CN105512411A - Calculation method of jacking-pipe jacking force based on surrounding rock deformation space-time effect - Google Patents
Calculation method of jacking-pipe jacking force based on surrounding rock deformation space-time effect Download PDFInfo
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- 238000005859 coupling reaction Methods 0.000 claims description 24
- 239000002689 soil Substances 0.000 claims description 21
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Abstract
The invention relates to a calculation method of jacking-pipe jacking force based on a surrounding rock deformation space-time effect. According to the calculation method, lateral friction force is overlaid with head resistance, and total jacking force is obtained and taken as the jacking-pipe jacking force based on the surrounding rock deformation space-time effect. The surrounding rock deformation space-time effect in the jacking-pipe construction process can be taken into consideration, loads in different positions of a jacking pipe are analyzed, finally, the total jacking force is obtained through integration, and a result more meets the actual situation, a more precise jacking force calculation result can be obtained, and more precise design for a jacking-pipe structure, a launching shaft, a relaying chamber and a backrest is facilitated.
Description
Technical field
The present invention relates to the push pipe jacking force computing method in the construction of a kind of tunneling and underground engineering, especially based on the push pipe jacking force computing method of surrouding rock deformation tau-effect.
Background technology
In tunnel and underground pipeline construction process, jacking construction, as a kind of no-dig technique method, can complete engineering construction when not excavating earth surface soil, have unrivaled advantage, obtain and use more and more widely.In jacking construction process, jacking force calculates and all receives much attention all the time, and it is directly connected to the design of jacking pipe structure, starting well, relay well and rear backrest.
The current calculating for jacking force mainly contains two kinds of models: excavation face stable model and pipeclay Full connected model.Excavation face stable model is thought: the gap that push bench external diameter and outer diameter tube difference produce exists always, in pipeline jack-in process, country rock top is stable, pipeline only slides on the surface of bottom one fixed width, in other parts because excavation surface keeps stable, not contact between pipeclay, therefore, the frictional resistance composition that power produces primarily of self weight of pipeline is pushed up; Pipeclay Full connected model is thought: in pipeline jack-in process, pipeline all contacts with the soil body, and top power is mainly used to overcome the frictional resistance caused by the soil pressure acting on pipe week.
Existing push pipe jacking force computing formula is a lot, but is nearly all develop on the basis of above two kinds of models, and total jacking force is head resistance and tube coupling friction force sum, and the key distinction is the calculating of friction force.Current jacking force computing method are all and work progress and time irrelevant invariant that the contact condition namely between pipeclay is from start to finish constant depending on push pipe along the radial load of line direction.
Although such simplification makes to calculate simply, easy to understand and practical operation, along with the development of technology, ground industry minute design requires more and more higher today, needs a kind of push pipe jacking force computing method more geared to actual circumstances badly.The present invention relates to content just for above technological difficulties, comparatively meticulous jacking force result of calculation can be obtained.
Summary of the invention
Calculating to overcome jacking force in current jacking construction process the deficiency not taking into full account surrouding rock deformation tau-effect, the invention provides a kind of push pipe jacking force computing method based on surrouding rock deformation tau-effect.The method can consider the different characteristic along line direction surrouding rock deformation in jacking construction process, thus result of calculation is geared to actual circumstances more, effectively can instruct the design of jacking pipe structure, active well, relay well and rear backrest etc.
The present invention solves the main technical schemes that its technical matters adopts and comprises:
A kind of push pipe jacking force computing method based on surrouding rock deformation tau-effect, side direction friction resistance is superimposed with head resistance again and obtains total jacking force, as the push pipe jacking force based on surrouding rock deformation tau-effect, the method can consider the different characteristic along line direction surrouding rock deformation in jacking construction process, thus result of calculation is geared to actual circumstances more.
Be preferably the side direction friction resistance that side direction friction resistance comprises the generation of push pipe diverse location radial load.
Being more preferably the side direction friction resistance that push pipe diverse location radial load produces is Drag reduction devices according to taking in work progress, obtains after determining to friction factor between pipeclay.
The radial load being more preferably push pipe diverse location is that the calculating being more preferably the radial load of push pipe diverse location that the contact situation obtaining diverse location on push pipe line direction according to move speed calculates also is carried out according to pipeclay interaction relationship.
In one embodiment of the invention, first the calculating of the radial load of push pipe diverse location comprises predicts deformation characteristics of rocks on the basis of underlying parameter.
Be preferably underlying parameter and comprise push pipe material, buried depth, cross dimensions, stratum physical and mechanical parameter.
In one embodiment of the invention, side direction friction resistance refers to and carries out integration to push pipe friction resistance along jacking direction, the total side direction friction resistance obtained.
In one embodiment of the invention, it comprises the following steps:
S1, to obtain according to engineering basic condition and comprise the underlying parameter of push pipe material, buried depth, cross dimensions, stratum physical and mechanical parameter;
S2, on above parameter basis, deformation characteristics of rocks to be predicted, obtain the contact situation of diverse location on push pipe line direction according to move speed, and calculate according to the radial load of pipeclay interaction relationship to push pipe diverse location;
S3, according to the Drag reduction devices taked in work progress, friction factor between pipeclay to be determined, and obtain the side direction friction resistance that push pipe diverse location radial load produces thus;
S4, along jacking direction, integration is carried out to push pipe friction resistance, obtain total side direction friction resistance, then be superimposed with head resistance and pipeclay viscous force just obtains total jacking force.
In step S1, underlying parameter comprises: stratigraphic compression modulus E
s, Poisson ratio μ, internalfrictionangleφ, push pipe material and stratum friction factor f
s, push pipe buried depth h, push bench outer diameter D
0, tube coupling outer diameter D
1, unit length tube coupling deadweight ω
In one embodiment of the invention, in step S2, the sign of the radial load of push pipe diverse location comprises radial load P total in unit length
r, its computing formula is:
When tube coupling only contacts with the soil body in bottom, when the contact load between tube coupling and the soil body is mainly dead load, p
r=ω, in formula, ω is unit length tube coupling deadweight;
When surrouding rock deformation develop into contact with tube coupling time, p
r=f
1(E, μ, h, D
0, D
1, t)+ω, in formula,
representing the deformation load bearing part of country rock, is the function relevant to surrouding rock deformation tau-effect, independent variable E, μ, h, D
0, D
1be the underlying parameter that step S1 obtains, t is the duration after country rock excavation.
In one embodiment of the invention, the rock deformation characterizing surrouding rock deformation degree is:
wherein, P (t) is released load and the relation of time.
In one embodiment of the invention, the computing formula of pipeclay imposed load is
wherein, P (t) is released load and the relation of time, t
0for the moment that pipeclay has just contacted.
In one embodiment of the invention, the relation P (t) of released load and time is:
In formula,
V is the average fltting speed of workplace.
In one embodiment of the invention, when
time, judge that the soil body does not contact completely with push pipe; When
time, judge that the soil body contacts with push pipe.
Be preferably, in step S2, first calculate
corresponding moment t
0, then according to push pipe move speed V (i.e. the average fltting speed of workplace), calculate: pipe-soil contact interface length l
0=Vt
0.
In one embodiment of the invention, in step S3, on push pipe, the side friction of certain cross-sectional unit length is: P
s(l)=π D
1p
rf
s.
Being preferably total side friction is:
In one embodiment of the invention, in step S4, the computing formula of total jacking force P is
in formula: P
ffor push pipe head resistance,
for total side friction.
The invention has the beneficial effects as follows, the tau-effect of surrouding rock deformation in jacking construction process can be considered, the load of push pipe diverse location is analyzed, last integration obtains total jacking force, acquired results tallies with the actual situation more, more meticulous jacking force result of calculation can be obtained, be conducive to carrying out more meticulous design to jacking pipe structure, starting well, relay well and rear backrest.
Accompanying drawing explanation
Fig. 1 is analysis process figure of the present invention;
Fig. 2 is the longitudinal profile structural map of first embodiment of the invention;
Fig. 3 is the schematic cross-section (wherein, A is A-A cross section, and B is B-B cross section, and C is C-C cross section) in Fig. 2;
Fig. 4 is the jacking force distribution schematic diagram of the different jacking length of the first embodiment of the invention obtained according to the method for prior art;
Fig. 5 is the jacking force distribution schematic diagram of the different jacking length that the method for first embodiment of the invention obtains.
[description of reference numerals]
1, earth's surface; 2, active well; 3, rear parados; 4, pushing tow system; 5, push block; 6, tube coupling; 7, relay well; 8, push bench.
Embodiment
In order to explain the present invention better, so that understand, invention is further described by embodiment below in conjunction with accompanying drawing.
See Fig. 1, analysis process figure of the present invention, the push pipe jacking force computing method based on surrouding rock deformation tau-effect of the present invention, comprise the steps:
S1, specific engineering for a certain Water demand, obtain the Back ground Informations such as push pipe material, buried depth, cross dimensions, stratum physical and mechanical parameter according to engineering basic condition;
S2, on above parameter basis, deformation characteristics of rocks to be predicted, obtain the contact situation of diverse location on push pipe line direction according to move speed, and according to pipeclay interaction relationship (pipeclay interaction relationship and the interaction relationship between country rock and push pipe), the radial load of push pipe diverse location is calculated;
S3, according to the Drag reduction devices taked in work progress, friction factor between pipeclay to be determined, and obtain the side direction friction resistance that push pipe diverse location radial load produces thus;
S4, along jacking direction, integration is carried out to push pipe friction resistance, obtain total side direction friction resistance, then be superimposed with head resistance and just obtain total jacking force.
In actual implementation process, according to step and the order of calculation flow chart of the present invention, specific as follows:
Step S1: initial parameter obtains.
Following initial parameter is obtained according to Practical Project:
Stratigraphic compression modulus E
s, Poisson ratio μ, internalfrictionangleφ, push pipe material and stratum friction factor f
s, push pipe buried depth h, push bench outer diameter D
0, tube coupling outer diameter D
1, unit length tube coupling deadweight ω.
Step S2: radial load calculates.
Push bench outer diameter D under normal circumstances
0tube coupling outer diameter D can be greater than
1(D
0>D
1), thus to cause, before stratum deformation, tube coupling (i.e. push pipe) top and stratum contactless, along with the development gradually of stratum deformation, the soil body slowly contacts with tube coupling, and suffered by this process tube coupling, radial load increases gradually.
As shown in Figure 2 and Figure 3, for A-A sectional position: tube coupling only contacts with the soil body in bottom, and the contact load between tube coupling and the soil body is mainly dead load, and now, radial load total in unit length is: p
r=ω.
As shown in Figure 2 and Figure 3, B-B cross section is that surrouding rock deformation develops into a certain degree, and contact with tube coupling, now total in unit length radial load is: p
r=f
1(E, μ, h, D
0, D
1, t)+ω.
In formula:
representing the deformation load bearing part of country rock, is the function relevant to surrouding rock deformation tau-effect.Wherein independent variable E, μ, h, D
0, D
1be exactly the parameter that step 1 obtains, t is the duration after country rock excavation.
Along with surrouding rock deformation sustainable development, can at a time contact with tube coupling, the load that push pipe is subject to before and after contact is different, therefore first must calculate the separation of pipe-soil contact, determine interface length l
0.
Rock deformation is:
In above formula, the relation P (t) of released load and time is:
In formula:
v is the average fltting speed of workplace.
When:
time, the soil body does not contact completely with push pipe, and this situation is section A-A situation;
time, the soil body contacts with push pipe.
Calculate
corresponding moment t
0.
According to push pipe move speed V (i.e. the average fltting speed of workplace), obtain further: pipe-soil contact interface length l
0=Vt
0.
Obtaining interface length l
0with the moment t of correspondence
0after, just can calculate pipeclay imposed load by following formula:
Step S3: side friction calculates.
On push pipe, the side friction of certain cross-sectional unit length is: P
s(l)=π D
1p
rf
s.
Total side friction is
Step S4: total jacking force calculates.
Total jacking force
In formula: P
ffor push pipe head resistance;
for total side friction.
See Fig. 2 and Fig. 3, the embodiment that push pipe jacking force of the present invention calculates.
Suppose that certain pipe-jacking project initial parameter is as follows: push bench outer diameter D
0=505cm, the outer diameter D of concrete pipe
1=500cm, the gravity ω=29.4kN/m of every mitron, concrete density γ=26kN/m
3, the natural unit weight γ=20kN/m of soil
3, angle of internal friction
e
s=10MPa, μ=0.3, pipe and native clinging power c=10kPa, Standard piercing number N=4, thickness of earth-fill cover H=10m, without underground water, top journey L=100m, day advance distance 3m.
1) conventionally, push pipe proper calculation process and result as follows:
By the formula P=π D adopted in " Water and Waste Water Engineering pipe-jacking technology code " and " pipe-jacking project construction regulations "
1lf
s+ P
f
Above-mentioned parameter according to specification and embodiment can obtain, in above formula:
f
s＝5kN/m
2
P
l＝πD
1lf
s+P
F＝78.5l+3926(kN)
The jacking force distribution of different jacking length as shown in Figure 4.
2) computation process of the present invention and result
α gets different value according to Different Strata:
Work as t=t
0:
: t
0=2.5 days
Obtain l further
0=7.5m
Therefore 7.5m up front, push pipe vertical load is by jacking pipe structure from reassembling into, and after 7.5m, vertical load is:
Finally obtaining total jacking force with pushing tow length relation is:
According to analysis result above, substitute into each calculating parameter, utilize numerical integration method, final jacking force can be obtained as shown in Figure 5.
Composition graphs 4, Fig. 5 contrast known, result of calculation of the present invention and existing proper calculation result have certain gap, and the present invention calculates acquired results comparatively conforms to the nonlinear trend of jacking force in reality, and, jacking force needed for result of calculation of the present invention is less than the numerical value that prior art calculates, and namely adopts method of the present invention can obtain less suitable jacking force.
In sum, push pipe jacking force computing method of the present invention, advantage maximum is compared with the conventional method: the tau-effect can considering surrouding rock deformation in Practical Project, thus obtains more accurate jacking force result of calculation.
Claims (10)
1. the push pipe jacking force computing method based on surrouding rock deformation tau-effect, it is characterized in that: side direction friction resistance is superimposed with head resistance again and obtains total jacking force, as the push pipe jacking force based on surrouding rock deformation tau-effect, be preferably the side direction friction resistance that side direction friction resistance comprises the generation of push pipe diverse location radial load, being more preferably the side direction friction resistance that push pipe diverse location radial load produces is Drag reduction devices according to taking in work progress, obtain after friction factor between pipeclay is determined, the radial load being more preferably push pipe diverse location is that the contact situation obtaining diverse location on push pipe line direction according to move speed calculates, the calculating being more preferably the radial load of push pipe diverse location is also carried out according to pipeclay interaction relationship.
2. as claimed in claim 1 based on the push pipe jacking force computing method of surrouding rock deformation tau-effect, it is characterized in that: first the calculating of the radial load of push pipe diverse location comprises predicts deformation characteristics of rocks on the basis of underlying parameter, be preferably underlying parameter and comprise push pipe material, buried depth, cross dimensions, stratum physical and mechanical parameter.
3., as claimed in claim 1 based on the push pipe jacking force computing method of surrouding rock deformation tau-effect, it is characterized in that: side direction friction resistance refers to and carries out integration to push pipe friction resistance along jacking direction, the total side direction friction resistance obtained.
4., as claimed in claim 1 based on the push pipe jacking force computing method of surrouding rock deformation tau-effect, it is characterized in that, it comprises the following steps:
S1, to obtain according to engineering basic condition and comprise the underlying parameter of push pipe material, buried depth, cross dimensions, stratum physical and mechanical parameter, be preferably underlying parameter and comprise: stratigraphic compression modulus E
s, Poisson ratio μ, internalfrictionangleφ, push pipe material and stratum friction factor f
s, push pipe buried depth h, push bench outer diameter D
0, tube coupling outer diameter D
1, unit length tube coupling deadweight ω;
S2, on above parameter basis, deformation characteristics of rocks to be predicted, obtain the contact situation of diverse location on push pipe line direction according to move speed, and calculate according to the radial load of pipeclay interaction relationship to push pipe diverse location;
S3, according to the Drag reduction devices taked in work progress, friction factor between pipeclay to be determined, and obtain the side direction friction resistance that push pipe diverse location radial load produces thus;
S4, carry out integration to push pipe friction resistance along jacking direction, obtain total side direction friction resistance, then be superimposed with head resistance and just obtain total jacking force, be preferably, the computing formula of total jacking force P is
in formula: P
ffor push pipe head resistance,
for total side friction.
5., as claimed in claim 4 based on the push pipe jacking force computing method of surrouding rock deformation tau-effect, it is characterized in that, in step S2, the sign of the radial load of push pipe diverse location comprises radial load P total in unit length
r, its computing formula is:
When tube coupling only contacts with the soil body in bottom, when the contact load between tube coupling and the soil body is mainly dead load, p
r=ω, in formula, ω is unit length tube coupling deadweight;
When surrouding rock deformation develop into contact with tube coupling time, p
r=f
1(E, μ, h, D
0, D
1, t)+ω, in formula,
representing the deformation load bearing part of country rock, is the function relevant to surrouding rock deformation tau-effect, independent variable E, μ, h, D
0, D
1be the underlying parameter that step S1 obtains, t is the duration after country rock excavation.
6. as claimed in claim 5 based on the push pipe jacking force computing method of surrouding rock deformation tau-effect, it is characterized in that, the rock deformation characterizing surrouding rock deformation degree is:
wherein, P (t) is released load and the relation of time.
7., as claimed in claim 5 based on the push pipe jacking force computing method of surrouding rock deformation tau-effect, it is characterized in that: the computing formula of pipeclay imposed load is
wherein, P (t) is released load and the relation of time, t
0for the moment that pipeclay has just contacted.
8. push pipe jacking force computing method based on surrouding rock deformation tau-effect as claimed in claims 6 or 7, it is characterized in that, the relation P (t) of released load and time is:
In formula,
v is the average fltting speed of workplace.
9., as claimed in claim 8 based on the push pipe jacking force computing method of surrouding rock deformation tau-effect, it is characterized in that:
When
time, judge that the soil body does not contact completely with push pipe; When
time, judge that the soil body contacts with push pipe,
Be preferably, in step S2, first calculate
corresponding moment t
0, then according to push pipe move speed V (i.e. the average fltting speed of workplace), calculate: pipe-soil contact interface length l
0=Vt
0.
10., as claimed in claim 4 based on the push pipe jacking force computing method of surrouding rock deformation tau-effect, it is characterized in that, in step S3, on push pipe, the side friction of certain cross-sectional unit length is: P
s(l)=π D
1p
rf
s, being preferably total side friction is:
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106021959A (en) * | 2016-06-14 | 2016-10-12 | 中南大学 | Side friction calculation method suitable for rectangle-like municipal pipe-jacking tunnel under deep burial condition |
| CN106097164A (en) * | 2016-06-14 | 2016-11-09 | 中南大学 | Imitative rectangle municipal administration pipe jacking tunnel side friction computational methods under the conditions of being applicable to shallow embedding |
| CN108035730A (en) * | 2017-11-10 | 2018-05-15 | 煤科集团沈阳研究院有限公司 | A kind of long range coal mine roadway push pipe driving method |
| CN111563287A (en) * | 2020-03-24 | 2020-08-21 | 中铁隧道集团二处有限公司 | Vertical curve jacking pipe jacking force estimation method based on segmented displacement control method |
| CN111828037A (en) * | 2020-08-24 | 2020-10-27 | 重庆大学 | Method for arranging relay of long-distance rock jacking pipe |
| CN111914373A (en) * | 2020-08-21 | 2020-11-10 | 重庆大学 | Long-distance rock jacking pipe frictional resistance calculation method and pipe rock contact state detection method |
| CN114925528A (en) * | 2022-05-23 | 2022-08-19 | 浙大城市学院 | Correction shear theory calculation method for jacking force in vertical jacking method construction process |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1912342A (en) * | 2005-08-09 | 2007-02-14 | 同济大学 | Method for determining load of multiple-arch tunnel |
| US20110206462A1 (en) * | 2010-02-20 | 2011-08-25 | Mr. Gerald Steven Sutton | High pressure water spray plastic pipe replacement apparatus and method |
| CN102538741A (en) * | 2011-12-23 | 2012-07-04 | 上海交通大学 | Determination method of deformation of soil body caused by pipe jacking construction by considering grouting pressure |
| CN103422867A (en) * | 2013-08-21 | 2013-12-04 | 国家电网公司 | Tunnel construction perturbation control method based on digitization |
| CN204187155U (en) * | 2014-10-14 | 2015-03-04 | 南京联众建设工程技术有限公司 | A kind of underground steel and concrete structure pipeline of inner wall belt spiral compound stiffening ring |
-
2015
- 2015-12-15 CN CN201510931838.7A patent/CN105512411B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1912342A (en) * | 2005-08-09 | 2007-02-14 | 同济大学 | Method for determining load of multiple-arch tunnel |
| US20110206462A1 (en) * | 2010-02-20 | 2011-08-25 | Mr. Gerald Steven Sutton | High pressure water spray plastic pipe replacement apparatus and method |
| CN102538741A (en) * | 2011-12-23 | 2012-07-04 | 上海交通大学 | Determination method of deformation of soil body caused by pipe jacking construction by considering grouting pressure |
| CN103422867A (en) * | 2013-08-21 | 2013-12-04 | 国家电网公司 | Tunnel construction perturbation control method based on digitization |
| CN204187155U (en) * | 2014-10-14 | 2015-03-04 | 南京联众建设工程技术有限公司 | A kind of underground steel and concrete structure pipeline of inner wall belt spiral compound stiffening ring |
Non-Patent Citations (1)
| Title |
|---|
| 冯海宁: "顶管施工环境效应影响及对策", 《中国优秀博硕士学位论文全文数据库（博士）工程科技Ⅱ辑》 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106021959A (en) * | 2016-06-14 | 2016-10-12 | 中南大学 | Side friction calculation method suitable for rectangle-like municipal pipe-jacking tunnel under deep burial condition |
| CN106097164A (en) * | 2016-06-14 | 2016-11-09 | 中南大学 | Imitative rectangle municipal administration pipe jacking tunnel side friction computational methods under the conditions of being applicable to shallow embedding |
| CN108035730A (en) * | 2017-11-10 | 2018-05-15 | 煤科集团沈阳研究院有限公司 | A kind of long range coal mine roadway push pipe driving method |
| CN108035730B (en) * | 2017-11-10 | 2020-04-28 | 煤科集团沈阳研究院有限公司 | Long-distance coal mine roadway pipe jacking tunneling method |
| CN111563287A (en) * | 2020-03-24 | 2020-08-21 | 中铁隧道集团二处有限公司 | Vertical curve jacking pipe jacking force estimation method based on segmented displacement control method |
| CN111914373A (en) * | 2020-08-21 | 2020-11-10 | 重庆大学 | Long-distance rock jacking pipe frictional resistance calculation method and pipe rock contact state detection method |
| CN111914373B (en) * | 2020-08-21 | 2023-11-21 | 重庆大学 | Long-distance rock jacking pipe friction resistance calculation method and pipe-rock contact state detection method |
| CN111828037A (en) * | 2020-08-24 | 2020-10-27 | 重庆大学 | Method for arranging relay of long-distance rock jacking pipe |
| CN111828037B (en) * | 2020-08-24 | 2022-04-26 | 重庆大学 | Method for arranging relay of long-distance rock jacking pipe |
| CN114925528A (en) * | 2022-05-23 | 2022-08-19 | 浙大城市学院 | Correction shear theory calculation method for jacking force in vertical jacking method construction process |
| CN114925528B (en) * | 2022-05-23 | 2023-06-23 | 浙大城市学院 | Correction shearing theory calculation method for jacking force in construction process of vertical jacking method |
| WO2023226237A1 (en) * | 2022-05-23 | 2023-11-30 | 浙大城市学院 | Correction shear theory calculation method for jacking force in vertical jacking method construction process |
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