CN117556742B - Hydraulic calculation method for dredging tunnel drain pipe - Google Patents
Hydraulic calculation method for dredging tunnel drain pipe Download PDFInfo
- Publication number
- CN117556742B CN117556742B CN202410041798.8A CN202410041798A CN117556742B CN 117556742 B CN117556742 B CN 117556742B CN 202410041798 A CN202410041798 A CN 202410041798A CN 117556742 B CN117556742 B CN 117556742B
- Authority
- CN
- China
- Prior art keywords
- flushing
- dredging
- pipe
- flushing hole
- speed
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000004364 calculation method Methods 0.000 title claims abstract description 38
- 238000011010 flushing procedure Methods 0.000 claims abstract description 159
- 238000004422 calculation algorithm Methods 0.000 claims abstract description 4
- 238000012937 correction Methods 0.000 claims description 51
- 230000002596 correlated effect Effects 0.000 claims description 7
- 238000012360 testing method Methods 0.000 claims description 6
- 230000001133 acceleration Effects 0.000 claims description 3
- 230000000875 corresponding effect Effects 0.000 claims description 2
- 230000005484 gravity Effects 0.000 claims description 2
- 238000004140 cleaning Methods 0.000 abstract description 12
- 238000000034 method Methods 0.000 abstract description 12
- 230000000694 effects Effects 0.000 abstract description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 238000005094 computer simulation Methods 0.000 abstract description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 13
- 239000013078 crystal Substances 0.000 description 5
- 239000000126 substance Substances 0.000 description 4
- 238000005406 washing Methods 0.000 description 4
- 238000002425 crystallisation Methods 0.000 description 3
- 230000008025 crystallization Effects 0.000 description 3
- 239000012530 fluid Substances 0.000 description 3
- 239000013043 chemical agent Substances 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000000053 physical method Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 230000002238 attenuated effect Effects 0.000 description 1
- 238000009795 derivation Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/28—Design optimisation, verification or simulation using fluid dynamics, e.g. using Navier-Stokes equations or computational fluid dynamics [CFD]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2113/00—Details relating to the application field
- G06F2113/08—Fluids
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2113/00—Details relating to the application field
- G06F2113/14—Pipes
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Mathematical Physics (AREA)
- Fluid Mechanics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Computing Systems (AREA)
- Pure & Applied Mathematics (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- Geometry (AREA)
- General Engineering & Computer Science (AREA)
- Algebra (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the field of hydraulic calculation for dredging a drain pipe, in particular to a hydraulic calculation method for dredging a tunnel drain pipe, which comprises the following steps: (1) constructing a first hydraulic computing model based on the dredging pipe; (2) Establishing a relation between the dredging pipe parameter and the end flushing hole speed based on a first calculation model, and calculating the end flushing hole speed; (3) constructing a second hydraulic computing model based on the dredging pipe; (4) Establishing an adjacent flush Kong Shuitou loss equation based on the second computational model; (5) The invention calculates the flushing speed of each flushing hole by adopting a recurrence algorithm, and compared with the prior art, the invention has the beneficial effects that: the invention aims at dredging pipes capable of flushing tunnel drain pipes, and adopts a hydraulic theory method to study what influences the parameters such as inlet flow rate, flushing hole aperture size, hole spacing and the like of the dredging pipes have on the cleaning effect of the dredging pipes.
Description
Technical Field
The invention relates to the field of hydraulic calculation for dredging a drain pipe, in particular to a hydraulic calculation method for dredging a tunnel drain pipe.
Background
The tunnel drainage system is an important project in tunnel engineering, and generally consists of an annular drainage pipe, a longitudinal drainage pipe, a transverse drainage pipe, a central drainage pipe and the like. The annular drain pipe is the main structure of tunnel drainage system, and the effect of drainage is reached through the water-permeable Kong Shenjin pipeline around the annular drain pipe wall to the water around the tunnel lining, and the hole aperture that permeates water around the pipe wall is less, is easily blocked by chemical crystallization thing, if not in time handles the mediation, can cause a great deal of tunnel disease to appear.
At present, aiming at the problem of crystallization blockage of a tunnel drain pipe, a cleaning technology is mainly utilized to clean and dredge the tunnel drain pipe, and the cleaning technology can be divided into two types, namely chemical cleaning and physical cleaning. The chemical cleaning method is to dissolve the crystal in the drain pipe by chemical agent, and the physical cleaning method is to directly wash the crystal by water jet, in the two cleaning methods, the chemical cleaning speed is slow, the cost is high, and the chemical agent adopted in the cleaning process has certain corrosiveness to the drain pipe and also causes certain pollution to the underground environment, so the physical method is widely applied in practical application.
In the existing physical method, the hydraulic power required by high-pressure water flushing and the cooperation of dredging pipe parameters and hydraulic power are not calculated and deduced correspondingly, so that uncertainty of flushing hole speed, water pressure and pipeline parameters in practical application can cause that part of the crystals cannot be flushed or are not flushed thoroughly, and the flushing force required by the crystals with different hardness cannot be set.
Therefore, in view of the existing problems, how to calculate the flushing water power of the tunnel drain pipe and establish a connection with the dredging pipe parameters not only opens up a new field of tunnel drain pipe dredging research, but also has good economic benefit, social benefit and engineering application potential, which is the basis of the power of the invention.
Disclosure of Invention
The present inventors have conducted intensive studies to overcome the above-mentioned drawbacks of the prior art, and have completed the present invention after a great deal of creative effort.
Specifically, the technical problems to be solved by the invention are as follows: the hydraulic calculation method for dredging the tunnel drain pipe is provided, the dredging rule of the tunnel drain pipe is revealed by researching the relation between dredging pipe parameters and flushing hydraulic power, and theoretical basis and technical support are provided for safe and normal operation of the tunnel.
In order to achieve the above purpose, the present invention provides the following technical solutions:
a hydraulic calculation method for dredging tunnel drain pipes comprises the following steps:
(1) Constructing a first hydraulic calculation model based on the dredging pipe;
(2) Establishing a relation between the dredging pipe parameter and the end flushing hole speed based on a first calculation model, and calculating the end flushing hole speed;
(3) Constructing a second hydraulic calculation model based on the dredging pipe;
(4) Establishing an adjacent flush Kong Shuitou loss equation based on the second computational model;
(5) A recursive algorithm is used to calculate the flush rate for each flush hole.
In the invention, as an improvement, in the first hydraulic calculation model, flushing holes from the inlet end to the tail end of the dredging pipe are sequentially from the flushing hole 1 to the flushing hole n, the inlet speed of the dredging pipe is v 0, the speed of the flushing hole 1 is v 1, the flushing speed of the tail end flushing hole is v n, the flushing hole interval is l, and the diameter of the flushing hole is d.
In the present invention, as an improvement, establishing a relation between the dredging pipe parameter and the end flushing hole speed includes:
Calculating the along-path head loss h f from the inlet of the dredging pipe to the flushing hole n according to the Bernoulli equation;
calculating the total along-path head loss h ' f of the uniform drainage dredging pipe;
Substituting the dredging pipe parameters into the total path head loss h ' f of the uniform drainage dredging pipe;
Listing equation equations of the along-path head loss h f calculated by the Bernoulli equation and the total along-path head loss h ' f of the uniform drainage dredging pipe;
A relational expression between the end flushing hole speed v n and the dredging pipe parameter is obtained.
In the invention, as an improvement, in the second hydraulic calculation model, flushing holes from the inlet end to the tail end of the dredging pipe are sequentially from the flushing hole n to the flushing hole 1, the inlet speed of the dredging pipe is v 0, the flushing speed of the tail end flushing hole is v 1, the flushing hole distance is l, the flushing hole diameter is d, and the total flow of the dredging pipe is Q.
In the present invention, as an improvement, the adjacent flush Kong Shuitou loss equation set-up includes:
according to the Darcy-Weisbach formula, the head loss h n-1~n between two adjacent flushing holes is calculated in sequence by reversely pushing the tail end flushing hole speed v 1;
Calculating head loss h ' n-1~n between adjacent holes by adopting the modified Bernoulli equation;
Equation equations of the along-path head loss h n-1~n and the along-path head loss h ' n-1~n are listed.
In the present invention, as an improvement, substituting the dredging pipe parameter into the total along-path head loss h ' f of the uniform-drain dredging pipe includes:
The number of holes and the hole spacing of the flushing holes satisfy the following relation:
；
the relation between the total flow rate Q of the dredging pipe and the end flushing hole speed v n and the number n of the holes is as follows:
；
Substituting the above relation into the total along-path head loss h ' f calculation formula:
；
The following steps are obtained:
。
in the present invention, as an improvement, the correction coefficient of the bernoulli equation is calculated as follows:
；
Wherein k is a correction coefficient after test fitting, k is positively correlated with the pipe length L and negatively exponentially correlated with the flushing hole spacing L, and d is the flushing hole diameter;
The expression for test fit k is:
。
compared with the prior art, the invention has the beneficial effects that:
(1) The invention takes the dredging pipe for flushing the tunnel drain pipe as an object, adopts a hydraulic theory method to study what influences the parameters such as the inlet flow of the dredging pipe, the size of the flushing hole aperture, the opening spacing and the like have on the cleaning effect of the dredging pipe, establishes a mathematical expression, analyzes the flushing speed of each position of the dredging pipe under the condition of appointed inlet or tail end speed, reveals the hydraulic characteristic rule of the dredging pipe capable of flushing the tunnel drain pipe, and is convenient for choosing proper dredging pipe parameters in different engineering applications.
(2) The method aims at establishing a relation among the flushing hole speed, the pipeline parameters and the flushing water power through calculation, and providing a water power research foundation for flushing crystals with different hardness in the follow-up actual engineering, so that the method is suitable for engineering requirements.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. Like elements or portions are generally identified by like reference numerals throughout the several figures. In the drawings, elements or portions thereof are not necessarily drawn to scale.
FIG. 1 is a schematic flow chart of the method of the present invention;
FIG. 2 is a schematic illustration of a dredge pipe of a first hydraulic computing model of the present invention;
FIG. 3 is a schematic illustration of a dredging pipe of a second hydraulic computing model of the present invention;
FIG. 4 is a graph of a condition 1-1 wash hole velocity fit in accordance with an embodiment of the present invention;
FIG. 5 is a graph of a condition 1-2 wash hole velocity fit in accordance with an embodiment of the present invention;
FIG. 6 is a summary of the flushing hole speeds for condition 1-1 and condition 1-2 in accordance with one embodiment of the present invention;
FIG. 7 is a graph of a fitted wash hole velocity for operating conditions 1-3 in accordance with an embodiment of the invention;
FIG. 8 is a graph of a fitted wash hole velocity for operating conditions 1-4 in accordance with an embodiment of the invention;
FIG. 9 is a summary of the flushing hole speeds for conditions 1-3 and conditions 1-4 in accordance with one embodiment of the present invention;
FIG. 10 is a graph showing the summary of the flushing hole speeds for condition 2-1 and condition 2-2 in a second embodiment of the present invention;
FIG. 11 is a graph showing the summary of the flushing hole speeds for conditions 2-3 and conditions 2-4 in accordance with one embodiment of the present invention;
FIG. 12 is a graph summarizing the flushing hole speeds for conditions 2-5 and conditions 2-6 in accordance with one embodiment of the present invention;
FIG. 13 is a graph showing the summary of the flushing hole speeds for conditions 2-7 and conditions 2-8 in accordance with one embodiment of the present invention;
FIG. 14 is a graph showing the summary of the flushing hole speeds for conditions 2-9 and conditions 2-10 in accordance with one embodiment of the present invention;
FIG. 15 is a graph showing the summary of the flushing hole speeds for conditions 2-11 and conditions 2-12 in accordance with one embodiment of the present invention.
Detailed Description
Embodiments of the technical scheme of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for more clearly illustrating the technical aspects of the present invention, and thus are merely examples, and are not intended to limit the scope of the present invention.
The application discloses a hydraulic calculation method for dredging tunnel drain pipes, wherein the tunnel drain pipes adopt built-in dredging pipes embedded in the drain pipes, dredging pipes which are arranged in the drain pipes at intervals and have the same extending direction with the drain pipes are arranged in the drain pipes, the dredging pipes are round pipes, flushing holes are arranged on the pipe body, the flushing holes are arranged in rows at equal intervals in the pipeline direction, the flushing holes are arranged at equal intervals in the pipe circumferential direction, and the tail ends of the dredging pipes are blocked.
As shown in fig. 1, the hydraulic calculation process of the dredging pipe is as follows:
In the hydraulic calculation model, as shown in fig. 2, flushing holes from the inlet end to the tail end of the dredging pipe are sequentially named as flushing holes 1-n, the high-pressure water inlet speed of the dredging pipe is v 0, the flushing speed of the flushing holes 1 is v 1, the flushing speed of the tail end flushing holes is v n, the flushing hole distance is l, and the flushing hole diameter is d.
And establishing a relation between the dredging pipe parameter and the end flushing hole speed based on the first hydraulic calculation model, and calculating the end flushing hole speed.
And (3) constructing a second hydraulic calculation model, wherein in the second hydraulic calculation model, flushing holes from the inlet end to the tail end of the dredging pipe are sequentially named as flushing holes n-1, the high-pressure water inlet speed of the dredging pipe is v 0, the flushing speed of the tail end flushing holes is v 1, the flushing hole distance is l, the diameter of the flushing holes is d, and the total flow of the dredging pipe is Q.
Establishing an adjacent flushing Kong Shuitou loss equation based on the second hydraulic computing model;
A recursive algorithm is used to calculate the flush rate for each flush hole.
The relation between the dredging pipe parameter and the end flushing hole speed is established by the following modes:
(1) The along-path head loss between the flushing holes 1 and n is calculated according to the Bernoulli equation, and the distance between the flushing holes 1 and the dredging pipe inlet cannot reach the loss distance, so that the along-path head loss from the dredging pipe inlet to the flushing holes 1 is negligible, and the speed v 1 of the flushing holes 1 is equal to the dredging pipe inlet speed v 0, and the calculation formula is as follows:
Wherein: phi is the orifice flow rate coefficient; g is gravitational acceleration.
(2) The total path head loss of the water transmitted by the uniform drainage dredging pipe is calculated, and the following formula is adopted:
Wherein: n is the number of single-row openings of the tunnel dredging pipe; a is the specific resistance of the pipeline; l is the length of the dredging pipe; q is the total flow of the dredging pipe.
The dredging pipe is provided with equidistant holes, and the number n of the single-row holes and the interval l between flushing holes meet the following relational expression:
The total flow Q of the dredging pipe is determined by the flushing speed v n of the tail end flushing holes and the number n of the single-row holes, and the specific relation is as follows:
Substituting the relation between the number n of the single-row holes and the total flow Q of the dredging pipe into a formula of the total along-path head loss h ' f to obtain:
Equation equations for the bernoulli equation solved along-path head loss h f and the total along-path head loss h ' f of the uniform drainage trap are listed:
5.2.8
and obtaining a relation between the dredging pipe parameter and the end flushing hole speed, and calculating the end flushing hole speed.
Establishing the equation for the loss of adjacent flushes Kong Shuitou includes:
(1) The back-pushing is carried out from the end flushing hole speed v 1 by the Darcy-Weisbach formula, and the path loss h n-1~n between two adjacent holes is calculated in sequence:
……
5.2.9
Wherein lambda is the along-the-way resistance coefficient, and l is the flushing hole spacing; d is the inner diameter of the flushing hole pipe; d is the diameter of the flushing hole; g is gravity acceleration; v n-1～n is the velocity of the fluid in the dredging pipe between the n-1 th flushing port and the n-th flushing port.
(2) And correcting the Bernoulli equation, wherein the correction coefficient k is fitted and corrected by a test, and because the fluid velocity in the dredging pipe is high and the tail end of the dredging pipe is blocked, when the fluid is rapidly filled in the dredging pipe, the whole flow field in the pipeline is disordered, and the head loss result between adjacent holes is calculated by adopting the Bernoulli equation and is inaccurate, so that correction is needed on the basis and then the correction is combined with a Darcy formula to obtain the flushing velocity of each flushing hole.
(3) Calculating the head loss h n-1~n between adjacent flushing holes by using the modified Bernoulli equation:
In the formula: k is a correction coefficient; phi is the orifice flow rate coefficient.
(4) Equation of water head loss between two adjacent holes calculated by Darcy equation and between two adjacent flushing holes calculated by Bernoulli equation after correction is listed:
5.2.10
The flushing speed of each adjacent flushing hole is recursively calculated by the method, and the flushing hydraulic law of the dredging pipe is revealed.
The correction coefficient k is positively correlated with the pipe length L, exponentially correlated with the flushing hole diameter d, negatively exponentially correlated with the flushing hole spacing L, and the correction coefficient k is obtained after fitting experimental data and satisfies the following relation:
5.2.11
Thus, the calculation formula of k i is as follows:
5.2.12
When the diameter d=0.002 of the flushing holes and the interval l=0.03 of the flushing holes, the correction coefficient is directly obtained by 5.2.11, and the correction parameters k i of the dredging pipes with different geometric dimensions are obtained by the formula 5.2.12 on the basis of the corresponding length L and the correction coefficient k.
The fitting process of the correction coefficient k is listed below with specific working conditions.
Embodiment one: correction coefficient fitting
The dredging pipes with 4 different flushing hole diameters d and flushing hole intervals l shown in table 1 are selected, and correction coefficients k are obtained through a theoretical derivation formula and fitting.
TABLE 1 dredge pipe parameter table
| Working conditions of | Dredge pipe length (m) | Flushing pitch (m) | Diameter of flushing hole (mm) | Inlet velocity (m/s) |
| 1-1 | 14 | 0.03 | 2 | 400 |
| 1-2 | 14 | 0.03 | 1 | 400 |
| 1-3 | 14 | 0.12 | 2 | 400 |
| 1-4 | 14 | 0.12 | 1 | 400 |
Substituting the dredging parameters l=14m, l=0.03m, d=2mm, a= 3.114 × 6,g=9.8m/s2, phi=0.97 into formula 5.2.8 in the working condition 1-1 to obtain a functional expression of the inlet fluidity v 0 and the end speed v n:
when the inlet velocity v 0 = 400m/s, the above equation is taken:
The correction coefficient is calculated by a formula 5.2.11, the correction coefficient k=18.8 and the end speed v n = 4.169m/s are substituted into the formula 5.2.10, the rest flushing hole speeds are obtained through recursive calculation, and after a curve is fitted, the result is shown in fig. 4.
Substituting the dredging parameters l=14m, l=0.03m, d=1 mm, a= 3.114 × 6,g=9.8m/s2, phi=0.97 in the working conditions 1-2 into the formula 5.2.8 to obtain a functional expression of the inlet fluidity v 0 and the end speed v n:
Bringing the inlet velocity v 0 = 400m/s to the above equation yields:
The correction coefficient is calculated by a formula 5.2.12, the correction coefficient k=4.3 and the end speed v n = 16.663 are substituted into the formula 5.2.10, the rest of flushing hole speeds are calculated in a recursive manner, and after a curve is fitted, the result is shown in fig. 5.
The flushing hole speeds of the dredging pipes of the working condition 1-1 and the working condition 1-2 are summarized as shown in figure 6.
Substituting dredging parameters l=14m, l=0.12m, d=2mm, a= 3.114 × 6,g=9.8m/s2, phi=0.97 into formula 5.2.8 in working conditions 1-3 to obtain a functional expression of inlet fluidity v 0 and end speed v n:
Bringing the inlet velocity v 0 = 400m/s to the above equation yields:
The correction coefficient is calculated by a formula 5.2.12, the correction coefficient k=4.3 and the end speed v n = 16.669 are substituted into the formula 5.2.10, the rest of flushing hole speeds are calculated in a recursive manner, and after a curve is fitted, the result is shown in fig. 7.
Substituting the dredging parameters l=14m, l=0.12m, d=1 mm, a= 3.114 × 6,g=9.8m/s2, phi=0.97 in the working conditions 1-4 into the formula 5.2.8 to obtain a functional expression of the inlet fluidity v 0 and the end speed v n:
Bringing the inlet velocity v 0 = 400m/s to the above equation yields:
The correction coefficient k=2.1 and the end speed v n = 65.825 are substituted into the formula 5.2.10, the rest of flushing hole speeds are obtained through recursive calculation, and after a curve is fitted, the result is shown in fig. 8.
Summarizing the speeds of the working conditions 1-3 and the working conditions 1-4 as shown in fig. 9, and summarizing the flushing speeds of the dredging pipes under 4 different working conditions as shown in fig. 6 and 9: when the inlet speeds are consistent, the washing hole distance is larger, the washing speed is larger as the washing hole is smaller, the washing hole speed is gradually attenuated from the inlet to the tail end, the calculated speed is reasonable, the actual situation is met, and therefore the fitted correction coefficient k is accurate.
Embodiment two: hydraulic calculation for dredging pipe under different working conditions
The past test shows that for cleaning tunnel crystallization, the flushing speed needs to be at least 3m/s, so that the tail end speed of the tunnel dredging pipe needs to be at least 3m/s, the dredging pipe can effectively clean the tunnel drain pipe, 12 dredging pipes with different flushing hole spacing l and flushing hole diameter d working conditions shown in table 2 are selected under the initial condition that the tail end speed reaches 3m/s, the flushing speeds of all positions of the dredging pipe are analyzed under the condition of the specified tail end speed, the flushing rules are induced, and the proper dredging pipe parameters are conveniently chosen in different engineering applications.
Table 2 dredge pipe design working condition table
| Working conditions of | Dredge pipe length (m) | Flushing pitch (m) | Diameter of flushing hole (mm) | Terminal speed (m/s) |
| 2-1 | 14 | 0.03 | 1 | 3 |
| 2-2 | 14 | 0.03 | 2 | 3 |
| 2-3 | 14 | 0.06 | 1 | 3 |
| 2-4 | 14 | 0.06 | 2 | 3 |
| 2-5 | 14 | 0.09 | 1 | 3 |
| 2-6 | 14 | 0.09 | 2 | 3 |
| 2-7 | 14 | 0.12 | 1 | 3 |
| 2-8 | 14 | 0.12 | 2 | 3 |
| 2-9 | 14 | 0.15 | 1 | 3 |
| 2-10 | 14 | 0.15 | 2 | 3 |
| 2-11 | 14 | 0.18 | 1 | 3 |
| 2-12 | 14 | 0.18 | 2 | 3 |
Working condition 2-1: substituting l=14m, l=0.03 m, d=1 mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3 m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
The correction factor k=4.3 is calculated according to equation 5.2.11, the tip speed v n =3 m/s is taken as v 1 into equation 5.2.10 together with the correction factor, and the remaining flush hole speeds are calculated as shown in fig. 10.
Working condition 2-2: substituting l=14m, l=0.03m, d=2mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
The correction coefficient k=18.8 is calculated according to the formula 5.2.12, the end speed v n =3 m/s is taken as v 1 to be brought into the formula 5.2.10 together with the correction coefficient, the rest flushing hole speeds are calculated, as shown in fig. 10, and fig. 10 is a summary of the speeds of the working condition 2-1 and the working condition 2-2.
Working conditions 2-3: substituting l=14m, l=0.06 m, d=1 mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3 m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
The correction factor k=2.8 is calculated according to equation 5.2.12, the tip speed v n =3 m/s is taken as v 1 into equation 5.2.10 together with the correction factor, and the remaining flush hole speeds are calculated as shown in fig. 11.
Working conditions 2-4: substituting l=14m, l=0.06 m, d=2mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
the correction factor k=8 is calculated according to equation 5.2.12, the tip speed v n =3 m/s is taken as v 1 into equation 5.2.10 together with the correction factor, and the remaining flush hole speeds are calculated as shown in fig. 11.
Working conditions 2-5: substituting l=14m, l=0.09 m, d=1 mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3 m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
The correction factor k=2.3 is calculated according to equation 5.2.12, the tip speed v n =3 m/s is taken as v 1 into equation 5.2.10 together with the correction factor, and the remaining flush hole speeds are calculated as shown in fig. 12.
Working conditions 2-6: substituting l=14m, l=0.09 m, d=2mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
The correction coefficient k=5.4 is calculated according to the formula 5.2.12, the end speed v n =3 m/s is taken as v 1 to be brought into the formula 5.2.10 together with the correction coefficient, the rest flushing hole speeds are calculated, as shown in fig. 12, and fig. 12 is a summary of the speeds of the working conditions 2-5 and 2-6.
Working conditions 2-7: substituting l=14m, l=0.12m, d=1 mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3 m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
The correction factor k=2.1 is calculated according to equation 5.2.12, the tip speed v n =3 m/s is taken as v 1 into equation 5.2.10 together with the correction factor, and the remaining flush hole speeds are calculated as shown in fig. 13.
Working conditions 2-8: substituting l=14m, l=0.12m, d=2mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3m/s into equation 5.2.8 yields the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
The correction coefficient k=4.3 is calculated according to the formula 5.2.12, the end speed v n =3 m/s is taken as v 1 to be brought into the formula 5.2.10 together with the correction coefficient, the rest flushing hole speeds are calculated, as shown in fig. 13, and fig. 13 is a summary of speeds of working conditions 2-7 and working conditions 2-8.
Working conditions 2-9: substituting l=14m, l=0.15m, d=1 mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3 m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
The correction factor k=1.9 is calculated according to equation 5.2.12, the tip speed v n =3 m/s is taken as v 1 into equation 5.2.10 together with the correction factor, and the remaining flush hole speeds are calculated as shown in fig. 14.
Working conditions 2-10: substituting l=14m, l=0.15m, d=2mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
the correction coefficient k=3.7 is calculated according to the formula 5.2.12, the end speed v n =3 m/s is taken as v 1 to be brought into the formula 5.2.10 together with the correction coefficient, the rest flushing hole speeds are calculated, as shown in fig. 14, and fig. 14 is a summary of speeds of working conditions 2-9 and working conditions 2-10.
Working conditions 2-11: substituting l=14m, l=0.18m, d=1mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet velocity v 0, the required inlet flow Q is:
The correction factor k=1.8 is calculated according to equation 5.2.12, the tip speed v n =3 m/s is taken as v 1 into equation 5.2.10 together with the correction factor, and the remaining flush hole speeds are calculated as shown in fig. 15.
Working conditions 2-12: substituting l=14m, l=0.18 m, d=2mm, a= 3.114 × 6,g=9.8m/s2,φ=0.97,vn =3m/s into equation 5.2.8 gives the following expression for the inlet velocity v 0:
From the inlet speed v 0, the required inlet flow Q (pumping flow of the water pump) is known as:
The correction coefficient k=3.3 is calculated according to the formula 5.2.12, the end speed v n =3 m/s is taken as v 1 to be brought into the formula 5.2.10 together with the correction coefficient, the rest flushing hole speeds are calculated, as shown in fig. 15, and fig. 15 is a summary of speeds of working conditions 2-11 and working conditions 2-12.
Summarizing the calculation results of the working conditions, and listing various indexes as shown in table 3:
table 3 summary of flushing speeds of flushing pipes under different conditions
The relation between the dredging pipe parameter and the end and first flushing hole speed during flushing can be known from the working conditions, so that references are provided for the design of the pipe parameter and the flushing speed adjustment.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and not for limiting the same; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit of the invention, and are intended to be included within the scope of the appended claims and description.
Claims (3)
1. The hydraulic calculation method for dredging the tunnel drain pipe is characterized by comprising the following steps of:
(1) Constructing a first hydraulic calculation model based on the dredging pipe;
(2) Establishing a relation between the dredging pipe parameter and the end flushing hole speed based on a first hydraulic calculation model, and calculating the end flushing hole speed;
(3) Constructing a second hydraulic calculation model based on the dredging pipe;
(4) Establishing an adjacent flushing Kong Shuitou loss equation based on the second hydraulic computing model;
(5) Calculating the flushing speed of each flushing hole by adopting a recurrence algorithm;
in the first hydraulic calculation model, flushing holes from the inlet end to the tail end of a dredging pipe are sequentially from a flushing hole 1 to a flushing hole n, the inlet speed of the dredging pipe is v 0, the speed of the flushing hole 1 is v 1, the flushing speed of the tail end flushing hole is v n, the flushing hole interval is l, and the diameter of the flushing hole is d;
Establishing a relationship between the dredging pipe parameter and the end flushing hole speed based on the first hydraulic calculation model comprises:
Calculating the along-path head loss h f from the inlet of the dredging pipe to the flushing hole n according to the Bernoulli equation;
calculating the total along-path head loss h ' f of the uniform drainage dredging pipe;
Substituting the dredging pipe parameters into the total path head loss h ' f of the uniform drainage dredging pipe;
Listing equation equations of the along-path head loss h f calculated by the Bernoulli equation and the total along-path head loss h ' f of the uniform drainage dredging pipe;
obtaining a relational expression between the tail end flushing hole speed v n and dredging pipe parameters;
In the second hydraulic calculation model, flushing holes from the inlet end to the tail end of the dredging pipe are sequentially from flushing hole n to flushing hole 1, the inlet speed of the dredging pipe is v 0, the flushing speed of the tail end flushing hole is v 1, the interval between the flushing holes is l, the diameter of the flushing hole is d, and the total flow of the dredging pipe is Q;
The adjacent flush Kong Shuitou loss equation set-up includes:
according to the Darcy-Weisbach formula, the head loss h n-1~n between two adjacent flushing holes is calculated in sequence by reversely pushing the tail end flushing hole speed v 1;
And calculating the head loss h ' n-1~n between adjacent holes by adopting the modified Bernoulli equation:
；
wherein: phi is the orifice flow rate coefficient; g is gravity acceleration;
equation equations of the along-path head loss h n-1~n and the along-path head loss h ' n-1~n are listed;
the correction coefficients of the bernoulli equation are calculated as follows:
；
Wherein k is a correction coefficient after test fitting, k is positively correlated with the pipe length L and negatively exponentially correlated with the flushing hole spacing L, and d is the flushing hole diameter;
The expression for test fit k is:
；
The correction coefficient k i is obtained by an expression of k on the basis of the correction coefficient k with the corresponding length L.
2. The hydraulic calculation method for dredging a tunnel drain pipe according to claim 1, wherein: substituting dredging pipe parameters into the total path head loss h ' f of the uniform drainage dredging pipe comprises:
The number of holes and the hole spacing of the flushing holes satisfy the following relation:
；
wherein L is the length of the dredging pipe, n is the number of holes of the flushing holes, and L is the interval between the flushing holes;
the relation between the total flow rate Q of the dredging pipe and the end flushing hole speed v n and the number n of the holes is as follows:
wherein d is the diameter of the flushing hole;
Substituting the above relation into the total along-path head loss h ' f calculation formula:
The following steps are obtained:
。
3. A dredging pipe applying the hydraulic calculation method for dredging a tunnel drain pipe according to claim 1, characterized in that: the dredging pipe is a built-in dredging pipe embedded in the drain pipe, the support placed in the drain pipe at intervals and the drain pipe in the same extending direction, the dredging pipe is a circular pipe, flushing holes are formed in the pipe body and are arranged in a row at equal intervals in the pipeline direction, the same equal intervals are arranged in the pipe circumferential direction, and the tail ends of the dredging pipes are plugged.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410041798.8A CN117556742B (en) | 2024-01-11 | 2024-01-11 | Hydraulic calculation method for dredging tunnel drain pipe |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410041798.8A CN117556742B (en) | 2024-01-11 | 2024-01-11 | Hydraulic calculation method for dredging tunnel drain pipe |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN117556742A CN117556742A (en) | 2024-02-13 |
| CN117556742B true CN117556742B (en) | 2024-04-30 |
Family
ID=89823670
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202410041798.8A Active CN117556742B (en) | 2024-01-11 | 2024-01-11 | Hydraulic calculation method for dredging tunnel drain pipe |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117556742B (en) |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2017022927A1 (en) * | 2015-08-06 | 2017-02-09 | 한국지질자원연구원 | Method for calculating fluid velocity in saps-flushing system and method for designing saps-flushing system |
| CN106777509A (en) * | 2016-11-23 | 2017-05-31 | 东北石油大学 | Polymer-bearing waste-water filtering-backwashing parameters optimization design device and optimization method |
| CN115293071A (en) * | 2022-09-28 | 2022-11-04 | 中南大学 | Method and device for measuring and calculating water head of water-rich tunnel stratum based on outlet flow characteristics of drain holes |
-
2024
- 2024-01-11 CN CN202410041798.8A patent/CN117556742B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2017022927A1 (en) * | 2015-08-06 | 2017-02-09 | 한국지질자원연구원 | Method for calculating fluid velocity in saps-flushing system and method for designing saps-flushing system |
| CN106777509A (en) * | 2016-11-23 | 2017-05-31 | 东北石油大学 | Polymer-bearing waste-water filtering-backwashing parameters optimization design device and optimization method |
| CN115293071A (en) * | 2022-09-28 | 2022-11-04 | 中南大学 | Method and device for measuring and calculating water head of water-rich tunnel stratum based on outlet flow characteristics of drain holes |
Non-Patent Citations (1)
| Title |
|---|
| 某轧机液压管路冲洗技术;陈玉叶;《机电安装》;20221031;第27-29页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN117556742A (en) | 2024-02-13 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105353620A (en) | Ground irrigation control method based on surface water depth information | |
| CN117556742B (en) | Hydraulic calculation method for dredging tunnel drain pipe | |
| CN203494884U (en) | In-situ repairing device of organic contaminated soil of superficial-layer area source | |
| CN108868731B (en) | Calculation method of fractured reservoir acid fracturing dynamic comprehensive fluid loss coefficient | |
| CN112115623A (en) | Method for calculating pressure drop rate of gas pipeline valve chamber under leakage working condition | |
| CN104077443A (en) | Maximum pressure drop velocity setting method of pneumatic and hydraulic linkage ball valve | |
| CN111075428B (en) | Method for quickly judging time and depth of gas well shaft liquid accumulation | |
| Zhu et al. | Hydraulic performance assessment of LESA at low pressure | |
| CN210754179U (en) | Condenser pipeline dredging device | |
| CN204963666U (en) | A online cleaning system for hydrophily jie's fluoroplastics gas gas heater | |
| CN114971076A (en) | Multi-objective optimal arrangement method for monitoring points of water supply network | |
| CN104500040B (en) | Pit shaft multistage fluid moving boundary tracking in horizontal well acidization | |
| Zeghadnia et al. | New equation for the computation of flow velocity in partially filled pipes arranged in parallel | |
| CN212004775U (en) | Assembled road water supply and drainage pipeline structure | |
| CN206234500U (en) | A kind of PTFE flexible pipes of inner lining structure and its PTFE metal hoses of composition | |
| CN209603941U (en) | Underground multistage long-distance solid antiscaling agent filling and corrosion monitoring device | |
| CN205813051U (en) | A kind of drip irrigation pipe | |
| CN103340131A (en) | Surface-irrigation field irrigation device | |
| Rashad et al. | Creating Software to Design a Low-Head Bubbler Irrigation System as an Alternative to Traditional Furrow Irrigation | |
| CN219453666U (en) | Tunnel drainage pipeline crystallization test device | |
| CN109485123A (en) | Groundwater azotate processing system and its method of construction | |
| CN113515877B (en) | Super-large shield section frozen soil body temperature characteristic optimizing method and device based on Gaussian process machine learning | |
| CN211562878U (en) | Hydrolysis dripping device for pesticide intermediate synthesis | |
| CN204702785U (en) | Quenching water ring of hollow sucker rod | |
| CN114382980B (en) | Energy dissipation and pressure reduction structure and energy dissipation and pressure reduction calculation method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |