CN106649931B - A kind of calculation of ground surface settlement method after rectangular top pipe constructing tunnel work - Google Patents
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Abstract
The present invention relates to a kind of calculation of ground surface settlement methods after rectangular top pipe constructing tunnel work, it is calculated including long-term surface settlement after the initial excess pore water pressure calculation method of the soil body and work, since the theoretical basis of this patent is sturdy, it proposes the initial excess pore water pressure calculation method of surrounding soil caused by rectangular top pipe constructing tunnel, and then obtains the initial excess pore water pressure isogram of the soil body.Earth's surface consolidation settlement is calculated with layerwise summation method, the subsidence value of construction stage is superimposed, obtains the calculation method of earth's surface total settlement after work, and then estimate final settlement.Therefore ground settlement after rectangular top pipe constructing tunnel work can be predicted by the formula of this patent before constructing, prevents the excessive initiation safety accident of settlement after construction.This patent predicts ground settlement after rectangular top pipe constructing tunnel work there is prevention, directive function to engineering, and provide theoretical basis for the research from now in relation to ground settlement after push pipe, shield tunnel construction work by theoretical formula.
Description
Technical field
The present invention relates to a kind of calculation of ground surface settlement methods after rectangular top pipe constructing tunnel work, belong to underground engineering technology neck
Domain.
Background technique
The research method of soil deformation is caused mainly to have about rectangular top pipe construction at present: empirical method, theoretical calculation, number
It is worth simulation, measured data analytic approach etc..
In empirical method: Lin Qiangqiang[1]The surface subsidence of rectangular top pipe construction period is calculated using Peck formula.
In theoretical calculation: Wang Dong[2]The three-dimensional soil body caused by rectangular top pipe promotes is established using stochastic medium theory
Method for Calculating Deformation.
In Method for Numerical: Chen Cong etc.[3], Li Zhenghua[4], Pang Chenjun etc.[5], Lin Xiaoqing[6], Tang Kai[7]Simulate difference
Soil deformation caused by rectangular top pipe is constructed under operating condition.
In measured data analytic approach: Wen Suolin[8]Soil body sedimentation, pore water pressure and soil mass water are surveyed by construction site
Prosposition moves, and obtains the affecting laws constructed to surrounding enviroment；Shi Wenjie etc.[9]By field measurement data, rectangular top pipe has been inquired into
Periphery Water And Earth Pressures and earth's surface deform the rule that changes with time in work progress；Guo Liang[10]The soil body is monitored by construction site
Deformation has obtained the changing rule of soil body sedimentation；Deng Changmao etc.[11]By to 3 in Shanghai soft soil stratum big section rectangular tops
Pipe construction instance analysis, discovery rectangular top pipe propulsion cause earth's surface deformation to have general regularity.
In conclusion causing the research of ground settlement more rectangular top pipe construction period at present, but have no to after work
The research of table sedimentation, does not know whether Peck formula is suitable for ground settlement after work yet.
Summary of the invention
With urban development, traffic above-ground congestion has become universal phenomenon, therefore the development underground space becomes particularly important.
The one kind of rectangular top pipe as subterranean tunnel has the advantages that space utilization rate is big, it is small to influence on surrounding enviroment.But rectangular top pipe
Tunnel will continue to generate ground settlement after jacking, and increase increase with time, and then jeopardizes and around build (structure) and build
Object.
Cause the research of ground settlement more rectangular top pipe construction period at present, but has no and ground settlement after work is ground
Study carefully, does not also know whether Peck formula is suitable for ground settlement after work.Therefore, to predict that tunnel caused by this kind of geometry push pipe is applied
Ground settlement after work work, and formula basis is provided for site operation from now on, theoretical research, after being badly in need of to work caused by rectangular top pipe
Ground settlement is for further study.
The present invention provides a kind of calculation of ground surface settlement method after rectangular top pipe constructing tunnel work, includes the following steps:
Step (1): the initial excess pore water pressure calculation method of the soil body
Research object of the present invention is that (including construction period is heavy for ground settlement after work caused by soft clay area rectangular top pipe is constructed
Drop and consolidation settlement).
Before studying the initial excess pore water pressure of the soil body, make the following assumptions:
(1) the initial excess pore water pressure occurred in text is maximum excess pore water pressure in the soil body；
(2) soil excavation stress release leads to the generation of initial excess pore water pressure, and the stress of tunnel surrounding soil is released
It is equal in magnitude to put rate；
(3) rectangular top pipe tunnel side is considered as a retaining wall.
According to retaining wall theory, selecting A point in Fig. 1 is spring, that is, is used as the initial Super-void Water Pressure in rectangular top pipe tunnel
The calculating point (hereinafter referred to as tunnel corner point) of power.
Soil body excess pore water pressure size and this confining pressure size at tunnel pin point are calculated, is divided by obtain stress release
Rate；Further according to stress release theory, the initial excess pore water pressure size of tunnel surrounding soil and distribution are obtained.
The confining pressure force modes in rectangular top pipe tunnel are shown in Fig. 2.In figure:
H is tunnel top earthing buried depth, unit symbol m；
H is that tunnel outer is high, unit symbol m；
L is that tunnel outer is wide, unit symbol m；
θ be calculate point with tunnel horizontal sextant angle, unit symbol be °, value be-pi/2 to pi/2；
π is pi, generally takes 3.14；
P1For cladding earth pressure, unit symbol Pa；
P2For side soil pressure, unit symbol Pa；
P3For tunnel own wt, unit symbol Pa.
It can be obtained by Fig. 2, top stress:
σ1=γ H
Lateral stress:
σ2=γ K0(H+h/2-ltanθ/2)
Lower part stress:
σ3=γ H+P3 (1)
In formula: σ1For top stress, unit symbol Pa；
σ2For lateral stress, unit symbol Pa；
σ3For lower part stress, unit symbol Pa；
γ is that upper earthing body is averaged severe, unit symbol N/m3；
K0For coefficient of static earth pressure.
The initial excess pore water pressure calculation formula of the tunnel corner point soil body are as follows:
In formula: △ σr=Ps-(K0σ′0+u0)；
△σθ=σ '0+u0-Ps；
△σz=μ (△ σr+△σθ)；
U′0For the initial excess pore water pressure of the tunnel corner point soil body, unit symbol Pa；
ΔσzFor the variable quantity of second principal stress under plane strain condition, unit symbol Pa；
ΔσrFor the variable quantity of radial stress, unit symbol Pa；
ΔσθFor the variable quantity of tangential stress, unit symbol Pa；
PsIt is tunnel to the support earth pressure of the soil body, unit symbol Pa；
ε, λ are pore pressure parameter,The A=0.5 in saturated soil, λ=1；
σ′0For soil body initial effective stress, unit symbol Pa；
u0For static pore water pressure, unit symbol Pa；
G is soil body Lame coefficient of elasticity, unit symbol Pa, G=E/2 (1+ μ)；
E is the elasticity modulus of the soil body, unit symbol Pa；
μ is soil's Poisson ratio；
ηCF=12 (R '/tc)2；
R ' is the equivalent redius in tunnel, and unit symbol m surpasses hole according to Rectangular Tunnel using tunnel geometric center as the center of circle
The circumscribed circle that radius is R ' is made in the position of gap water pressure calculation point, and the equivalent redius of A point is equal to tunnel outer size diagonal line
The half of length；
tcFor the thickness in tunnel, unit symbol m；
D0=Ectc/(1-μc 2)；
EcFor the elasticity modulus of tunnel concrete, unit symbol position Pa；
μcFor the Poisson's ratio of tunnel concrete.
The Water And Earth Pressures value and the initial Super-void Water Pressure force value of the soil body of tunnel corner point can be obtained by formula (1), (2), then it is native
Body stress release rate are as follows:
α=U '0/σ3
In formula: α is resistance to shear of soil release rate.
The initial excess pore water pressure of the soil body around rectangular top pipe tunnel can be released by tunnel confining pressure multiplied by resistance to shear of soil
The rate α of putting is obtained.
Since Rectangular Tunnel is there are corner, tunnel side excess pore water pressure and the super hole in top and bottom in surrounding soil
There are four transition regions among water pressure region.
Present invention proposition transitional region can be assumed that be made of one group of log spiral, the expression formula of helix are as follows:
ρ=r0exp(a0θ′)
In formula: ρ is the variable of logarithmic spiral line function, represents excess pore water pressure size；
θ ' is the variable of logarithmic spiral line function, is represented at the position and the angle of horizontal direction；
r0、a0For log spiral parameter, initial excess pore water pressure size simultaneous meter known to curve both ends can be passed through
It obtains.
Thus the initial excess pore water pressure of the soil body in four transitional regions can be calculated.
For taking half cross section of Tunnel Right, rectangular top pipe construction disturbance range is as shown in Figure 3.
It is derived from shear perturbation area radius r ' (disturbance area edge to tunnel axle center distance) about are as follows:
In formula: r ' is shear perturbation area radius, unit symbol m；
D is the average of the size height and width of rectangular top pipe, unit symbol m；
For the internal friction angle of soil, unit symbol is °.
The coordinate of 3 points of curve ABC and center of circle O are as follows:
A (0, H+h/2+r ')
B (e, H+h/2)
O (x, y)
In formula:
A, the parameter that b sets up for formula simplicity, a=h+r ',
Current invention assumes that:
(1) soil body excess pore water pressure diffusingsurface (boundary) angle with horizontal plane isAnd stress is from tunnel
It transmits and spreads outward in road boundary；
(2) due to longer along tunnel jacking direction distance, plane strain problems are reduced to, the direction is long in calculating
Degree takes 1m；
(3) along tunnel edge any point vertical direction, the soil body the initial Super-void Water Pressure force value of each point from tunnel boundary
Decay outward；
(4) soil body excess pore water pressure diffusingsurface upper stress is uniformly distributed；
(5) the initial excess pore water pressure of periphery soil body each point is not influenced by remaining, only by the point is corresponding and tunnel
The initial excess pore water pressure U of road adjacent0Transmitting.
By taking tunnel cross sectional as an example, excess pore water pressure TRANSFER MODEL of the present invention is shown in Fig. 4.
Tunnel top is enabled to be communicated up the soil body width of stress are as follows:
L=1.4R-0.3H0
In formula: L is the soil body width that tunnel top is communicated up stress, unit symbol m；
H0For shield tunnel earthing buried depth, unit symbol m；
R is shield tunnel outer radius, and unit symbol m is replaced in rectangular top pipe tunnel with equivalent redius R '.
The initial Super-void Water Pressure force value of the tunnel top soil body are as follows:
U0=α Pθ=90 °
In formula: U0For the initial Super-void Water Pressure force value of the tunnel top soil body, unit symbol Pa；
Pθ=90 °For tunnel top confining pressure value, unit symbol Pa.
It is balanced by vertical applied force, is derived from side stress are as follows:
In formula: U ' is side stress, unit symbol Pa.
The then vertical initial excess pore water pressure of the soil body at z-depth from the ground are as follows:
In formula: U (z) is the vertical initial excess pore water pressure of the soil body at z-depth from the ground, unit symbol Pa.
For the soil body below tunnel, be derived by disturbance boundary up at distance f the soil body vertical initial Super-void Water Pressure
Power are as follows:
In formula: U (f) be disturb boundary up at distance f the soil body vertical initial excess pore water pressure, unit symbol is
Pa；
D is distance of the tunnel to disturbance boundary, unit symbol m.
For the tunnel lateral soil body, by taking the lateral soil body on tunnel horizontal axis as an example, it is derived by tunnel lateral distance k
The initial excess pore water pressure of the soil body at place are as follows:
In formula: U (k) is the initial excess pore water pressure of the soil body at tunnel lateral distance k, unit symbol Pa；
J is distance of the tunnel to disturbance boundary.
Step (2): long-term surface settlement calculates after work
Final total long-term surface settlement amount S is by construction period ground settlement S caused by rectangular top pipe constructing tunnel1Most
Whole earth's surface consolidation settlement S2Composition, then:
S=S1+S2
In formula: S is final total long-term surface settlement amount, unit symbol m caused by rectangular top pipe constructing tunnel；
S1For construction period ground settlement, unit symbol m；
S2For final earth's surface consolidation settlement, unit symbol m.
Fig. 5 is coordinates computed direction.
In formula: VlossFor tunnel unit length ground loss amount, unit symbol m2, Vloss=hl η, η are ground loss
Rate；
I is the ground settlement groove width coefficient of construction stage, unit symbol m.
Using layerwise summation method Uniaxial Compression fundamental formular, it is finally solid that earth's surface caused by rectangular top pipe is constructed can be calculated
Tie settling amount S2。
To simplify the calculation, make it is assumed hereinafter that:
(1) since the additional stress of each layer soil is not easy to determine, it is assumed that uniform soil quality；
(2) soil parameter (compression modulus) is using weighted average parameter.
Then S2Are as follows:
In formula: S2The final consolidation settlement of earth's surface, unit symbol m caused by constructing for rectangular top pipe；
△ p is each layer pore water pressure average value, unit symbol Pa；
For the compression modulus of overburden layer on tunnel after weighted average, unit symbol Pa.
Earth's surface total settlement after the soil solidifying t time may be expressed as:
S (y, t)=S1(y)+S2(y, t)=S1(y)+UzS2(y)
In formula: S (y, t) is the earth's surface total settlement after the soil solidifying t time, unit symbol m；
S2(y, t) is the consolidation settlement after the soil solidifying t time, unit symbol m；
UzFor the degree of consolidation, can be obtained by searching for curve (3) in Fig. 2-52 in document [12]；
The wherein vertical consolidation time factor T of the soil bodyvAre as follows:
In formula: TvFor the vertical consolidation time factor of the soil body, unit symbol s/m2；
For the calculated thickness for compressing soil layer at y, unit symbol m；
cvFor the vertical coefficient of consolidation of the soil body；
T is the time of soil solidifying, unit symbol s.
Pass through the research rate of settling and the relationship between the time, it can be deduced that the variation of subsidence value in the unit time.
The U that different time is takenzThe sedimentation in unit time T is calculated divided by the time in the S (y, t) being calculated
It measures △ S (y, t), is set as ground settlement rate v:
In formula: v is ground settlement rate, unit symbol m/s；
△ S (y, t) is the subsidence value in unit time T at y, unit symbol m；
T is time, unit symbol s.
Compared with prior art, the effect of this patent:
The theoretical basis of this patent is sturdy, proposes the initial Super-void Water Pressure of surrounding soil caused by rectangular top pipe constructing tunnel
Power calculation method, and then obtain the initial excess pore water pressure isogram of the soil body.It is heavy that earth's surface consolidation is calculated with layerwise summation method
Drop, is superimposed the subsidence value of construction stage, obtains the calculation method of earth's surface total settlement after work, and then estimate final settlement.
It can be according to specific site operation parameter, outside tunnel top earthing buried depth H, the high h of tunnel outer, tunnel before construction
The wide l in portion, it calculates point and is averaged severe γ, coefficient of static earth pressure K with tunnel horizontal sextant angle θ, upper earthing body0, pore water pressure system
Number ε and λ, soil body initial effective stress σ '0, static pore water pressure u0, the elastic modulus E of the soil body, soil's Poisson ratio μ, tunnel
The thickness t of equivalent redius R ', tunnelc, tunnel concrete elastic modulus Ec, tunnel concrete Poisson's ratio μc, log spiral
Variable θ ', the log spiral parameter r of function0And a0, rectangular top pipe size height and width average D, soil internal friction angleShield tunnel earthing buried depth H0, shield tunnel outer radius R, tunnel top confining pressure value Pθ=90 °, tunnel to disturbance boundary distance
D, ground loss rate η, the ground settlement groove width coefficient i of construction stage, each layer pore water pressure average value △ p, weighted average
Afterwards on tunnel overburden layer compression modulusDegree of consolidation Uz, the vertical coefficient of consolidation c of the soil bodyv, soil solidifying time t, Ji Keji
Calculate the size of ground settlement after predicting rectangular top pipe constructing tunnel work.
In a practical situation, underground engineering construction cause accident often caused by cause the soil body settle excessive, Jin Eryin
Play a series of accidents.
Under normal circumstances, ground settlement can be monitored and control when construction, and settlement after construction is not given attention.And it is real
In the situation of border, after work consolidation settlement account for total settlement ratio it is very big, if do not consider construction after settlement after construction, it is likely that cause peace
Full accident.
Therefore ground settlement after rectangular top pipe constructing tunnel work can be predicted by the formula of this patent, is prevented before constructing
The only excessive initiation safety accident of settlement after construction.
This patent predicts have to engineering to ground settlement after rectangular top pipe constructing tunnel work by theoretical formula
Prevention, directive function, and theoretical base is provided for the research from now in relation to ground settlement after push pipe, shield tunnel construction work
Plinth.
Detailed description of the invention
The initial excess pore water pressure in rectangular top pipe tunnel calculates point schematic diagram in Fig. 1 present invention；
Rectangular top pipe tunnel force diagram in Fig. 2 present invention；
Rectangular top pipe constructing tunnel range of disturbance schematic diagram in Fig. 3 present invention；
The schematic diagram that tunnel surrounding soil excess pore water pressure transmits around in Fig. 4 present invention；
Computation model schematic diagram in Fig. 5 present invention；
The initial excess pore water pressure isogram of the soil body (unit: kPa) in Fig. 6 present invention；
Earth's surface total settlement changes over time curve synoptic diagram above tunnel axis in Fig. 7 present invention；
Lateral earth's surface total settlement changes over time curve synoptic diagram in Fig. 8 present invention；
Earth's surface day rate of settling curve schematic diagram above tunnel axis in Fig. 9 present invention.
Specific embodiment
A specific embodiment of the invention is made a detailed explanation with reference to the accompanying drawing.
Embodiment 1:
The embodiment of the present invention is specifically with the line pump circuit station 3 of Shanghai Rail Transit six entrance rectangular top plumber
Journey[1]As real case, sample calculation analysis is carried out.
The long 42m of pipe jacking tunnel, totally 28 tube couplings, each long 1.5m of tube coupling, inside dimension are high 3.36m, width 5.24m, thickness
Spend tc=0.5m, i.e. h=4.36m, l=6.24m.Earthing buried depth H=7.2m, level of ground water 0.56m.
Each parameter value of the soil body is as follows: cohesive strength c=11.84kPa, internal friction angleSevere γ=
17.31kN/m3, calculate point Modulus of pressure Es=4.14MPa, the vertical coefficient of consolidation c of the soil bodyv=233.02cm2/ d, ground loss
Rate η=0.824%.
Ground settlement groove width coefficient i=k (H+0.5h), k Distribution value takes k=0.37 0.37~0.66 in cohesive soil,
Obtain i=3.47m.
Soil body initial effective stress can be subtracted static pore water pressure in the soil body by total stress and be obtained.
In the example, tunnel corner point soil body initial effective stress is 110kPa.
The initial excess pore water pressure of the soil body that tunnel corner point is calculated is 33.01kPa, which is
106.05kPa is divided by obtain stress release rate α=31.12%.
Tunnel top confining pressure is 124.63kPa, then obtaining initial excess pore water pressure at the point is 38.79kPa.
The initial excess pore water pressure isogram of the soil body being calculated in tunnel surrounding soil range of disturbance, is shown in Fig. 6.
According to layerwise summation method Uniaxial Compression fundamental formular, the laterally finally calculating of consolidation settlement of Lai Jinhang earth's surface.Such as
Shown in Fig. 6, the soil body is divided into 8 layers altogether, is 2m per thickness layer by layer, wherein underlayer thickness is 1.95m.Y take respectively 0m, 1m, 2m,
4m、6m、10m、14m。
Construction period subsidence value S is calculated1=25.78mm, the final consolidation settlement S of earth's surface after construction2=
35.45mm is superimposed final subsidence value S=61.23mm total after obtaining work.Therefore consolidation settlement accounts for total settlement after work
57.9%, it can not be ignored！
Change procedure of the tunnel axis top earth's surface total settlement being calculated with lateral earth's surface total settlement with consolidation time,
Fig. 7 and Fig. 8 are seen respectively.
As shown in fig. 7, ground settlement increases comparatively fast at the beginning, ground settlement increases at convex curve at any time；Later period earth's surface
Sedimentation starts linear growth at any time, and ground settlement rate is gradually decrease to approach constant.As shown in figure 8, as the time increases
Long, lateral earth's surface total settlement is gradually increased, but subsidence curve generally conforms to normal distribution law.
Fig. 9 be above the tunnel axis that is calculated earth's surface it is total day the rate of settling with consolidation time change procedure.Such as figure
Shown, first trimester ground settlement rate is maximum after work, reduces sharply with the rate of settling in later six months, and speed is settled in the next several years
Rate is more stable.
Bibliography involved in this patent has:
[1] Lin Qiangqiang rectangular top pipe causes site-test analysis and the control research Shanghai [D] of ground deformation: Tongji University,
2008.
Soil deformation Research on Calculation [J] Jiamusi University journal caused by [2] Wang Dong rectangular top pipe is constructed (from
So science version), 2014,32 (5): 711-714,722.
[3] Chen Cong, Zheng Xinding, Chen Yangxun wait the Wuhan the first rectangular top pipe subway entrance construction monitoring and numerical simulation
Analyze [J] tunnel construction, 2013,33 (5): 354-361.
[4] impact analysis [D] Guangzhou of the Li Zhenghua rectangular top pipe construction to close to buildings: Guangzhou University, 2014.
[5] numerical simulation study [J] construction technology of Pang Chenjun, Bao Xiankai rectangular top pipe construction, 2012,42 (6):
410-412.
[6] the Lin Xiaoqing underpass rectangular top pipe construction soil deformation analysis Guangzhou [J] building, 2013,41 (1): 16-
20.
[7] sunykatuib analysis of Tang Kai Excellent Historical Building periphery jacking construction and corresponding measure [J] residential technology,
2013,(3):44-48.
[8] Wen Suolin big cross section rectangular top pipe Construction on Environment influence research [J] China municipal works, 2011, (5):
37-40.
[9] Shi Wenjie, Zhang Zhiyong's rectangular top pipe construction periphery geo-environmental change law-analysing [J] Shanghai Geology,
2010,31(3):53-56.
[10] soil body settlement law analysis [J] construction in the construction of Guo Liang big cross section rectangular top pipe, 2014,36
(6):731-732.
[11] Deng Changmao, Peng Jimin, Shen Guohong soft clay area rectangular top pipe construction earth's surface deformation-controlling measures inquire into [J]
The underground space and engineering journal, 2016,12 (4): 1002-1007.
[12] the ground such as South China Science & Engineering University and basis Beijing [M]: Chinese architecture industry is published, and 1991.
It is emphasized that: the above is only presently preferred embodiments of the present invention, not make in any form to the present invention
Limitation, any simple modification, equivalent change and modification to the above embodiments according to the technical essence of the invention,
All of which are still within the scope of the technical scheme of the invention.
Claims (1)
1. a kind of calculation of ground surface settlement method after rectangular top pipe constructing tunnel work, which comprises the steps of:
Step (1): the initial excess pore water pressure calculation method of the soil body
Research object of the present invention is ground settlement after work caused by soft clay area rectangular top pipe is constructed, including construction period sedimentation and
Consolidation settlement；
Before studying the initial excess pore water pressure of the soil body, make the following assumptions:
(1) the initial excess pore water pressure occurred in text is maximum excess pore water pressure in the soil body；
(2) soil excavation stress release leads to the generation of initial excess pore water pressure, and the stress release rate of tunnel surrounding soil
It is equal in magnitude；
(3) rectangular top pipe tunnel side is considered as a retaining wall；
According to retaining wall theory, calculating point of the spring A as the initial excess pore water pressure in rectangular top pipe tunnel is selected, it is simple below
Claim tunnel corner point；
Tunnel corner point soil body excess pore water pressure size and this confining pressure size are calculated, is divided by obtain stress release rate；
Further according to stress release theory, the initial excess pore water pressure size of tunnel surrounding soil and distribution are obtained；
Construct the confining pressure force modes figure in rectangular top pipe tunnel:
H is tunnel top earthing buried depth, unit symbol m；
H is that tunnel outer is high, unit symbol m；
L is that tunnel outer is wide, unit symbol m；
θ be calculate point with tunnel horizontal sextant angle, unit symbol be °, value be-pi/2 to pi/2；
π is pi, takes 3.14 in calculating；
P1For cladding earth pressure, unit symbol Pa；
P2For side soil pressure, unit symbol Pa；
P3For tunnel deadweight standard value, i.e. unit cross-sectional area inner tunnel is self-possessed, unit symbol Pa；
It is obtained by the confining pressure force modes figure in above-mentioned rectangular top pipe tunnel, top stress:
σ1=γ H
Lateral stress:
σ2=γ K0(H+h/2-ltanθ/2)
Lower part stress:
σ3=γ H+P3 (1)
In formula:
σ1For top stress, unit symbol Pa；
σ2For lateral stress, unit symbol Pa；
σ3For lower part stress, unit symbol Pa；
γ is that upper earthing body is averaged severe, unit symbol N/m3；
K0For coefficient of static earth pressure；
The initial excess pore water pressure calculation formula of the tunnel corner point soil body are as follows:
In formula:
Δσr=Ps-(K0σ′0+u0)；
Δσθ=σ '0+u0-Ps；
Δσz=μ (Δ σr+Δσθ)；
U′0For the initial excess pore water pressure of the tunnel corner point soil body, unit symbol Pa；
ΔσzFor the variable quantity of second principal stress under plane strain condition, unit symbol Pa；
ΔσrFor the variable quantity of radial stress, unit symbol Pa；
ΔσθFor the variable quantity of tangential stress, unit symbol Pa；
PsIt is tunnel to the support earth pressure of the soil body, unit symbol Pa；
ε, λ are pore pressure parameter,The A=0.5 in saturated soil, λ=1；
σ′0For soil body initial effective stress, unit symbol Pa；
u0For static pore water pressure, unit symbol Pa；
G is soil body Lame coefficient of elasticity, unit symbol Pa, G=E/2 (1+ μ)；
E is the elasticity modulus of the soil body, unit symbol Pa；
μ is soil's Poisson ratio；
ηCF=12 (R '/tc)2；
R ' is the equivalent redius in tunnel, unit symbol m, using tunnel geometric center as the center of circle, according to Rectangular Tunnel excess pore water
The circumscribed circle that radius is R ' is made in the position of calculation of pressure point, and the equivalent redius of A point is equal to tunnel outer size catercorner length
Half；
tcFor the thickness in tunnel, unit symbol m；
D0=Ectc/(1-μc 2)；
EcFor the elasticity modulus of tunnel concrete, unit symbol position Pa；
μcFor the Poisson's ratio of tunnel concrete；
The Water And Earth Pressures value and the initial Super-void Water Pressure force value of the soil body of tunnel corner point are obtained by formula (1), (2), then the soil body is answered
Power release rate are as follows:
α=U '0/σ3
In formula:
α is resistance to shear of soil release rate；
The initial excess pore water pressure of the soil body around rectangular top pipe tunnel is obtained by tunnel confining pressure multiplied by resistance to shear of soil release rate α
It arrives；
Since Rectangular Tunnel is there are corner, tunnel side excess pore water pressure and top and bottom Super-void Water Pressure in surrounding soil
There are four transition regions among power region；
The present invention proposes that transitional region hypothesis is made of one group of log spiral, the expression formula of helix are as follows:
ρ=r0exp(a0θ')；
In formula:
ρ is the variable of logarithmic spiral line function, represents excess pore water pressure size；
θ ' is the variable of logarithmic spiral line function, is represented at the position and the angle of horizontal direction；
r0、a0For log spiral parameter, it is calculated by initial excess pore water pressure size simultaneous known to curve both ends；
Thus the initial excess pore water pressure of the soil body in four transitional regions is calculated；
For taking half cross section of Tunnel Right；
It is derived from shear perturbation area radius r ' are as follows:
In formula:
R ' is shear perturbation area radius, takes disturbance area edge to tunnel axle center distance, unit symbol m in calculating；
D is the average of the size height and width of rectangular top pipe, unit symbol m；
For the internal friction angle of soil, unit symbol is °；
The coordinate of 3 points of curve ABC and center of circle O are as follows:
A (0, H+h/2+r ')
B (e, H+h/2)
O (x, y)
In formula:
A, the parameter that b sets up for formula simplicity, a=h+r ',
Current invention assumes that:
(1) soil body excess pore water pressure diffusingsurface angle with horizontal plane isAnd stress from tunnel boundary outward
It transmits and spreads；
(2) due to along tunnel jacking direction distance it is longer, be reduced to plane strain problems, direction length in calculating is equal
Take 1m；
(3) the initial Super-void Water Pressure force value of each point is outside from tunnel boundary along tunnel edge any point vertical direction, the soil body
Decay side；
(4) soil body excess pore water pressure diffusingsurface upper stress is uniformly distributed；
(5) the initial excess pore water pressure of periphery soil body each point is not influenced by remaining, only corresponding with tunnel phase by the point
Initial excess pore water pressure U at neighbour0Transmitting；
By taking tunnel cross sectional as an example, excess pore water pressure TRANSFER MODEL figure is constructed；
Tunnel top is enabled to be communicated up the soil body width of stress are as follows:
L=1.4R-0.3H0
In formula:
L is the soil body width that tunnel top is communicated up stress, unit symbol m；
H0For shield tunnel earthing buried depth, unit symbol m；
R is shield tunnel outer radius, and unit symbol m is replaced in rectangular top pipe tunnel with equivalent redius R '；
The initial Super-void Water Pressure force value of the tunnel top soil body are as follows:
U0=α Pθ=90 °
In formula:
U0For the initial Super-void Water Pressure force value of the tunnel top soil body, unit symbol Pa；
Pθ=90 °For tunnel top confining pressure value, unit symbol Pa；
It is balanced by vertical applied force, is derived from side stress are as follows:
In formula:
U ' is side stress, unit symbol Pa；
The then vertical initial excess pore water pressure of the soil body at z-depth from the ground are as follows:
In formula:
U (z) is the vertical initial excess pore water pressure of the soil body at z-depth from the ground, unit symbol Pa；
For the soil body below tunnel, be derived by disturbance boundary up at distance f the soil body vertical initial excess pore water pressure are as follows:
In formula:
U (f) be disturb boundary up at distance f the soil body vertical initial excess pore water pressure, unit symbol Pa；
D is distance of the tunnel to disturbance boundary, unit symbol m；
For the tunnel lateral soil body, by taking the lateral soil body on tunnel horizontal axis as an example, it is derived by tunnel lateral distance k
The initial excess pore water pressure of the soil body are as follows:
In formula:
U (k) is the initial excess pore water pressure of the soil body at tunnel lateral distance k, unit symbol Pa；
J is distance of the tunnel to disturbance boundary；
Step (2): long-term surface settlement calculates after work
Final total long-term surface settlement amount S is by construction period ground settlement S caused by rectangular top pipe constructing tunnel1Finally
Table consolidation settlement S2Composition, then:
S=S1+S2；
In formula:
S is final total long-term surface settlement amount, unit symbol m caused by rectangular top pipe constructing tunnel；
S1For construction period ground settlement, unit symbol m；
S2The final consolidation settlement of earth's surface, unit symbol m caused by constructing for rectangular top pipe；
Coordinates computed direction:
In formula:
VlossFor tunnel unit length ground loss amount, unit symbol m2, Vloss=hl η, η are ground loss rate；
I is the ground settlement groove width coefficient of construction stage, unit symbol m；
Using layerwise summation method Uniaxial Compression fundamental formular, the final consolidation settlement of earth's surface caused by rectangular top pipe is constructed is calculated
Measure S2；
To simplify the calculation, make it is assumed hereinafter that:
(1) since the additional stress of each layer soil is not easy to determine, it is assumed that uniform soil quality；
(2) soil parameter is using weighted average parameter；
Then S2Are as follows:
In formula:
S2The final consolidation settlement of earth's surface, unit symbol m caused by constructing for rectangular top pipe；
Δ p is each layer pore water pressure average value, unit symbol Pa；
For the compression modulus of overburden layer on tunnel after weighted average, unit symbol Pa；
Earth's surface total settlement after the soil solidifying t time indicates are as follows:
S (y, t)=S1(y)+S2(y, t)=S1(y)+UzS2(y)；
In formula:
S (y, t) is the earth's surface total settlement after the soil solidifying t time, unit symbol m；
S2(y, t) is the consolidation settlement after the soil solidifying t time, unit symbol m；
UzFor the degree of consolidation；
The wherein vertical consolidation time factor T of the soil bodyvAre as follows:
In formula:
TvFor the vertical consolidation time factor of the soil body, unit symbol s/m2；
For the calculated thickness for compressing soil layer at y, unit symbol m；
cvFor the vertical coefficient of consolidation of the soil body；
T is the time of soil solidifying, unit symbol s；
By the research rate of settling and the relationship between the time, the variation of subsidence value in the unit time is obtained；
The U that different time is takenzThe settling amount Δ S in unit time T is calculated divided by the time in the S (y, t) being calculated
(y, t) is set as ground settlement rate v:
In formula:
V is ground settlement rate, unit symbol m/s；
Δ S (y, t) is the subsidence value in unit time T at y, unit symbol m；
T is time, unit symbol s.
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| CN108256172B (en) * | 2017-12-26 | 2021-12-07 | 同济大学 | Dangerous case early warning and forecasting method in process of pipe jacking and downward passing existing box culvert |
| CN108062450B (en) * | 2018-01-03 | 2021-03-16 | 中国铁路设计集团有限公司 | Design method of ground settlement severe area in high-speed rail tunnel crossing area |
| CN108520085A (en) * | 2018-01-31 | 2018-09-11 | 浙江大学城市学院 | Soil deformation caused by saturated soil shield driving and excess pore water pressure computational methods |
| CN108931422B (en) * | 2018-04-27 | 2020-10-13 | 中铁十九局集团第一工程有限公司 | Measuring and calculating method for lateral extrusion deformation of foundation under roadbed load |
| CN109141716B (en) * | 2018-08-16 | 2020-11-03 | 中铁二十局集团第一工程有限公司 | Comprehensive pipe gallery large-section rectangular pipe jacking construction pipe-soil contact pressure testing method |
| CN109145473B (en) * | 2018-08-31 | 2020-09-18 | 华中科技大学 | Method for predicting settling process of vertical drainage plate consolidated saturated soft soil |
| CN109359373B (en) * | 2018-10-09 | 2022-10-21 | 上海交通大学 | Method for predicting surface subsidence caused by pressure reduction and precipitation of confined aquifer |
| CN109211669A (en) * | 2018-10-26 | 2019-01-15 | 淮阴工学院 | The often measuring method that lateral extrusion deforms in consolidation batt ground |
| 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 |
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