CN111827368A - Anti-floating design method for underground structure - Google Patents
Anti-floating design method for underground structure Download PDFInfo
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- CN111827368A CN111827368A CN202010499117.4A CN202010499117A CN111827368A CN 111827368 A CN111827368 A CN 111827368A CN 202010499117 A CN202010499117 A CN 202010499117A CN 111827368 A CN111827368 A CN 111827368A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
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Abstract
The invention relates to an anti-floating design method for an underground structure, which comprises the following steps: adjusting the design parameters of the uplift pile of each structural section, controlling the difference value between the pile body deformation quantities of the uplift pile of each structural section within a set range, and then performing construction of each structural section according to the adjusted design parameters of the uplift pile; pile body deformation delta of uplift pileiThe calculation formula of (2) is as follows:
in the formula, FiFor buoyancy resistance of the structural section, LiPile length of uplift pile, EciIs the modulus of elasticity, A, of the uplift pileiIs the cross-sectional area of the uplift pile, niAnd i is the number of the uplift piles on the corresponding structural section, and i is the number of the structural section. The invention takes the tensile deformation of the uplift pile under the action of buoyancy and the coupling effect among the structural sections into consideration, controls the difference value among the pile body deformation quantities of the uplift pile of each structural section within a set range, and can control the coordinated deformation among the structural sectionsAnd the influence on the operation safety of the underground structure due to the difference deformation among the structure sections is avoided.
Description
Technical Field
The invention belongs to the technical field of civil engineering, and particularly relates to an anti-floating design method for an underground structure, which is suitable for the anti-floating design of the underground engineering structure, particularly the underground structure with larger depth difference.
Background
For underground works, when the resultant force of the earth pressure on the structure and the self weight of the structure is smaller than the buoyancy of water, the structure is subjected to upward resultant force, so that upward displacement is generated. Such displacement can cause additional stress to the structure, especially at relatively weak structural positions such as construction joints and deformation joints, which can easily damage the structure and further cause water failure and even structural instability. In order to prevent the uplift of the structure, an uplift pile is generally adopted to increase the anti-floating capacity of the structure, and the side frictional resistance of the pile body of the uplift pile is utilized to increase the vertical anti-floating capacity of the structure.
For a large-scale complex underground structure, particularly a structure containing an underground overpass, on one hand, due to the continuous change of the buried depth of the structure, various structural shapes and uneven and discontinuous stratum distribution, the anti-buoyancy forces of different sections are different, and when the structural depth difference is large, the buoyancy force difference is very large; on the other hand, the large open cut structure is poured by sections and blocks, a plurality of deformation joints are arranged, and the deformation joints enable anti-floating measures of all structural sections to be relatively independent, so that the stress of the anti-floating piles of all structural sections is relatively independent. Due to different factors such as the structure shape and the stratum, the deformation of the pile body of the uplift pile between adjacent sections can be different, so that the difference deformation of the structure at the deformation joint is caused, additional stress and dislocation deformation can be generated in the structure, the influence of the difference deformation on the construction joint and the deformation joint of the structure is particularly obvious, even the damage and leakage of the joint are caused to gush water, and the larger the depth difference is, the more irregular the structure shape is and the more severe the change of the geological conditions is, the influence is more obvious. In the conventional design, uplift piles are respectively arranged on different sections of an underground structure, the diameter and the length of a pile body are generally kept in the same specification within a certain range for convenient construction, the main design idea is to ensure the respective mechanical balance of each section, and the stress difference and the deformation difference of the uplift piles among the different sections and the influence caused by the differences are not recognized.
Disclosure of Invention
The invention relates to an anti-floating design method for an underground structure, which can at least solve part of defects in the prior art.
The invention relates to an anti-floating design method of an underground structure, which is used for respectively configuring anti-floating piles for each structural section of the underground structure so as to increase the anti-floating capacity of the structure, and comprises the following steps:
s1, adjusting the design parameters of the uplift pile of each structural section, and controlling the difference value between the pile body deformation quantities of the uplift pile of each structural section within a set range; wherein, the deformation amount delta of the pile body of the uplift pileiThe calculation formula of (2) is as follows:
in the formula, FiFor buoyancy resistance of the structural section, LiPile length of uplift pile, EciIs the modulus of elasticity, A, of the uplift pileiIs the cross-sectional area of the uplift pile, niThe number of the uplift piles on the corresponding structural section; i is the number of the structure section;
and S2, constructing each structural section according to the adjusted uplift pile design parameters.
As an embodiment, in the design parameters of the uplift pile, the uplift piles of each structural section have the same EciAnd S1, adjusting the design parameters of the uplift pile comprises adjusting Ai、LiAnd niIs adjusted.
As one example, in S1, AiAnd niDesigned to be constant, for LiCarrying out adjustment; or, A isiAnd LiDesigned as constant value, pairniAnd (6) carrying out adjustment.
As one example, in S1, the uplift pile design parameter of the structural section with the largest anti-floating force is determined, and then the uplift pile design parameters of other structural sections are adjusted, so that the difference value between the pile body deformation amounts of the uplift piles of the structural sections is controlled within a set range.
As one of the embodiments, the absolute value of the set range is not more than 15 mm.
The invention has at least the following beneficial effects:
the method is different from the traditional underground structure uplift pile design, the tensile deformation of the uplift pile under the action of buoyancy and the coupling effect among the structural sections are considered, the difference value among the pile body deformation quantities of the uplift pile of each structural section is controlled within a set range, the coordinated deformation among the structural sections can be controlled, the problems that additional stress, dislocation deformation and the like are generated inside the underground structure due to the difference deformation among the structural sections are avoided, the structural safety of construction joints, deformation joints and the like of the underground structure is particularly ensured, and the risk of the underground structure in the operation period can be reduced.
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, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
Fig. 1 is a schematic structural diagram and a schematic force diagram of an underground structure according to an embodiment of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention are clearly and completely described below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The inventor finds that in daily design work and actual engineering, in large-scale complex underground structure engineering, particularly in structures containing underground overpasses, due to different factors such as structure shapes and stratums, deformation of uplift pile bodies between adjacent structural sections can be different, so that the underground structure is deformed differently at a deformation joint 3, additional stress and dislocation deformation can be generated in the underground structure, the influence of the differential deformation on the construction joint and the deformation joint 3 of the underground structure is particularly obvious, even damage and seepage water burst at the joint are caused, the larger the depth difference is, the more irregular the structure shape is, and the more severe the geological condition changes are, the influence is more obvious. Based on the above findings, the embodiment of the invention provides an underground structure anti-floating design method, which aims to solve the problem that the underground structure is affected by the deformation difference of the pile body of the uplift pile of each structure section in the underground structure.
Referring to fig. 1, in general, each structural section of an underground structure is configured with a uplift pile to increase the anti-floating capacity of the structure, and the anti-floating design method of the underground structure comprises the following steps:
s1, adjusting the design parameters of the uplift pile of each structural section, and controlling the difference value between the pile body deformation quantities of the uplift pile of each structural section within a set range; wherein, the deformation amount delta of the pile body of the uplift pileiThe calculation formula of (2) is as follows:
in the formula, FiFor buoyancy resistance of the structural section, LiPile length of uplift pile, EciIs the modulus of elasticity, A, of the uplift pileiIs the cross-sectional area of the uplift pile, niThe number of the uplift piles on the corresponding structural section; i is the number of the structure section;
and S2, constructing each structural section according to the adjusted uplift pile design parameters.
In this embodiment, the uplift pile is considered to be the same as the large-stiffness spring and the spring deformation calculation formula is appliedThe pile body deformation calculation formula of the uplift pile can generally regard the pile body deformation of each uplift pile in the same structural section as the same; it is to be understood that the above "value of difference between pile body deformation amounts" reflects a difference between a pile body deformation amount of the uplift pile of one structural section and a pile body deformation amount of the uplift pile of another structural section. L aboveiAnd AiObviously refers to the length and cross-sectional area of a single uplift pile.
It is different from traditional underground structure uplift pile design, in this embodiment, consider the tensile deformation of uplift pile and the coupling effect between each structure paragraph under the buoyancy effect, control the difference value between the pile body deflection of the uplift pile of each structure paragraph in the settlement scope, the coordinated deformation between the steerable each structure paragraph, avoid leading to the inside additional stress and the dislocation deformation scheduling problem that produces of underground structure because of the difference deformation between the structure paragraph, especially guarantee the structural safety of the construction joint of underground structure and deformation joint 3 etc. department, thereby can reduce the risk of underground structure operation period.
In the present embodiment, the first and second electrodes are,
preferably, the setting range of the pile body deformation difference value of the uplift pile can be determined according to factors such as actual engineering design requirements, for example, design requirements of construction joints, deformation joints 3 and the like are considered, in the embodiment, the absolute value of the setting range is not greater than 15mm, and the design starting point is that reserved displacement of tenons should be considered for the difference deformation of the deformation joints 3 of the open cut section.
Anti-floating force F of the above structural sectioniThe fixed value is obtained after the size, the burial depth and the underground water level of the structural section are determined, and specifically, as shown in figure 1, Fi＝FFloat i-Fgi-FsiWherein F isFloating bodyBuoyancy of the structural section by the groundwater to which it is subjected, FgIs the self-gravity of the structural section, FsIs the overburden load of the structural section. Obviously, in the design of the uplift pile of the structural section, each uplift pile of the structural section should first meet the uplift resistance requirement of the structural section, i.e. the adjustment of the pile length of the uplift pile, the cross-sectional area of the uplift pile, the number of uplift pile piles, etc. should first be fittedThe design requirement of anti-floating force is described.
Generally, the concrete E used in different structural sections of the same underground structureciCongruent, i.e. the uplift piles of the structural sections have the same EciThen, in S1, the adjustment of the design parameters of the uplift pile includes adjusting ai、LiAnd niIs adjusted to minimize differential deformation between different structural sections. Preferably, the adjusting range/adjusting parameter type/adjusting amplitude of the design parameters of the uplift pile is reduced as much as possible; in an alternative embodiment, the cross-sectional area a of the uplift pile is dividedi(can be embodied in the pile diameter of the uplift pile) and the pile number n of the uplift pileiThe design is a fixed value, the aim of reducing or eliminating differential deformation between structural sections is achieved mainly by adjusting the pile length of the uplift pile, and the adjusting scheme is particularly suitable for the condition that the underground water level of the region of the underground structure has large change; or, A isiAnd LiDesigned to be constant, for niThe method is particularly suitable for the condition that the underground water level of the region of the underground structure is relatively stable.
As a preferable scheme of this embodiment, in S1, the uplift pile design parameter of the structural section with the largest anti-floating force is determined, and then the uplift pile design parameters of other structural sections are adjusted, so that the difference value between the pile body deformation amounts of the uplift piles of each structural section is controlled within a set range, and the engineering economy can be correspondingly improved.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (5)
1. An anti-floating design method for an underground structure, which is characterized in that anti-floating piles are respectively configured for each structure section of the underground structure to increase the anti-floating capacity of the structure, and the method comprises the following steps:
s1, adjusting the design parameters of the uplift pile of each structural section, and controlling the difference value between the pile body deformation quantities of the uplift pile of each structural section within a set range; wherein, the deformation amount delta of the pile body of the uplift pileiThe calculation formula of (2) is as follows:
in the formula, FiFor buoyancy resistance of the structural section, LiPile length of uplift pile, EciIs the modulus of elasticity, A, of the uplift pileiIs the cross-sectional area of the uplift pile, niThe number of the uplift piles on the corresponding structural section; i is the number of the structure section;
and S2, constructing each structural section according to the adjusted uplift pile design parameters.
2. The method of designing an anti-floating underground structure according to claim 1, wherein: in the design parameters of the uplift pile, the uplift piles of all the structural sections have the same EciAnd S1, adjusting the design parameters of the uplift pile comprises adjusting Ai、LiAnd niIs adjusted.
3. The method of designing an anti-floating underground structure according to claim 2, wherein: in S1, A is addediAnd niDesigned to be constant, for LiCarrying out adjustment; or, A isiAnd LiDesigned to be constant, for niAnd (6) carrying out adjustment.
4. A method of designing an anti-floating underground structure according to any one of claims 1 to 3, in which: in S1, the uplift pile design parameters of the structural section with the largest anti-floating force are determined, and then the uplift pile design parameters of other structural sections are adjusted, so that the difference between the pile body deformation amounts of the uplift piles of each structural section is controlled within a set range.
5. A method of designing an anti-floating underground structure according to any one of claims 1 to 3, in which: the absolute value of the set range is not more than 15 mm.
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| CN202010499117.4A CN111827368A (en) | 2020-06-04 | 2020-06-04 | Anti-floating design method for underground structure |
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| CN202010499117.4A CN111827368A (en) | 2020-06-04 | 2020-06-04 | Anti-floating design method for underground structure |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN201151920Y (en) * | 2007-11-14 | 2008-11-19 | 贵阳铝镁设计研究院 | Floating-resistant ground pit structure |
| CN104652448A (en) * | 2015-01-10 | 2015-05-27 | 华东交通大学 | Unbalanced foundation pit support design method |
| WO2016192320A1 (en) * | 2015-06-03 | 2016-12-08 | 中铁第四勘察设计院集团有限公司 | Continuous beam type anti-floating structure of shield tunnel |
| CN106245629A (en) * | 2016-09-13 | 2016-12-21 | 大连理工大学 | A kind of anti-skid uplift pile in mountain area and method for designing thereof |
| CN110147587A (en) * | 2019-04-29 | 2019-08-20 | 浙江大学城市学院 | Load causes the calculation method of existing tunnel displacement deformation in a kind of tunnel |
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2020
- 2020-06-04 CN CN202010499117.4A patent/CN111827368A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201151920Y (en) * | 2007-11-14 | 2008-11-19 | 贵阳铝镁设计研究院 | Floating-resistant ground pit structure |
| CN104652448A (en) * | 2015-01-10 | 2015-05-27 | 华东交通大学 | Unbalanced foundation pit support design method |
| WO2016192320A1 (en) * | 2015-06-03 | 2016-12-08 | 中铁第四勘察设计院集团有限公司 | Continuous beam type anti-floating structure of shield tunnel |
| CN106245629A (en) * | 2016-09-13 | 2016-12-21 | 大连理工大学 | A kind of anti-skid uplift pile in mountain area and method for designing thereof |
| CN110147587A (en) * | 2019-04-29 | 2019-08-20 | 浙江大学城市学院 | Load causes the calculation method of existing tunnel displacement deformation in a kind of tunnel |
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Application publication date: 20201027 |