carrying out work to roadbed
Settlement calculation.And the settlement after construction of roadbed is calculated, the subgrade settlement before needing the total settlement for first calculating roadbed and laying a railway track, roadbed
Settlement after construction is equal to the difference of the total settlement of roadbed and the subgrade settlement before laying a railway track.The total settlement for either calculating roadbed is still counted
The subgrade settlement before laying a railway track is calculated to be required for calculating the foundation additional stress area of each soil layer below the roadbed under embankment load.
The calculating of foundation additional stress area is the main contents that settlement of foundation calculates.Existing band-like trapezoidal profile lotus
Additional stress area computation method in lower ground is carried, two methods can be divided into:1) by trapezium decomposition at triangle and rectangle, then lead to
Specification is crossed to table look-up the additional stress area on the layer top, layer bottom that obtain respectively under band-like Triangle Load Distribution, band-like evenly load,
Finally find out the additional stress area under band-like trapezoid distributed load;2) the additional stress area of required solution is divided into along depth
M additional stress is solved, then m additional stress under band-like trapezoid distributed load is divided under m × n vertical linear loads
Additional stress solves respectively, finally finds out the additional stress area under band-like trapezoid distributed load.Both methods is all and non-straight
It connects and calculates foundation additional stress area under band-like trapezoid distributed load, find out additional stress area indirectly by the way that multistep is poly-, side
Method 1) it is tabled look-up by seven steps, four specifications and acquires last solution, method 2) pass through additional stress under three step m × vertical linear load of n times
Calculating to acquire last solution, the two calculating process is all relatively complicated, method 1) look-up table be unfavorable for sequencing calculating, method
2) size of the m divided in and n values will influence the accuracy of result of calculation.
Invention content
Present invention aim to the settlement after construction computational methods for the prior art for solving to mention in above-mentioned background technology
There is a problem of that computational methods are cumbersome, difficult, accuracy is low, a kind of soft soil roadbed settlement after construction computational methods are provided.
The technical scheme is that:A kind of soft soil roadbed settlement after construction computational methods, it is characterised in that:To railway bed
The composite foundation that lower section piling strtucture is mixed with weak soil soil layer carries out post-construction settlement of subgrade calculating, includes the following steps:
1) composite foundation, is divided into steel plate area soil layer along Z-direction, calculates answering for each stabilization zone soil layer in composite foundation
Molding amount ESC;
2) the additional stress area of each stabilization zone soil layer and non-reinforced area's soil layer under rail-free and train load, is calculated
AWithout lotus jAnd additional stress area A of each stabilization zone soil layer in the case where having track and train loadThere is lotus j;
3) the average degree of consolidation U of non-reinforced area's soil layer before laying a railway track, is calculatedZ, non-reinforced area's soil layer is pile foundation bottom
With the soil layer between settlement calculation depth;
4), according to the composite modulus E of each stabilization zone soil layerSCAnd there is additional stress area under track and train load
AThere is lotus jCalculate the total settlement S of roadbedThere is lotus;
5), according to the composite modulus E of each stabilization zone soil layerSC, additional stress area A under rail-free and train loadWithout lotus j
And before laying a railway track non-reinforced area's soil layer average degree of consolidation UZSubgrade settlement S before calculating is laid a railway trackWithout lotus;
6), according to formula S=SThere is lotus-SWithout lotusCalculate the settlement after construction S of roadbed:
The additional stress area A of jth soil layer under rail-free and train load is calculated in the step 2)Without lotus jFormula such as
Under:
Wherein:I --- i-th section of load;
J --- jth calculates soil layer;
pWithout lotus i(x) --- under rail-free and train load, the load function of i-th section of load;
nWithout lotus--- under rail-free and train load, the segments of load;
xi1--- under rail-free and train load, the starting point abscissa of i-th section of band-like load assignment range;
xi2--- under rail-free and train load, the terminal abscissa of i-th section of band-like load assignment range;
zj1--- jth calculates the buried depth of soil layer top surface;
zj2--- jth calculates the buried depth of soil layer bottom surface.
X --- integration variable abscissa;
Z --- integration variable buried depth;
The stabilization zone is the weak soil soil layer that inserting piling has piling strtucture, and non-reinforced area's soil layer refers to pile foundation bottom
It holds to the weak soil soil layer between settlement calculation depth.
The additional stress area A under rail road and train load is calculated in the further step 2)There is lotus jFormula
It is as follows:
Wherein:AThere is lotus j--- there is the additional stress area of jth soil layer under track and train load;
I --- i-th section of load;
J --- jth calculates soil layer;
pThere is lotus i(x) --- have under track and train load, the load function of i-th section of load;
nThere is lotus--- have under track and train load, the segments of load;
xi3--- have under track and train load, the starting point abscissa of i-th section of band-like load assignment range;
xi4--- have under track and train load, the terminal abscissa of i-th section of band-like load assignment range;
zj1--- jth calculates the buried depth of soil layer top surface;
zj2--- jth calculates the buried depth of soil layer bottom surface.
X --- integration variable abscissa;
Z --- integration variable buried depth.
The composite modulus E of each stabilization zone soil layer in composite foundation is calculated in the further step 1)SCFormula be:
Ecs=mEp+(1-m)Es
Wherein:Ecs--- reinforcing layer compound compressed modulus;
M --- composite foundation area replacement ratio;
Ep--- compression modulus;
Es--- soil body compression modulus.
The composite modulus E of each stabilization zone soil layer in composite foundation is calculated in the further step 1)SCFormula be:
Wherein:Ecs --- reinforcing layer compound compressed modulus;
Es --- soil body compression modulus
σ0--- natural foundation bearing capacity;
σsp--- Bearing Capacity of Composite Foundation;
ξ --- bearing capacity improves coefficient with compression modulus.
The average degree of consolidation U of non-reinforced area's soil layer before laying a railway track is calculated in the further step 3)ZFormula be:
Wherein:Cv--- the vertical coefficient of consolidation of soil layer;
T --- it is lasted for soil consolidation;
The additional stress ratio at α --- soil layer layer bottom and layer top;
H --- it is soil layer vertical drainage distance, H is equal to the half of soil thickness when two-sided draining;H is equal to when single side drains
The thickness of the layer.
Total settlement S is calculated in the further step 4)There is lotusFormula be:
Wherein:mJs--- stabilization zone settles experiential modification coefficient;
mXs--- non-reinforced area settles experiential modification coefficient;
AThere is lotus j--- have under track and train load operating mode, jth calculates the additional stress area of soil layer;
Ecsj--- the corresponding reinforcing layer compound compressed modulus of jth soil layer;
Esj--- jth layer compression modulus;
The soil layer number of k --- stabilization zone range;
The soil layer number of m --- computer capacity, including stabilization zone and subjacent bed.
Subgrade settlement S before laying a railway track is calculated in the further step 5)Without lotusFormula be:
Wherein:mJs--- stabilization zone settles experiential modification coefficient;
mXs--- non-reinforced area settles experiential modification coefficient;
UJs--- stabilization zone average degree of consolidation can use empirical value 0.9~1.0;
UXs--- non-reinforced area's average degree of consolidation is calculated with reference to walking poly- 3;
AWithout lotus j--- under rail-free and train load operating mode, jth calculates the additional stress area of soil layer;
Ecsj--- the corresponding reinforcing layer compound compressed modulus of jth soil layer;
Esj--- jth layer compression modulus;
The soil layer number of k --- stabilization zone range;
The soil layer number of m --- computer capacity, including stabilization zone and non-reinforced area.
The present invention is in calculating soft soil roadbed settlement after construction method, by the additional stress areal calculation of existing computational methods
Simplified, so that entire settlement after construction is calculated simpler, efficient, also improve the accurate of entire additional stress areal calculation
Degree, reduces difficulty in computation, has great promotional value.
Description of the drawings
Fig. 1:Roadbed and composite foundation structure schematic diagram;
Fig. 2:Additional stress areal calculation coordinate schematic diagram;
Wherein:1-roadbed;2-composite foundations.
Specific implementation mode
The following further describes the present invention in detail with reference to the accompanying drawings and specific embodiments.
If Fig. 1 is the soft soil roadbed structure of certain railway, including roadbed 1 and composite foundation 2.Initial stage design phase needs to roadbed
Settlement after construction calculated, computational methods include the following steps:
1, by the stratum line of demarcation of subsoil, composite foundation 2 is divided into steel plate area soil layer along Z-direction, is calculated multiple
Close the composite modulus E of each stabilization zone soil layer in ground 2SC;
2, calculate each stabilization zone and non-reinforced area (non-reinforced area's soil layer be pile foundation bottom and settlement calculation depth it
Between weak soil soil layer) the additional stress area A of each soil layer under rail-free and train loadWithout lotus jAnd each stabilization zone soil layer is having
Additional stress area A under track and train loadThere is lotus j;
3, the average degree of consolidation U of non-reinforced area's soil layer before laying a railway track is calculatedZ;
4, according to the composite modulus E of each stabilization zone soil layerSCAnd there is additional stress area under track and train load
AThere is lotus jCalculate the total settlement S of roadbedThere is lotus;
5, according to the composite modulus E of each stabilization zone soil layerSC, additional stress area A under rail-free and train loadWithout lotus jWith
And before laying a railway track non-reinforced area's soil layer average degree of consolidation UZSubgrade settlement S before calculating is laid a railway trackWithout lotus;
6, according to formula S=SThere is lotus-SWithout lotusCalculate the settlement after construction S of roadbed.
The composite modulus E of each stabilization zone soil layer in composite foundation 2 is calculated in step 1SCThere are two types of methods:Composite modulus method and
Bearing capacity ratio method.
1, composite modulus method
Composite modulus method is to calculate composite modulus E by the Area-weighted method of averagecs:
Ecs=mEp+(1-m)Es
Wherein:Ecs--- reinforcing layer compound compressed modulus;
M --- composite foundation area replacement ratio;
Ep--- compression modulus;
Es--- soil body compression modulus.
2, bearing capacity ratio method is that value improves coefficient ξ calculating composite modulus E by the modulus of stabilization zone soilcs;
Wherein:Ecs --- reinforcing layer compound compressed modulus;
Es --- soil body compression modulus
σ0--- natural foundation bearing capacity;
σsp--- Bearing Capacity of Composite Foundation;
ξ --- bearing capacity improves coefficient with compression modulus.
The additional stress area that each stabilization zone soil layer in composite foundation 2 is calculated in step 2 includes calculating to have under load situation
Additional stress area and no-load in the case of additional stress area.The computational methods of two kinds of additional stress areas are identical, existing
By taking no-load operating mode as an example, the load line of of roadbed 1 itself can regard four sections of rectilinear(-al)s as, be divided into four parts, range point by it
It Wei not left side slope, road bed left side, road bed right side, the right slope.Using the computational methods of this patent, each portion is calculated separately
Divide under load action, (non-reinforced area's soil layer of the present embodiment refers to pile foundation bottom end for each stabilization zone soil layer and non-reinforced area's soil layer
Soil layer to settlement calculation depth) additional stress area, then read group total goes out respectively to calculate the attached of soil layer under no lotus respectively
Add stress area, circular as follows:
Wherein:AWithout lotus j--- under no-load operating mode, jth calculates the additional stress area of soil layer;
I --- i-th section of load;
nWithout lotus--- under no-load operating mode, the segments of load;
J --- jth calculates soil layer;
Aij--- jth calculates the additional stress area under soil layer, i-th section of load.
For AijComputational methods with reference to Fig. 2, according to"Soil mechanics"Teaching material, at coordinate x under vertical linear load p effects,
The additional stress calculation formula of N points is at z-depth in soil:
Wherein:σzx--- under line load, calculate the additional stress of point N;
The function of P (x) --- load and abscissa x;
X --- calculate the lateral distance that point N makees use with line lotus;
Z --- calculate the buried depth of point N.
It is obtained by integral principle, x1~x2Band-like trapezoid distributed load p (x)=kx+b effect under, as shown in Fig. 2, in soil
The additional stress calculation formula of N points is at z-depth:
Wherein:σz--- under band-like load, calculate the additional stress of point N;
The function of P (x) --- load and abscissa x;
x1--- the starting point of band-like load transverse distribution range;
x2--- the terminal of band-like load transverse distribution range;
X --- integration variable, abscissa;
Z --- calculate the buried depth of point N.
Under so i-th section of band-like trapezoid distributed load, jth calculates the integral of caused additional stress area within the scope of soil layer
Formula is:
It is integrated to derive:
Aij=[g(xi2,zj2)-g(xi2,zj1)]-[g(xi1,zj2)-g(xi1,zj1)];
Wherein:
When under border condition:
Wherein:pi(x) --- the load function of i-th section of load;
ki--- first constant of i-th section of band-like trapezoidal load function;
bi--- second constant of i-th section of band-like trapezoidal load function;
xi1--- the starting point abscissa of i-th section of band-like load assignment range;
xi2--- the terminal abscissa of i-th section of band-like load assignment range;
zj1--- jth calculates the buried depth of soil layer top surface;
zj2--- jth calculates the buried depth of soil layer bottom surface.
The formula is that the analytic solutions of foundation additional stress area under band-like trapezoid distributed load can through numerous case verifications
It is additional with soil layer direct, that any depth location any thickness range in ground is accurately calculated under band-like trapezoid distributed load
Stress area.
It can be in the hope of there is the foundation additional stress area in the case of load and no-load by above-mentioned computational methods.
The average degree of consolidation of non-reinforced area's soil layer before laying a railway track is calculated in step 3, calculation formula is:
Wherein:Uz --- the average degree of consolidation of non-reinforced area's soil layer before laying a railway track;
Cv--- the vertical coefficient of consolidation of soil layer;
T --- it is lasted for soil consolidation;
The additional stress ratio at α --- soil layer layer bottom and layer top;
H --- it is soil layer vertical drainage distance, H is equal to the half of soil thickness when two-sided draining;H is equal to when single side drains
The thickness of the layer.
The total settlement S of roadbed 1 is calculated in step 4There is lotus, SThere is lotusCalculation formula be:
Wherein:mJs--- stabilization zone settles experiential modification coefficient;
mXs--- non-reinforced area settles experiential modification coefficient;
AThere is lotus j--- have under track and train load operating mode, jth calculates the additional stress area of soil layer;
Ecsj--- the corresponding reinforcing layer compound compressed modulus of jth soil layer;
Esj--- jth layer compression modulus;
The soil layer number of k --- stabilization zone range;
The soil layer number of m --- computer capacity, including stabilization zone and non-reinforced area.
The sedimentation S of roadbed 1 before laying a railway track is calculated in step 5Without lotus, SWithout lotusCalculation formula be:
Wherein:mJs--- stabilization zone settles experiential modification coefficient;
mXs--- non-reinforced area settles experiential modification coefficient;
UJs--- stabilization zone average degree of consolidation can use empirical value 0.9~1.0;
UXs--- non-reinforced area's average degree of consolidation is calculated with reference to walking poly- 3;
AWithout lotus j--- under rail-free and train load operating mode, jth calculates the additional stress area of soil layer;
Ecsj--- the corresponding reinforcing layer compound compressed modulus of jth soil layer;
Esj--- jth layer compression modulus;
The soil layer number of k --- stabilization zone range;
The soil layer number of m --- computer capacity, including stabilization zone and non-reinforced area.
Finally according to S=SThere is lotus-SWithout lotusThe settlement after construction S for calculating roadbed, can judge that subgrade settlement is by settlement after construction S
It is no to meet design requirement.
This is described with reference to specific embodiment.Calculating primary condition is:
1) subgrade settlement controls standard:Post-construction settlement of subgrade≤100mm.
2) embankment load:
Embankment filled soil height 6.0m, ratio of slope 1.5;Filler severe 20kN/m3.The above load of road bed using have how track ZK
Common load.
3) foundation condition:
The title on each stratum, severe γ, the vertical coefficient of consolidation C of rock-soil layerv, subsoil Basic bearing ability σ0, lateral spacing pressure
Contracting modulus EsWith thickness such as table 1 etc..
1 Rock And Soil physical and mechanical parameter table of table
4) foundation stabilization scheme:
Rotary churning pile is reinforced, pile compression modulus Ep=60MPa;Square lays out pile;Pile body diameter:0.50m;Stake spacing:
1.50m;It reinforces to the 4th layer of (4) interior 1.00m.
Step 1. composite earth layer modulus calculates
The replacement rate of basement process stake:M=π * 0.5*0.5/ (4*1.5*1.5)=0.0873, it is each by composite modulus method
The composite modulus of layer calculates such as the following table 2:
1 stratum layer depth of table and modulus
Each soil layer additional stress area of step 2. and deformation
1) load segmentation and parameter
Without embankment load in the case of lotus by left side slope, road bed left side, road bed right side, four part group of the right slope
At, the wherein load line of road bed left side and right side is similar on straight line, synthesize one group of load, three parts load
It is converted into the equation of P (x)=kx+b, each coefficient such as the following table 3:
Table 3 is without parameters of loading under lotus operating mode
| Serial number i | Load | xi1 | xi2 | P(xi1) | P(xi2) | ki | bi |
| 1 | Left side slope | -15.70 | -6.70 | 0.00 | 120.00 | 13.33 | 209.33 |
| 2 | Road bed | -6.70 | 6.70 | 120.00 | 120.00 | 0.00 | 120.00 |
| 3 | The right slope | 6.70 | 15.70 | 120.00 | 0.00 | -13.33 | 209.33 |
2) under the left slope load without lotus operating mode, the additional stress area A of (1) -1 soil layer11
Under left slope load, the additional stress areal calculation of (1) -1 soil layer:I=1, xi1,xi2,ki,biIt is as shown in the table, j=
1, zj1,zj2As shown in table 1, formula is substituted into:
Aij=[g(xi2,zj2)-g(xi2,zj1)]-[g(xi1,zj2)-g(xi1,zj1)];
Wherein:
When under border condition:
Additional stress area A can be calculated11=63.03kPa.m.
3) the additional stress area A without (1) -1 soil layer of lotus operating modeWithout lotus 1
With 2) method, calculate separately out under road bed load (i=1) and right slope load (i=2), (1) -1 soil layer it is attached
Add stress area A21=1202.31kPa.m, A31=63.03kPa.m.
Additional stress area then without (1) -1 soil layer under lotus operating mode:
AWithout lotus 1=A11+A21+A31=1328.37kPa.m.
4) the additional stress area without each soil layer of lotus operating mode
With 2), 3), the additional stress area without each soil layer of lotus operating mode is calculated separately out:
AWithout lotus 2=A12+A22+A32=180.24kPa.m
AWithout lotus 3=A13+A23+A33=397.78kPa.m
AWithout lotus 4=A14+A24+A34=71.52kPa.m
AWithout lotus 5=A15+A25+A35=1299.45kPa.m.
5) there is the additional stress area of each soil layer of lotus operating mode
There is load under lotus operating mode to be classified into 64 sections, together 1), 2), 3), 4), calculates separately out the additional of each soil layer of lotus operating mode
Stress area:
The average degree of consolidation Uz of the non-reinforced area's soil layer of step 3.
Non-reinforced area's soil layer only has (4) soil layer, 20~46.37m of range, and soil layer erects drainage distance H=26.37m, layer bottom with
Additional α=0.5 on layer top, soil consolidation lasts t=180 days before laying a railway track, vertical coefficient of consolidation cv=220cm2/ ks, under substitution
Formula:
Calculate to obtain non-reinforced area's soil layer average degree of consolidation Uz=0.781.
Step 4. calculates the total settlement S of roadbedThere is lotus
Through the m that tables look-upjs,mxsAll take 0.943, according to step poly- 1 with 2 each composite earth layer and soil layer have lotus operating mode is additional answer
Power area AThere is lotus j, Modulus of pressure Ecsj/EsjValue is as shown in table 4.Each parameter value is substituted into formula "
Calculate to obtain total settlement SThere is lotus=366.73mm.
4 total settlement of table calculates
| Layering | AThere is lotus j(kPa.m) | Ecsj/Esj(MPa) | SThere is lotus(mm) |
| (1) composite earth layer | 1566.79 | 9.34 | 158.13 |
| (2) composite earth layer | 208.01 | 14.82 | 13.24 |
| (3) composite earth layer | 457.52 | 8.68 | 49.72 |
| (4) composite earth layer | 82.09 | 14.36 | 5.39 |
| (4) soil layer | 1487.28 | 10.0 | 140.25 |
| It is total | 366.73 |
The sedimentation S of roadbed before step 5. calculating is laid a railway trackWithout lotus
Through the m that tables look-upjs,mxs0.943 is all taken, is obtained according to step poly- 1 and 2:Each composite earth layer and being added without lotus operating mode for soil layer are answered
Power area AWithout lotus j, Modulus of pressure Ecsj/EsjValue is as shown in table 5, and stabilization zone average degree of consolidation takes empirical value Ujs=0.95, it is non-plus
Gu area's average degree of consolidation obtains Uxs=0.78 by step poly- 3.Each parameter value is substituted into formula:
Subgrade settlement S before calculating to lay a railway trackWithout lotus=279.49mm
Embankment settlement calculation before table 5 is laid a railway track
| Layering | AWithout lotus j(kPa.m) | Ecsj/Esj(MPa) | SWithout lotus(mm) |
| (1) composite earth layer | 1328.37 | 9.34 | 127.37 |
| (2) composite earth layer | 180.24 | 14.82 | 10.90 |
| (3) composite earth layer | 397.78 | 8.68 | 41.07 |
| (4) composite earth layer | 71.52 | 14.36 | 4.46 |
| (4) soil layer | 1299.45 | 10.0 | 95.70 |
| It is total | 279.49 |
Step 6. settlement after construction S
Poly- 4,5 result of calculation of step is substituted into the settlement after construction for calculating roadbed:
S=SThere is lotus-SWithout lotus=87.24mm<100mm
Meet subgrade settlement control standard.
It will be known to the computational methods of the present embodiment and the comparison of existing computational methods:
Existing computational methods can be divided into same 6 steps with patented method and gather, wherein walking poly- 1,3,4,5,6 and patented method
Similar, these poly- calculation amounts of step are smaller, and the step of existing method poly- 2 is calculated using layering aggregative method, computationally intensive, specific Jie
It continues as follows:
1) load segmentation and parameter
Without embankment load in the case of lotus by left side slope, road bed left side, road bed right side, four part group of the right slope
At the wherein load line of road bed left side and right side is similar on straight line, synthesizes one group of load, three parts are band-like
The coefficient of load such as following table:
Table 6 is without parameters of loading under lotus operating mode
| Serial number i | Load | Load form | pi | bi | xi |
| 1 | Left side slope | Band-like triangle | 120 | 9.0 | 15.70 |
| 2 | Road bed | It is band-like uniformly distributed | 120 | 13.4 | 0 |
| 3 | The right slope | Band-like triangle | 120 | 9.0 | 15.70 |
2) under the left slope load without lotus operating mode, the additional stress area A of (1) soil layer11
The total 12.0m of soil layer (1) is thick, by hijkThe thickness of=every layer of 0.5m is divided into 24 thin layers, calculates additional at every layer of center
Stress:
Wherein:K --- kth thin layer;
zjk--- the central point buried depth of the kth thin layer of jth soil layer;
bi--- the width (m) of i-th section of band-like load;
pi--- the intensity (kPa) of i-th section of band-like load;
With i=1, for j=1, k=10, xi=15.7, bi=9.0, zjk=4.75, pi=120 substitution above-mentioned formulas obtain:
σijk=3.495kPa.
Other each layers calculate such as following table:
Table 2 is calculated without soil layer (1) additional stress under lotus operating mode
After the additional stress for calculating each thin layer, then by itself and thickness of thin layer hijkQuadrature and, that is, substitute into following formula:
In formula:σijk--- under i-th section of load, the additional stress of the kth thin layer central point of jth soil layer;
hijk--- under i-th section of load, the thickness of the kth thin layer of jth soil layer;
It acquires:A11=63.03kPa.m.
3) the additional stress area A without (1) -1 soil layer of lotus operating modeWithout lotus 1
With 2) method, calculate separately out under road bed load (i=1) and right slope load (i=2), (1) -1 soil layer it is attached
Add stress area A21=1202.31kPa.m, A31=63.03kPa.m.
Additional stress area then without (1) -1 soil layer under lotus operating mode:
AWithout lotus 1=A11+A21+A31=1328.37kPa.m.
4) the additional stress area without each soil layer of lotus operating mode
With 2), 3), the additional stress area without each soil layer of lotus operating mode is calculated separately out:
AWithout lotus 2=A12+A22+A32=180.24kPa.m
AWithout lotus 3=A13+A23+A33=397.78kPa.m
AWithout lotus 4=A14+A24+A34=71.52kPa.m
AWithout lotus 5=A15+A25+A35=1299.45kPa.m.
5) there is the additional stress area of each soil layer of lotus operating mode
There is load under lotus operating mode to be classified into 64 sections, together 1), 2), 3), 4), calculates separately out the additional of each soil layer of lotus operating mode
Stress area:
It can be seen that the present embodiment is in calculating soft soil roadbed settlement after construction method, by the additional of existing computational methods
Stress area calculating is simplified, and so that entire settlement after construction is calculated simpler, efficient, is also improved entire additional stress area
The accuracy of calculating, reduces difficulty in computation, has great promotional value.
The basic principles, main features and advantages of the present invention have been shown and described above.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and the above embodiments and description only describe this
The principle of invention, various changes and improvements may be made to the invention without departing from the spirit and scope of the present invention, these changes
Change and improvement all fall within the protetion scope of the claimed invention.The claimed scope of the invention by appended claims and its
Equivalent defines.
Claims (7)
1. a kind of soft soil roadbed settlement after construction computational methods, it is characterised in that:To piling strtucture below railway bed and weak soil soil
The composite foundation of layer mixing carries out post-construction settlement of subgrade calculating, includes the following steps:
1), by the interface of subsoil original place layer, composite foundation is divided into steel plate area soil layer along Z-direction, is calculated compound
The composite modulus E of each stabilization zone soil layer in groundSC;
2) the additional stress area A of each stabilization zone soil layer and non-reinforced area's soil layer under rail-free and train load, is calculatedWithout lotus jWith
And additional stress area A of each stabilization zone soil layer in the case where having track and train loadThere is lotus j;
3) the average degree of consolidation U of non-reinforced area's soil layer before laying a railway track, is calculatedZ;
4), according to the composite modulus E of each stabilization zone soil layerSCAnd there is additional stress area A under track and train loadThere is lotus jMeter
Calculate the total settlement S of roadbedThere is lotus;
5), according to the composite modulus E of each stabilization zone soil layerSC, additional stress area A under rail-free and train loadWithout lotus jAnd
The average degree of consolidation U of non-reinforced area's soil layer before laying a railway trackZSubgrade settlement S before calculating is laid a railway trackWithout lotus;
6), according to formula S=SThere is lotus-SWithout lotusCalculate the settlement after construction S of roadbed:
The additional stress area A of jth soil layer under rail-free and train load is calculated in the step 2)Without lotus jFormula it is as follows:
Wherein:I --- i-th section of load;
J --- jth calculates soil layer;
pWithout lotus i(x) --- under rail-free and train load, the load function of i-th section of load;
nWithout lotus--- under rail-free and train load, the segments of load;
xi1--- under rail-free and train load, the starting point abscissa of i-th section of band-like load assignment range;
xi2--- under rail-free and train load, the terminal abscissa of i-th section of band-like load assignment range;
zj1--- jth calculates the buried depth of soil layer top surface;
zj2--- jth calculates the buried depth of soil layer bottom surface.
X --- integration variable abscissa;
Z --- integration variable buried depth;
The stabilization zone is the weak soil soil layer that inserting piling has piling strtucture, and non-reinforced area's soil layer refers to pile foundation bottom end extremely
Weak soil soil layer between settlement calculation depth.
2. a kind of soft soil roadbed settlement after construction computational methods as described in claim 1, it is characterised in that:In the step 2)
Calculate the additional stress area A having under track and train loadThere is lotus jFormula it is as follows:
Wherein:AThere is lotus j--- there is the additional stress area of jth soil layer under track and train load;
I --- i-th section of load;
J --- jth calculates soil layer;
pThere is lotus i(x) --- have under track and train load, the load function of i-th section of load;
nThere is lotus--- have under track and train load, the segments of load;
xi3--- have under track and train load, the starting point abscissa of i-th section of band-like load assignment range;
xi4--- have under track and train load, the terminal abscissa of i-th section of band-like load assignment range;
zj1--- jth calculates the buried depth of soil layer top surface;
zj2--- jth calculates the buried depth of soil layer bottom surface.
X --- integration variable abscissa;
Z --- integration variable buried depth.
3. a kind of soft soil roadbed settlement after construction computational methods as described in claim 1, it is characterised in that:In the step 1)
Calculate the composite modulus E of each stabilization zone soil layer in composite foundationSCFormula be:
Ecs=mEp+(1-m)Es
Wherein:Ecs--- reinforcing layer compound compressed modulus;
M --- composite foundation area replacement ratio;
Ep--- compression modulus;
Es--- soil body compression modulus.
4. a kind of soft soil roadbed settlement after construction computational methods as described in claim 1, it is characterised in that:In the step 1)
Calculate the composite modulus E of each stabilization zone soil layer in composite foundationSCFormula be:
Wherein:Ecs --- reinforcing layer compound compressed modulus;
Es --- soil body compression modulus
σ0--- natural foundation bearing capacity;
σsp--- Bearing Capacity of Composite Foundation;
ξ --- bearing capacity improves coefficient with compression modulus.
5. a kind of soft soil roadbed settlement after construction computational methods as described in claim 1, it is characterised in that:In the step 3)
Calculate the average degree of consolidation U of non-reinforced area's soil layer before laying a railway trackZFormula be:
Wherein:Cv--- the vertical coefficient of consolidation of soil layer;
T --- it is lasted for soil consolidation;
The additional stress ratio at α --- soil layer layer bottom and layer top;
H --- it is soil layer vertical drainage distance, H is equal to the half of soil thickness when two-sided draining;H is equal to soil layer when single side drains
Thickness.
6. a kind of soft soil roadbed settlement after construction computational methods as described in claim 1, it is characterised in that:In the step 4)
Calculate total settlement SThere is lotusFormula be:
Wherein:mJs--- stabilization zone settles experiential modification coefficient;
mXs--- non-reinforced area settles experiential modification coefficient;
AThere is lotus j--- have under track and train load operating mode, jth calculates the additional stress area of soil layer;
Ecsj--- the corresponding reinforcing layer compound compressed modulus of jth soil layer;
Esj--- jth layer compression modulus;
The soil layer number of k --- stabilization zone range;
The soil layer number of m --- computer capacity, including stabilization zone and subjacent bed.
7. a kind of soft soil roadbed settlement after construction computational methods as described in claim 1, it is characterised in that:In the step 5)
Subgrade settlement S before calculating is laid a railway trackWithout lotusFormula be:
Wherein:mJs--- stabilization zone settles experiential modification coefficient;
mXs--- non-reinforced area settles experiential modification coefficient;
UJs--- stabilization zone average degree of consolidation can use empirical value 0.9~1.0;
UXs--- non-reinforced area's average degree of consolidation is calculated with reference to walking poly- 3;
AWithout lotus j--- under rail-free and train load operating mode, jth calculates the additional stress area of soil layer;
Ecsj--- the corresponding reinforcing layer compound compressed modulus of jth soil layer;
Esj--- jth layer compression modulus;
The soil layer number of k --- stabilization zone range;
M --- the soil layer number in computer capacity, including stabilization zone and non-reinforced area.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810517498.7A CN108694286B (en) | 2018-05-25 | 2018-05-25 | Soft soil roadbed post-construction settlement calculation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810517498.7A CN108694286B (en) | 2018-05-25 | 2018-05-25 | Soft soil roadbed post-construction settlement calculation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108694286A true CN108694286A (en) | 2018-10-23 |
| CN108694286B CN108694286B (en) | 2022-01-21 |
Family
ID=63846837
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810517498.7A Active CN108694286B (en) | 2018-05-25 | 2018-05-25 | Soft soil roadbed post-construction settlement calculation method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108694286B (en) |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110106855A (en) * | 2019-05-30 | 2019-08-09 | 福建工程学院 | A kind of predicting subsidence method after the vertical reinforcement regulation of karst soil cave under roadbed |
| CN110210175A (en) * | 2019-06-21 | 2019-09-06 | 贵州正业工程技术投资有限公司 | A kind of composite foundation embankment side slope finite element calculating method for stability |
| CN110489840A (en) * | 2019-08-09 | 2019-11-22 | 中铁第六勘察设计院集团有限公司 | A kind of structure final settlement quantity algorithm considering immersed tube tunnel special process |
| CN111090829A (en) * | 2020-03-21 | 2020-05-01 | 西南交通大学 | Method for determining settlement after slant reinforcement of roadbed by grouting spiral steel pile on existing railway line |
| CN111783275A (en) * | 2020-06-02 | 2020-10-16 | 中煤科工开采研究院有限公司 | Transmission matrix method based additional stress calculation method for laminated medium foundation in subsidence area |
| CN111898178A (en) * | 2019-07-12 | 2020-11-06 | 江苏科能岩土工程有限公司 | Consolidation degree calculation method for layered foundation combined preloading |
| CN112989460A (en) * | 2021-02-22 | 2021-06-18 | 中国科学院武汉岩土力学研究所 | Subgrade settlement calculation method caused by subgrade construction and operation in soft soil area |
| CN113215864A (en) * | 2021-05-08 | 2021-08-06 | 中铁二院工程集团有限责任公司 | Earth-rock interbed embankment structure and design method thereof |
| CN113360967A (en) * | 2021-04-13 | 2021-09-07 | 中国电建集团市政规划设计研究院有限公司 | Soft soil foundation consolidation settlement generation method, device and medium |
| CN113700057A (en) * | 2021-09-15 | 2021-11-26 | 长沙理工大学 | Method for measuring foundation settlement |
| CN113944167A (en) * | 2021-11-23 | 2022-01-18 | 武汉大学 | Settlement calculation method considering soft soil foundation prepressing excavation backfill construction influence |
| CN114722601A (en) * | 2022-03-29 | 2022-07-08 | 东南大学 | Calculating method for calculating differential settlement of new and old roadbed based on CPTU test parameters |
| CN116541940A (en) * | 2023-06-29 | 2023-08-04 | 中交第四航务工程勘察设计院有限公司 | Consolidation degree calculating method for different acting time of grouping drainage bodies |
| CN117521459A (en) * | 2023-11-13 | 2024-02-06 | 中国建筑第五工程局有限公司 | Basic sedimentation difference control analysis method for high-fall integral main building-skirt building raft |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20080228436A1 (en) * | 2007-03-15 | 2008-09-18 | Board Of Regents Of University Of Nebraska | Measurement of vertical tract modulus using space curves |
| CN104099937A (en) * | 2014-07-11 | 2014-10-15 | 河北省水利工程局 | Construction method allowing settlement period of high-fill refilling area to be effectively shortened |
| CN106702999A (en) * | 2016-11-21 | 2017-05-24 | 南京工程学院 | Method for pre-estimating post-construction settlement of composite road foundation by static load test |
-
2018
- 2018-05-25 CN CN201810517498.7A patent/CN108694286B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20080228436A1 (en) * | 2007-03-15 | 2008-09-18 | Board Of Regents Of University Of Nebraska | Measurement of vertical tract modulus using space curves |
| CN104099937A (en) * | 2014-07-11 | 2014-10-15 | 河北省水利工程局 | Construction method allowing settlement period of high-fill refilling area to be effectively shortened |
| CN106702999A (en) * | 2016-11-21 | 2017-05-24 | 南京工程学院 | Method for pre-estimating post-construction settlement of composite road foundation by static load test |
Non-Patent Citations (2)
| Title |
|---|
| 王淑娟: "高速公路软土地基处理及其沉降计算", 《公路交通科技 应用技术版》 * |
| 赵周亮，刘福臣，刘祥柱: "多层复合地基沉降计算", 《山东农业大学学报(自然科学版)》 * |
Cited By (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110106855A (en) * | 2019-05-30 | 2019-08-09 | 福建工程学院 | A kind of predicting subsidence method after the vertical reinforcement regulation of karst soil cave under roadbed |
| CN110210175A (en) * | 2019-06-21 | 2019-09-06 | 贵州正业工程技术投资有限公司 | A kind of composite foundation embankment side slope finite element calculating method for stability |
| CN111898178A (en) * | 2019-07-12 | 2020-11-06 | 江苏科能岩土工程有限公司 | Consolidation degree calculation method for layered foundation combined preloading |
| CN110489840A (en) * | 2019-08-09 | 2019-11-22 | 中铁第六勘察设计院集团有限公司 | A kind of structure final settlement quantity algorithm considering immersed tube tunnel special process |
| CN110489840B (en) * | 2019-08-09 | 2020-05-22 | 中铁第六勘察设计院集团有限公司 | Structure final settlement method considering immersed tube tunnel special process |
| CN111090829A (en) * | 2020-03-21 | 2020-05-01 | 西南交通大学 | Method for determining settlement after slant reinforcement of roadbed by grouting spiral steel pile on existing railway line |
| CN111783275A (en) * | 2020-06-02 | 2020-10-16 | 中煤科工开采研究院有限公司 | Transmission matrix method based additional stress calculation method for laminated medium foundation in subsidence area |
| CN112989460A (en) * | 2021-02-22 | 2021-06-18 | 中国科学院武汉岩土力学研究所 | Subgrade settlement calculation method caused by subgrade construction and operation in soft soil area |
| CN113360967A (en) * | 2021-04-13 | 2021-09-07 | 中国电建集团市政规划设计研究院有限公司 | Soft soil foundation consolidation settlement generation method, device and medium |
| CN113360967B (en) * | 2021-04-13 | 2022-07-26 | 中国电建集团市政规划设计研究院有限公司 | Soft soil foundation consolidation settlement generation method, device and medium |
| CN113215864B (en) * | 2021-05-08 | 2022-05-03 | 中铁二院工程集团有限责任公司 | Earth-rock interbed embankment structure and design method thereof |
| CN113215864A (en) * | 2021-05-08 | 2021-08-06 | 中铁二院工程集团有限责任公司 | Earth-rock interbed embankment structure and design method thereof |
| CN113700057A (en) * | 2021-09-15 | 2021-11-26 | 长沙理工大学 | Method for measuring foundation settlement |
| CN113700057B (en) * | 2021-09-15 | 2022-11-22 | 长沙理工大学 | Method for measuring foundation settlement |
| CN113944167A (en) * | 2021-11-23 | 2022-01-18 | 武汉大学 | Settlement calculation method considering soft soil foundation prepressing excavation backfill construction influence |
| CN113944167B (en) * | 2021-11-23 | 2022-11-18 | 武汉大学 | Settlement calculation method considering soft soil foundation prepressing excavation backfill construction influence |
| CN114722601A (en) * | 2022-03-29 | 2022-07-08 | 东南大学 | Calculating method for calculating differential settlement of new and old roadbed based on CPTU test parameters |
| CN114722601B (en) * | 2022-03-29 | 2024-06-28 | 东南大学 | Calculation method for calculating differential settlement of new roadbed and old roadbed based on CPTU test parameters |
| CN116541940A (en) * | 2023-06-29 | 2023-08-04 | 中交第四航务工程勘察设计院有限公司 | Consolidation degree calculating method for different acting time of grouping drainage bodies |
| CN116541940B (en) * | 2023-06-29 | 2023-10-13 | 中交第四航务工程勘察设计院有限公司 | Consolidation degree calculating method for different acting time of grouping drainage bodies |
| CN117521459A (en) * | 2023-11-13 | 2024-02-06 | 中国建筑第五工程局有限公司 | Basic sedimentation difference control analysis method for high-fall integral main building-skirt building raft |
| CN117521459B (en) * | 2023-11-13 | 2024-05-28 | 中国建筑第五工程局有限公司 | Basic sedimentation difference control analysis method for high-fall integral main building-skirt building raft |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108694286B (en) | 2022-01-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108694286A (en) | A kind of soft soil roadbed settlement after construction computational methods | |
| CN100580220C (en) | Shield construction method for three-line parallel under-passing trunk railway tunnel | |
| CN100549304C (en) | A kind of nothing sealing fast vacuum prepressing method | |
| CN103758113B (en) | A kind of grid encloses the anti-liquefied foundation reinforcement means of hoop | |
| CN105862710B (en) | A kind of drain bar and construction method for Tidal Flat Inning Area processing | |
| CN201952698U (en) | Roadbed structure reinforced by geotextile discrete material piles | |
| CN104088208B (en) | A kind of wet and soft earth foundation processing method | |
| CN106894432B (en) | A kind of pile variation rigidity reinforcement cushion composite foundation and its construction method | |
| CN104947560A (en) | Pile-net composite roadbed pile top differential settlement control method | |
| CN107315893A (en) | Using the computational methods of composite foundation model prediction overlength Settlement of Pile Groups amount | |
| CN203346750U (en) | Long-short pile raft structure roadbed of deep spongy soil region | |
| CN112989460A (en) | Subgrade settlement calculation method caused by subgrade construction and operation in soft soil area | |
| CN104631220B (en) | A kind of high-speed railway cement improvement reinforced loess roadbed and construction method thereof | |
| CN101608421A (en) | The method of reinforcing soft soil roadbed by geotextile granular material pile | |
| CN107034789B (en) | Abutment Back combination backfill construction method | |
| CN206385411U (en) | It is a kind of to prevent the steep embankment ruggedized construction of height of differential settlement | |
| CN104818658B (en) | Road widening method for collapsible yellow earth foundation layer | |
| CN102535500A (en) | Reducing and sinking pile-supported embankment for treating soft soil foundation under large-area stacked load at ground and design method for reducing and sinking pile-supported embankment | |
| CN102644264B (en) | Method for reinforcing soft soil foundation by adopting soft foundation light tamping mode | |
| CN201459525U (en) | Foundation structure at tunnel-to-bridge junction of high-speed railway in loess regions | |
| CN206916731U (en) | A kind of high-speed railway shallow layer soft soil foundation ruggedized construction | |
| CN106958239A (en) | Precipitation union gently rams soft soil foundation reinforcing method | |
| CN105887791B (en) | A kind of road rigid pile composite foundation settlement calculation method for considering side load effect | |
| CN105220620A (en) | The bumping at bridge-head processing method of darker mud soft soil foundation after platform | |
| CN203795260U (en) | New roadbed and old roadbed combined road structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |