LU500124B1 - Method for calculating hydrodynamic force of tunnel in a suspended state in water - Google Patents
Method for calculating hydrodynamic force of tunnel in a suspended state in water Download PDFInfo
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- LU500124B1 LU500124B1 LU500124A LU500124A LU500124B1 LU 500124 B1 LU500124 B1 LU 500124B1 LU 500124 A LU500124 A LU 500124A LU 500124 A LU500124 A LU 500124A LU 500124 B1 LU500124 B1 LU 500124B1
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- 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]
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- 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
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2113/00—Details relating to the application field
- G06F2113/08—Fluids
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2113/00—Details relating to the application field
- G06F2113/14—Pipes
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- 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
Abstract
Disclosed is a method for calculating a hydrodynamic force of a tunnel in a suspended state in water. The method includes: a standard value of a water flow front impact force of a pipe section is calculated according to a shape coefficient of the pipe section, a roughness influence coefficient of the pipe section, a suspension depth influence coefficient, a water density, a maximum water flow speed, a suspension length of a pipe section, a height of a cross section of the pipe section along a water flow direction and an included angle between the pipe section and the designed water flow direction; a standard value of a transverse flow lift force of the pipe section is calculated according to a vortex lift force coefficient, the water density, the maximum water flow speed, the suspension length of the pipe section, the height of the cross section of the pipe section along the water flow direction, a vortex frequency and a vortex characteristic time. Provided is a simplified method for calculating a stress of a tunnel in a suspended state, which has great significance for analyzing a stress condition of the tunnel with an overall design in the early stage of engineering.
Description
METHOD FOR CALCULATING HYDRODYNAMIC FORCE OF TUNNEL IN 7500724
TECHNICAL FIELD The present application relates to the field of tunnel designs, in particular a method for calculating a hydrodynamic force of a tunnel in a suspended state in water.
BACKGROUND China is a big ocean country, which has a length 18,000 km of coastlines and spans 22 latitude zones; has more than 6500 islands, where a shoreline length of the islands is 14,000 km; and also has a total length 430,000 kilometers of inland rivers, including more than 20 rivers over 1,000 kilometers in length. There are nearly 100 cities with a population of more than one million all over the country, most of which are built along rivers and thrive by the rivers. However, the cities or regions are separated by the rivers and the oceans, and channels crossing the rivers and the oceans urgently need to be built to enable the country to form an integral rapid traffic road network. A tunnel has advantages of all weather, not affecting shipping, strong ability to resist war damage and so on, and is one of main manners for building the channels crossing the rivers and the oceans. Tunnel engineers have been exploring how to build underwater tunnels in a high-quality manner, whereby the construction risk is reduced, the tunnels are made to be connected with roads on both sides of the rivers quickly, and the footprint of the engineering is saved. Practice has proved that a main body structure of the tunnel is prefabricated on land and then an immersed tube or a suspension tunnel formed by butt joint is sunk in water, so that the construction quality of the main body structure of the tunnel may be better controlled, the construction risk of underwater underground excavation tunnels such as a conventional mining method and a shield method may also be avoided, an overall length of the tunnel is reduced, and connection with roads on two sides of a water area is better achieved. For a long time, there has been a lack of applicable theoretical calculation formula as a design guide for the calculation of a hydrodynamic force of a tunnel pipe section of an immersed tube tunnel or the suspension tunnel in a suspended state. 1
SUMMARY LU500124 The present application aims to provide a method for calculating a hydrodynamic force of a tunnel in a suspended state in water, and provide a simplified method for calculating a stress of a tunnel in a suspended state, which has great significance for analyzing a stress condition of the tunnel with an overall design in the early stage of engineering. In order to achieve the above objects, the technical scheme of the method for calculating a hydrodynamic force of a tunnel in a suspended state in water 1s as follows. Provided is a method for calculating a hydrodynamic force of a tunnel in a suspended state in water, and the method includes the following.
A standard value of a water flow front impact force of a pipe section is calculated according to a shape coefficient of the pipe section, a roughness influence coefficient of the pipe section, a suspension depth influence coefficient, a water density, a maximum water flow speed, a length suspension of the pipe section, a height of a cross section of the pipe section along a water flow direction and an included angle between the pipe section and the designed water flow direction.
A standard value of a transverse flow lift force of the pipe section is calculated according to a vortex lift force coefficient, the water density, the maximum water flow speed, the suspension length of the pipe section, the height of the cross section of the pipe section along the water flow direction, a vortex frequency and vortex characteristic time.
The method for calculating a hydrodynamic force of a tunnel in a suspended state in water has advantages as follows: 1) This method is different from the design guided by an existing theoretical-free calculation method, and solves a problem that the stress calculation of the tunnel in the suspended state in water is difficult.
2) A simplified method for calculating a hydrodynamic force in the present application comprehensively considers factors such as a cross section shape of the tunnel, a length of the pipe section, an incident flow surface area of the tunnel, a surface roughness of the tunnel, the suspension depth, the water flow speed, and a vortex, and provides a simplified method for calculating a stress of a tunnel in a suspended state, which has great significance for analyzing a stress condition of the tunnel with an overall design in the early stage of engineering.
2
L 124 BRIEF DESCRIPTION OF DRAWINGS v500 FIG. 1 is a schematic view of a tunnel in a suspended state in water according to the present application; FIG. 2 is a cross-sectional view taken along A-A according to the present application; and FIG. 3 is a diagram of a method for calculating a value of ks by interpolation according to the present application. In the drawings: 1-water flow direction; 2- pipe section of a tunnel.
DETAILED DESCRIPTION In order to better understand the objects, structures and functions of the present application, a method for calculating a hydrodynamic force of a tunnel in a suspended state in water is described in further detail in combination with the accompanying drawings below. Considering that pipe sections of the tunnel in a suspended state in rivers or ocean currents are complicated, and the tunnel is mainly subjected to a downstream impact force and a constant flow lift force, a method for calculating a hydrodynamic force of a tunnel in a suspended state in water is provided in the present application. In the present application, magnitudes of the downstream impact force and the constant flow lift force are considered, factors such as an appearance, a length, a cross-section size, a surface roughness, a suspension depth and a water flow parameter of the tunnel are comprehensively involved, key parameters of the design of the tunnel in a sinking or suspended state are calculated, which affects the safe construction of the tunnel and the operation of the suspension tunnel. In an embodiment, a water flow front impact force and a water flow transverse lift force are calculated according to factors such as a cross section shape of the tunnel, a length of the pipe section of the tunnel, an incident flow surface area of the tunnel, the surface roughness of the tunnel, the suspension depth of the tunnel, a water flow speed, and a vortex. 1) a standard value of a water flow front impact force of a pipe section is calculated according to a shape coefficient of the pipe section, a roughness influence coefficient of the pipe section, a 3 suspension depth influence coefficient, a water density, a maximum water flow speed, a LU500124 suspension length of the pipe section, a height of a cross section of the pipe section along a water flow direction 1, and an included angle between the pipe section and the designed water flow direction.
Fe = ky X ky X ky X = pv? x L x D x sin 0 formula (1) In the formula: F. is the standard value of the water flow front impact force of a single pipe section of the tunnel 2 (unit: KN); ki is the shape coefficient of the pipe section and is obtained through a hydraulic model experiment; k is the roughness influence coefficient of the pipe section and is obtained through the hydraulic model experiment; ks is the suspension depth influence coefficient, and a method of value selection of ks is shown in a subsequent content; p is the water density, p takes a value of 1.0 in river fresh water, and p takes a value of 1.025 in ocean environment (unit: t/m°); v is the maximum water flow speed (unit: m/s); L is the suspension length of the pipe section (unit: m); D is the height of the cross section of the pipe section along the water flow direction, a diameter is adopted for a circular cross section, and an incident flow projection area of an cross section is adopted for remaining cross sections (unit: m); 6 is the included angle between the pipe section of the tunnel 2 and the designed water flow direction 1, where 9 < 90°. The suspension depth influence coefficient ks is obtained through experiments, and if no experimental parameters exist, the value of ks may be obtained by means of following method: His a suspension depth of the tunnel at a center of gravity, i.e, a distance from a center of 4 gravity of the cross section of the tunnel to a water surface, and D is the height of the cross LU500124 section of the pipe section along the water flow direction. Condition one: when the suspension depth is OD to 2.5D, (1) when H/D < 0.5, ks takes a value of 0.7; (2) when H/D =2,5, ks takes a value of 1.0; and (3) when 0.5 < H/D < 2.5, ks is calculated by interpolation. Condition two: when the suspension depth is greater than 2.5D, (1) when H/D = 2.5, ks takes a value of 1.0; (2) when H/D /Dn; ks takes a value of 0.85; and (3) when 2.5 <H/D < 6.0, ks is calculated by interpolation. The interpolation is based on the linear interpolation, and as shown in FIG. 1, it can be seen from FIG. 1 that the value of ks is obtained by the interpolation. For example, when H/D = 0.5, ks = 0.7, when H/D=2.5ks=1.0, when H/D = 1.5, k; = 0.7 + (1.50.5) x ((1-0.7)/(2.5-0.5)) = 0.85 2) The transverse flow lift force of the pipe section is an upward supporting force generated by the vortex-induced action of water flow on the pipe section, is related to a vortex shedding frequency, and has periodicity. A standard value of a transverse flow lift force of the pipe section is calculated according to a vortex lift force coefficient, the water density, the maximum water flow speed, the suspension length of the pipe section, the height of the cross section of the pipe section along the water flow direction 1, a vortex frequency and vortex characteristic time.
F,=nx “pv? x L x D x sin(w x t) formula (2) In the formula: Fs is a standard value of a vortex-induced lift force of a single pipe section of the tunnel under a water flow (unit: KN): 5 n is the vortex lift force coefficient and is obtained through a model experiment; LU500124 p is the water density, p takes a value of 1.0 in river fresh water, p takes a value of 1.025 in ocean environment (unit: t/m°); v is the maximum water flow speed (unit: m/s); L is the suspension length of the pipe section (unit: m); D is the height of the cross section of the pipe section along the water flow direction, a diameter is adopted for a circular cross section, and an incident flow projection area of the cross section is adopted for remaining cross sections (unit: m): © is the vortex frequency; and tis the vortex characteristic time.
In general, in rivers or seas, water flows, and the flow speed of the water flow is relatively greater, so that a support of the suspension tunnel is easy to be damaged due to insufficient horizontal shearing resistance when a support of the suspension tunnel is designed without considering the water flow front impact force.
When the water flow passes through the tunnel at a relatively high flow speed, vortexes are generated, and the vortexes generate an upward lifting force, namely "water flow transverse lift force", on a whole tunnel.
By calculating the water flow transverse lift force, a problem that the suspension tunnel very easily leads to the destruction of the support of the tunnel due to a fact that a water buoyancy + the water flow transverse lift force > a gravity of the tunnel structure + a vertical constraint force of the support is solved, and therefore calculation of the water flow transverse lift force is very important for determining the design size of a vertical force of the suspension tunnel.
The method for calculating a hydrodynamic force of a tunnel in a suspended state in water according to the present application is different from the design guided by an existing theoretical-free calculation method, and solves a problem that the stress calculation of the tunnel inthe suspended state in water is difficult.
A simplified method for calculating a hydrodynamic force in the present application comprehensively considers factors such as a cross section shape of the tunnel, a length of the pipe section, an incident flow surface area of the tunnel, a surface roughness of the tunnel, the suspension depth, the water flow speed, and the vortex, and provides a simplified method for calculating a stress of a tunnel in a suspended state, which has great significance for analyzing a stress condition of the tunnel with an overall design in the 6 early stage of engineering.
LU500124 The present application has been further described above with the aid of specific embodiments, but it should be understood that the specific description herein is not to be construed as a limitation on the spirit and scope of the present application, and that various modifications to the above-described embodiments, which are made by those of ordinary skill in the art upon reading this specification, fall within the scope of protection of the present application. 7
Claims (5)
1. A method for calculating a hydrodynamic force of a tunnel in a suspended state in water, comprising: calculating a standard value of a water flow front impact force of a pipe section of the tunnel according to a shape coefficient of the pipe section, a roughness influence coefficient of the pipe section, a suspension depth influence coefficient, a water density, a maximum water flow speed, a suspension length of the pipe section, a height of a cross section of the pipe section along a water flow direction and an included angle between the pipe section and a designed water flow direction; and calculating a standard value of a transverse flow lift force of the pipe section according to a vortex lift force coefficient, the water density, the maximum water flow speed, the suspension length of the pipe section, the height of the cross section of the pipe section along the water flow direction, a vortex frequency and vortex characteristic time.
2. The method for calculating the hydrodynamic force of the tunnel in the suspended state in the water of claim 1, wherein the standard value of the water flow front impact force of the pipe section is calculated by a formula (1): Fe = ky X kz X ks X=pv? x L x D x sin formula (1) in the formula: Fc is the standard value of the water flow front impact force of a single pipe section of the tunnel, with the unit of KN; ki is the shape coefficient of the pipe section; ka is the roughness influence coefficient of the pipe section: ks is the suspension depth influence coefficient; p is the water density, p takes a value of 1.0 in river fresh water, and p takes a value of 1.025 in ocean environment, with the unit of t/m?; vis the maximum water flow speed, with the unit of m/s; L is the suspension length of the pipe section, with the unit of m; D is the height of the cross section of the pipe section along the water flow direction, a diameter is adopted for a circular cross section, and an incident flow projection area of the cross section is adopted for remaining cross sections, with the unit of m; and LU500124 6 is the included angle between the pipe section and the designed water flow direction, wherein 0 <90°.
3. The method for calculating the hydrodynamic force of the tunnel in the suspended state in the water of claim 2, wherein in a case where the suspension depth H is OD to 2.5D, the suspension depth influence coefficient ks is as follows: In a case of H/D < 0.5, ks tales a value of 0.7; In a case of H/D = 2.5, ks takes a value of 1.0; and in a case of 0.5 <H/D < 2.5, ks is calculated by interpolation.
4. The method for calculating the hydrodynamic force of the tunnel in the suspended state in the water of claim 2, wherein in a case where the suspension depth H is greater than 2.5D, the suspension depth influence coefficient ks is as follows: in a case of H/D = 2.5, ks takes a value of 1.0; in a case of H/D /Dcas, k3 takes a value of 0.85; and ina case of 2.5 < H/D < 6.0, ks is calculated by interpolation.
5. The method for calculating the hydrodynamic force of the tunnel in the suspended state in the water of claim 1, wherein the standard value of the water flow front impact force of the pipe section is calculated by a formula (2): F,=nx 3 pv? x Lx D x sin(w x t) formula (2) In the formula: F; is a standard value of a vortex-induced lift force of a single pipe section of the tunnel under a water flow, with the unit of KN; n is the vortex lift force coefficient; p is the water density, p takes a value of 1.0 in river fresh water, and p takes a value of 1.025 in ocean environment, with the unit of t/m?; vis the maximum water flow speed, with the unit of m/s;
L is the suspension length of the pipe section, with the unit of m; LU500124 D is the height of the cross section of the pipe section along the water flow direction, with the unit of m; © 1s the vortex frequency; and tis the vortex characteristic time.
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| CN202010371174.4A CN111597611B (en) | 2020-05-06 | 2020-05-06 | Method for analyzing underwater dynamic force of tunnel in suspension state in water |
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| US20140161532A1 (en) * | 2012-12-10 | 2014-06-12 | Murtech, Inc. | Articulated Bed-Mounted Finned-Spar-Buoy Designed for Current Energy Absorption & Dissipation |
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| CN104063597A (en) * | 2014-06-19 | 2014-09-24 | 浙江大学 | Integral impact response analyzing method for suspension tunnel |
| CN104727344B (en) * | 2015-03-31 | 2016-05-11 | 合肥工业大学 | Submerged floating tunnel anti-collision structure in water |
| CN107527663B (en) * | 2017-07-18 | 2019-07-02 | 西安交通大学 | Study the visual test device of the passive shutdown unit performance of hydraulic suspension type |
| CN110067270A (en) * | 2019-05-29 | 2019-07-30 | 中铁第六勘察设计院集团有限公司 | A kind of tunnel pipe connector test specimen shear structure multidimensional stress detection method |
| CN110174227A (en) * | 2019-06-26 | 2019-08-27 | 广西大学 | Submerged floating tunnel bridge response to forced vibration device and method under earthquake and coupling wave with current |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| US20140161532A1 (en) * | 2012-12-10 | 2014-06-12 | Murtech, Inc. | Articulated Bed-Mounted Finned-Spar-Buoy Designed for Current Energy Absorption & Dissipation |
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| Title |
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| GHODOOSIPOUR ET AL: "Experimental Study on Extreme Hydrodynamic Loading on Pipelines Part 2: Induced Force Analysis", JOURNAL OF MARINE SCIENCE AND ENGINEERING, vol. 7, no. 8, 9 August 2019 (2019-08-09), pages 262, XP055847911, DOI: 10.3390/jmse7080262 * |
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