CN102418349A - Burial depth positioning method of tunnel crossing river - Google Patents
Burial depth positioning method of tunnel crossing river Download PDFInfo
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- CN102418349A CN102418349A CN2011103021805A CN201110302180A CN102418349A CN 102418349 A CN102418349 A CN 102418349A CN 2011103021805 A CN2011103021805 A CN 2011103021805A CN 201110302180 A CN201110302180 A CN 201110302180A CN 102418349 A CN102418349 A CN 102418349A
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Abstract
The invention provides a burial depth positioning method of a tunnel crossing a river, and the method comprises the following steps: firstly initially determining the part at which the maximum scouring depth of the section of a project is possible to appear, and then determining water and sediment conditions which are most unfavorable for the project from the point of view of the safety of the project according to the erosion and deposition characteristics of a river reach of the product and the corresponding relation with the hydrological year, as well as the design standard of the product; and finally adopting a planar two-dimensional water and sediment mathematical model and the unfavorable water and sediment conditions to realize the accurate positioning of the part with the maximum scoring depth of the project and provide the emergence time of the maximum scoring depth and the elevation at the deepest point.
Description
Technical field
The present invention relates to a kind of cross the river buried depth localization method in tunnel of river of crossing.
Background technology
Severe day by day river traffic pressure is excessively alleviated in the fast development in riverine in order to adapt to (river) city, and building river-crossing tunnel becomes a kind of good engineering measure.When carrying out the planning and designing of river-crossing tunnel, the maximum buried depth in tunnel is one of key.Buried depth is confirmed too small, although can reduce investment, in case bed scour makes on the engineering overlying soil less than design standard or make the engineering exposure more greatly, then the engineering operation security will receive serious threat; Buried depth is confirmed excessive, although engineering safety can be able to guarantee, can increase construction investment and difficulty of construction.How can rationally confirm maximum buried depth, can guarantee that it is the key issue that must solve in the river-crossing tunnel project planning design that engineering safety can reduce to invest again as far as possible.
Maximum buried depth confirm to be based on riverbed, engineering position limiting scour.In general, the favourable opposition in riverbed comprises two types of local scour that engineering causes and river normal erosions deeply.Because the tunnel is embedded under the riverbed, the water-sediment movement in river is not formed and disturb, so its problem of washing away mainly is second type and washes away.Because the riverbed dashes the complexity of the adjustment of becoming silted up, the bed scour for this type does not at present form unified theoretical calculation formula as yet.Technological means such as the many employings of existing research physical model; On the basis that engineering section evolution characteristics deeply is familiar with; Geological conditions in conjunction with the engineering position; The favourable opposition that under the husky condition of certain water, possibly occur the riverbed is studied deeply, has obtained the achievement than horn of plenty, but has also had the problem of following several respects: the one, and the confirming of the husky condition of flush water.The selection of the husky process of water is the precondition of the dark research of favourable opposition, and its correctness is directly connected to the reasonability of achievement in research.Yet existing research does not take into full account the husky defeated characteristic of moving of section water for the selection of the husky condition of water, and how the husky process of water of the extraodinary flood that especially channel scour is had the greatest impact confirms still to lack at present further investigation; The 2nd, measured means limited, physical model can't provide engineering position deepest point elevation process over time, and the favourable opposition that therefore also is difficult to comparatively accurately to provide the engineering position is dark.To the deficiency of above existence, how can go deep into the cognitive engineering section on the basis of silt characteristic, choose comparatively the reasonably husky condition of water, and take suitable simulation means to confirm efficiently that accurately the favourable opposition of engineering position is to need the problem of solution at present badly deeply.
Summary of the invention
The purpose of this invention is exactly to the existing situation of above-mentioned technology; The buried depth localization method that provides a kind of river excessively to cross the river the tunnel; Can take into full account the silt characteristics of dashing of engineering section,, more conveniently confirm the dark and deepest point amplitude of fluctuation of favourable opposition in engineering position efficiently from the engineering safety angle.
Technical scheme of the present invention was the cross the river buried depth localization method in tunnel of river, may further comprise the steps:
Step 1 is just declared favourable opposition deep-seated and is put, and concrete the realization may further comprise the steps,
Step 1.1 is painted engineering over the years position fracture morphology and point is painted envelope curve figure under the fracture morphology through cover, confirms the section deepest point elevation H that has observed
DownAnd position;
Step 1.2 according near the geological conditions the engineering, confirms to dash the thickness deltat h1 of layer, and according to the deepest point elevation H of current engineering section
WhenWith the section deepest point elevation H that provides in the step 1.1
DownAnd the position, confirm that tentatively the favourable opposition deep-seated of engineering section is put and elevation variation scope [H
Down, H
When-Δ h1];
Step 2.1; Section run-off over the years is carried out frequency analysis; According to frequency greater than 75% be little water year, 25%～75% be middle water year, less than 25% be that the standard in big flood year is determined the husky series of the typical water that comprises the husky combination of large, medium and small water different water year;
Step 2.2 adopts the engineering check flood as typical extraodinary flood, and according to maximum extraodinary flood year of known channel scour, inquires into the husky process of the water that engineering check flood correspondence through the husky process of the water in extraodinary flood year;
Step 2.3 makes up the husky series of step 2.1 gained typical water year and step 2.2 gained typical case extraodinary flood, forms the husky condition of the unfavorable water that influences engineering safety most;
Step 3.1; According to the husky condition of the definite unfavorable water of step 2; Adopt the husky calculated with mathematical model engineering of planar water position deepest point elevation process over time, obtain each engineering section deepest point height value constantly, therefrom obtain dark time and the deepest point elevation that occurs of favourable opposition;
Whether step 3.2, the deepest point elevation when the favourable opposition of determining step 3.1 gained is dark are in the dark elevation variation scope of the favourable opposition [H of the preliminary engineering section of confirming in the step 1.2
Down, H
When-Δ h1] in, locate if then carry out buried depth with the deepest point elevation according to the dark time that occurs of the favourable opposition of step 3.1.
And in the step 2.2, the husky process of the water that the engineering check flood is corresponding comprises discharge process and husky amount process,
When confirming engineering check flood corresponding flow process, comprise the flood hygrograph of getting extraodinary flood year, inquire into engineering check flood corresponding flow process with the method that same frequency amplifies;
When confirming the sand amount process of engineering check flood correspondence, adopt following formula to calculate:
Q
s＝aQ
b
Q wherein
sBe silt discharge, Q is a flow, and coefficient a and b confirm through setting up for many years the following envelope curve of flow and silt discharge dependency relation; Said silt discharge only comprises the bed material load silt discharge.
The present invention is based on the husky defeated basic theories of moving of river bed change basic principle and water; The engineering section is developed; Especially section forms towards the silt characteristic on the basis of deep understanding near the engineering, and proposition can reflect the husky defeated calculation method that moves the husky condition of water of characteristic of section water, utilizes Mathematical Modeling; The accurate location that realization is put the favourable opposition deep-seated in engineering position, and engineering position deepest point elevation change procedure and amplitude of fluctuation in time can be provided.The present invention can be used for river-crossing tunnel, also can be used to the tunnel that crosses the river.
Description of drawings
Fig. 1 is the flow chart of the embodiment of the invention;
Fig. 2 reaches envelope curve figure down for the engineering fracture morphology;
Fig. 3 is near the typical geology block diagram engineering;
Fig. 4 is check flood flow and bed material load sand content graph;
Fig. 5 is flow and bed material load silt discharge dependency relation figure;
Fig. 6 is an engineering section deepest point elevation variation process;
Fig. 7 is favourable opposition engineering section variation figure when dark.
The specific embodiment
Specify technical scheme of the present invention below in conjunction with accompanying drawing and embodiment.
Referring to accompanying drawing 1, the embodiment of the invention is the river-crossing tunnel engineering of planning to build in certain section, in conjunction with hydrological data, topographic(al) data, geologic information, adopts following steps to confirm that the favourable opposition of engineering position is dark:
Step 1 is just declared favourable opposition deep-seated and is put.The concrete realization may further comprise the steps:
Step 1.1 is painted engineering over the years position fracture morphology and point is painted envelope curve figure under the fracture morphology through cover, confirms the section deepest point elevation H that has observed
DownAnd position.
Embodiment is through cross section, comparative analysis engineering over the years position aspect graph, and confirms the following envelope curve figure of engineering section according to the deepest point of section diverse location, and referring to accompanying drawing 2, abscissa representes that ordinate is an elevation from the left bank distance among the figure.Analysis result shows that section integral body is towards the silt alternate, and with the continuous reinforcing of two sides bank protection work, fracture morphology tends towards stability gradually.Can find out that from the following envelope curve of engineering section the deepest point elevation of engineering section once reached H
Down, the time of its generation mainly is that the river potential stability is relatively poor relatively before implementing bank protection work in two sides, meets few husky time of big flood, washing away by a relatively large margin will appear in the engineering section.
Step 1.2 according near the geological conditions the engineering, confirms to dash the thickness deltat h1 of layer, and according to the deepest point elevation H of current engineering section
WhenWith the section deepest point elevation H that provides in the step 1.1
DownAnd the position, confirm that tentatively the favourable opposition deep-seated of engineering section is put and elevation variation scope [H
Down, H
When-Δ h1].Confirm that through preliminary the favourable opposition deep-seated of engineering section puts, can estimate favourable opposition and may occur in that position, riverbed deeply.
By near the geological conditions the engineering among the accompanying drawing 3 visible embodiment, the riverbed is formed can be divided into three layers, and the 1st layer is the thinner flour sand of particle diameter, and bed thickness is Δ h1, and layer end absolute altitude is h1 (h1＜H
Down), the 2nd layer (bed thickness is Δ h2, and layer end absolute altitude is h2) and the 3rd layer (bed thickness is Δ h3, and layer end absolute altitude is h3) below this elevation they are exactly by extraordinary thin round gravel soil of impact resilience and basement rock.Rock stratum section signal is provided, for your guidance among the figure.Therefore, the Chonged layer at this place is basically more than the h1 elevation.
More than analyze visible; Although river, engineering section gesture overall stability in recent years; Engineering section deepest point elevation variation amplitude is also little, but has an appointment the unfavorable times such as thick the Chonged layer of Δ h1, chance big flood Xiao Sha owing to this riverbed, place; The riverbed very likely takes place to wash away by a relatively large margin, and the deepest point elevation may reach H
DownBelow.
Step 2.1; Section run-off over the years is carried out frequency analysis; According to frequency greater than 75% be little water year, 25%～75% be middle water year, less than 25% be that the standard in big flood year is determined the husky series of the typical water that comprises the husky combination of large, medium and small water different water year.
The husky series of general water is to select typical case's series year to add to simulate as design conditions in extraodinary flood year (like design flood, check flood).Selection for typical case's series year; The silt characteristics of dashing of engineering section are visible for many years from above analysis; The engineering section dashes for many years and becomes silted up alternately; This unidirectional variation of washing away or deposit of tendency does not appear, thus embodiment choose comprise large, medium and small water etc. continuously husky year of water year get final product as the husky series of typical water.
Step 2.2 adopts the engineering check flood as typical extraodinary flood, and according to maximum extraodinary flood year of known channel scour, inquires into the husky process of the water that engineering check flood correspondence through the husky process of the water in extraodinary flood year;
Embodiment confirms for extraodinary flood year, according to the design standard in tunnel, from the engineering safety angle, selects the engineering check flood as the typical flood process.During practical implementation; Can compile engineering section average daily flow data for many years; And it is carried out frequency computation part; Confirmed several times that peak flood flow is bigger, and compared the size of bed scour amplitude between these several flood periods in time, confirmed that the bigger time of bed scour amplitude is as extraodinary flood year.
Confirm engineering check flood corresponding flow process:
Method with using same frequency amplification comparatively widely at present zooms into check flood corresponding flow process with its discharge process, referring to accompanying drawing 4.Existing hydrologic observation data is generally shorter, at the most about a century, in the time of can not satisfying design to the requirement of flood frequency.Therefore when definite typical flood corresponding flow process, must peb process take place according to the engineering section amplifies.The method that same frequency amplifies belongs to prior art, can be referring to Ye Shouze, and Zhan Daojiang, institution of higher education's teaching material-engineering hydrology (third edition), Beijing: Chinese Water Conservancy water power publishing house, 1987.
Confirm the sand amount process that the engineering check flood is corresponding:
According to field data, confirm boundary particle diameter D according to the division methods of bed material load and wash load
Boundary, the dependency relation of having painted flow and bed material load silt discharge respectively is like accompanying drawing 5.Consider with sand content under the flow more for a short time, the souring in riverbed is remarkable more, from the engineering safety angle, and the foundation that adopts the following envelope curve (power) of flow silt discharge relation in the accompanying drawing 5 to confirm as husky amount process.
When inquiring into husky amount process, adopt following formula to calculate: Q
s=aQ
b, Q wherein
sBe silt discharge, Q is a flow, and coefficient a and b confirm through setting up for many years the following envelope curve of flow and silt discharge dependency relation.When calculating silt discharge, mainly be bed material load, therefore only need to calculate the bed material load silt discharge owing to participate in the silt of river-bed deformation.Can at first form data according to the hydrology and the riverbed of engineering section; Confirm bed material load less than 5%～10% sediment grain size as the method for the boundary particle diameter of section bed material load and wash load according to silt composition on the riverbed, inquire into the corresponding sand amount process of typical flood through setting up bed material load silt discharge and flow dependency relation again.Prior art is general to be adopted less than 5%～10% sediment grain size as the boundary particle diameter, and the present invention will not give unnecessary details.
The flow silt discharge relational expression of embodiment is Q
s=7E-14Q
2.81Accompanying drawing 4 is presses the corresponding bed material load sand content graph of check flood that envelope curve is inquired into.
Step 2.3 makes up the husky series of step 2.1 gained typical water year and step 2.2 gained typical case extraodinary flood, forms the husky condition of the unfavorable water that influences engineering safety most.Promptly according to above step results, embodiment confirms that the husky condition of unfavorable water is for comprising the husky year+check flood of water continuously such as large, medium and small water.
Step 3.1; According to the husky condition of the definite unfavorable water of step 2; Adopt the husky calculated with mathematical model analysis project of planar water position deepest point elevation process over time, obtain each engineering section deepest point height value constantly, therefrom obtain dark time and the deepest point elevation that occurs of favourable opposition.
The husky Mathematical Modeling of planar water is a prior art, can be referring to Li Yitian, Zhao Mingdeng, Cao Zhifang, the husky Mathematical Modeling of river course planar water, Beijing: Chinese Water Conservancy water power publishing house, 2001 during practical implementation.Embodiment adopts husky Mathematical Modeling of planar water and the husky condition of above-mentioned water, when the favourable opposition of computational engineering position is dark, chooses the current time landform as the initial landform of Model Calculation.The section deepest point elevation of Model Calculation changes in time sees accompanying drawing 6, when favourable opposition is dark fracture morphology with calculate initial moment fracture morphology and see accompanying drawing 7.
It is thus clear that section generally appears at the flood end of term towards dark maximum value, water-break deepest point elevation back-silts gradually behind the flood, and check flood appears under the check flood condition the favourable opposition of engineering section deeply, and the deepest point elevation is h
Max(h
Max＞H
Down), the thickness that initial relatively landform is washed away is Δ h
Max(Δ h
Max＜Δ h1).
Whether step 3.2, the deepest point elevation when the favourable opposition of determining step 3.1 gained is dark are in the dark elevation variation scope of the favourable opposition [H of the preliminary engineering section of confirming in the step 1.2
Down, H
When-Δ h1] in, locate if then carry out buried depth with the deepest point elevation according to the dark time that occurs of the favourable opposition of step 3.1.Through the result of calculation of step 3.1 and the preliminary definite result in the step 1.2 are confirmed each other, can check the reasonability of calculating and analysis result.Occur not meeting under few situation, then can adjust the parameter of the husky Mathematical Modeling of planar water, return step 3.1 and recomputate, up to the result who occurs meeting, the deepest point elevation when the favourable opposition that Model Calculation obtains is dark is in the anticipation scope.Concrete adjustment can be realized that list of references has detailed description by those skilled in the art.
The various conditions that this method adopts all are to the worst angle of engineering safety; The result that Model Calculation goes out also comparatively conforms to the variation characteristics of actual generation phenomenon; Show that definite favourable opposition is rational deeply; As far as engineering is content to retain sovereignty over a part of the country complete, can be rationally burying underground of river-crossing tunnel scientific basis is provided.
Specific embodiment described herein only is that the present invention's spirit is illustrated.Person of ordinary skill in the field of the present invention can make various modifications or replenishes or adopt similar mode to substitute described specific embodiment, but can't depart from spirit of the present invention or surmount the defined scope of appended claims.
Claims (2)
1. cross the cross the river buried depth localization method in tunnel of river for one kind, it is characterized in that, may further comprise the steps:
Step 1 is just declared favourable opposition deep-seated and is put, and concrete the realization may further comprise the steps,
Step 1.1; Paint engineering over the years position fracture morphology and point is painted envelope curve figure under the fracture morphology through cover, confirm the section deepest point elevation
and the position that have observed;
Step 1.2; According near the geological conditions the engineering; Confirm to dash the thickness
of layer; And according to the section deepest point elevation
and the position that provide in the deepest point elevation
of current engineering section and the step 1.1; Preliminary confirm that the favourable opposition deep-seated of engineering section puts and elevation variation scope [
,
];
Step 2 is confirmed the husky condition of unfavorable water, and concrete the realization may further comprise the steps,
Step 2.1 is carried out frequency analysis with section run-off over the years, according to frequency greater than 75% be little water year, 25% ~ 75% be middle water year, less than 25% be that the standard in big flood year is determined the husky series of the typical water that comprises the husky combination of large, medium and small water different water year;
Step 2.2 adopts the engineering check flood as typical extraodinary flood, and according to maximum extraodinary flood year of known channel scour, inquires into the husky process of the water that engineering check flood correspondence through the husky process of the water in extraodinary flood year;
Step 2.3 makes up the husky series of step 2.1 gained typical water year and step 2.2 gained typical case extraodinary flood, forms the husky condition of the unfavorable water that influences engineering safety most;
Step 3, the dark accurately location of the favourable opposition in engineering position, the concrete realization may further comprise the steps,
Step 3.1; According to the husky condition of the definite unfavorable water of step 2; Adopt the husky calculated with mathematical model engineering of planar water position deepest point elevation process over time, obtain each engineering section deepest point height value constantly, therefrom obtain dark time and the deepest point elevation that occurs of favourable opposition;
Step 3.2; Whether the deepest point elevation when the favourable opposition of determining step 3.1 gained is dark is in the dark elevation variation scope of favourable opposition [
of the preliminary engineering section of confirming in the step 1.2;
] in, locate if then carry out buried depth with the deepest point elevation according to the dark time that occurs of the favourable opposition of step 3.1.
2. cross the cross the river buried depth localization method in tunnel of river according to claim 1, it is characterized in that: in the step 2.2, the husky process of the water that the engineering check flood is corresponding comprises discharge process and husky amount process,
When confirming engineering check flood corresponding flow process, comprise the flood hygrograph of getting extraodinary flood year, inquire into engineering check flood corresponding flow process with the method that same frequency amplifies;
When confirming the sand amount process of engineering check flood correspondence, adopt following formula to calculate:
Wherein
is silt discharge;
is flow, and coefficient a and b confirm through setting up for many years the following envelope curve of flow and silt discharge dependency relation; Said silt discharge only comprises the bed material load silt discharge.
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| CN2011103021805A CN102418349A (en) | 2011-09-28 | 2011-09-28 | Burial depth positioning method of tunnel crossing river |
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|---|---|---|---|
| CN2011103021805A CN102418349A (en) | 2011-09-28 | 2011-09-28 | Burial depth positioning method of tunnel crossing river |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108842821A (en) * | 2018-06-29 | 2018-11-20 | 山东大学 | A kind of drilling and blasting method builds the calculation method of seabed tunnel Rational Depth |
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| GB2358417A (en) * | 2000-01-18 | 2001-07-25 | Allan Cassells Sharp | A method for construction and operation of subaqueous tunnels |
| CN101577657A (en) * | 2008-05-08 | 2009-11-11 | 华为技术有限公司 | Method of tunnel establishment and system for realizing tunnel establishment |
| CN101985837A (en) * | 2010-09-17 | 2011-03-16 | 李瑞静 | Process and construction method for manufacturing integral submarine tunnel on land |
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2011
- 2011-09-28 CN CN2011103021805A patent/CN102418349A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB479707A (en) * | 1937-01-01 | 1938-02-10 | Dortmund Hoerder Huettenver Ag | Method of erecting structures in underground or open water |
| GB2358417A (en) * | 2000-01-18 | 2001-07-25 | Allan Cassells Sharp | A method for construction and operation of subaqueous tunnels |
| CN101577657A (en) * | 2008-05-08 | 2009-11-11 | 华为技术有限公司 | Method of tunnel establishment and system for realizing tunnel establishment |
| CN101985837A (en) * | 2010-09-17 | 2011-03-16 | 李瑞静 | Process and construction method for manufacturing integral submarine tunnel on land |
Non-Patent Citations (1)
| Title |
|---|
| 张为等: "长江下游过江隧道河段最大冲刷深度预测研究", 《水力发电学报》, vol. 30, no. 04, 25 August 2011 (2011-08-25), pages 90 - 97 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108842821A (en) * | 2018-06-29 | 2018-11-20 | 山东大学 | A kind of drilling and blasting method builds the calculation method of seabed tunnel Rational Depth |
| CN108842821B (en) * | 2018-06-29 | 2020-08-25 | 山东大学 | Calculation method for reasonable buried depth of submarine tunnel constructed by drilling and blasting method |
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Application publication date: 20120418 |