CN114150716B - Experimental device for underground structure drainage decompression anti-floating - Google Patents
Experimental device for underground structure drainage decompression anti-floating Download PDFInfo
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- CN114150716B CN114150716B CN202111559356.5A CN202111559356A CN114150716B CN 114150716 B CN114150716 B CN 114150716B CN 202111559356 A CN202111559356 A CN 202111559356A CN 114150716 B CN114150716 B CN 114150716B
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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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses an experimental device for pressure-reducing and anti-floating of underground structure drainage, and relates to the technical field of underground engineering. Comprising the following steps: the plurality of water discharge holes are uniformly formed on the side walls around the underground structure and are positioned below the anti-floating water level designed by the underground structure; the drain pipe penetrates through the drain hole and is fixed with the side walls around the underground structure; one end of the drain pipe is connected with the drain pipe; the drainage system is connected with the other end of the drainage pipe. The invention has the advantages that the anti-floating aim of the underground structure is achieved by controlling the underground water level not to exceed the anti-floating water level of the underground structure design, and meanwhile, the peripheral underground water level of the structure can be effectively controlled, and the anti-floating disease of the structure is reduced. Simple structure is convenient, once install and need not subsequent operation, facilitate promotion uses.
Description
Technical Field
The invention relates to the technical field of underground engineering, in particular to an experimental device for reducing pressure and resisting floating of underground structure water discharge.
Background
With the acceleration of the urban process, available urban land resources are reduced, the development of underground space is one of main directions of urban development, underground structures are also developed successively, and the problem of floating resistance of the structures is solved on the premise of saving resources and energy and having little influence on surrounding environment, so that the underground space is one of important problems which must be faced by the great development of underground space. When a certain area is subjected to strong rainfall, most rainwater can permeate into soil, so that the underground water level rises, the buoyancy of an underground structure is greatly increased, various degrees of diseases appear on the structure, the water leakage and water seepage phenomena appear on the part of the structure if the structure is light, the underground structure is damaged if the structure is heavy, and the normal use of the structure is affected.
In order to ensure the anti-floating stable system of the underground structure, necessary safety measures are required to be adopted. At present, various anti-floating measures are available for underground structures, and some anti-floating measures are simple to construct, such as anti-floating piles, anti-floating anchor rods and the like, but have higher cost and are not suitable for popularization; some measures are complicated, such as a drainage pressure-reducing anti-floating system, and the method is not easy to popularize in actual engineering.
Disclosure of Invention
The invention provides an experimental device for pressure-reducing anti-floating of underground structure drainage, which is used for solving the problems of high cost and difficulty in popularization of anti-floating measures of an underground structure in the prior art.
The invention provides an experimental device for pressure-reducing and anti-floating of underground structure drainage, which comprises:
the water discharge holes are uniformly formed on the side walls around the underground structure and are positioned below the anti-floating water level designed by the underground structure;
the drain pipe penetrates through the drain hole and is fixed with the side walls around the underground structure;
one end of the drain pipe is connected with the drain pipe;
and the drainage system is connected with the other end of the drainage pipe.
Preferably, a filtering mechanism is arranged in the drain pipe and is used for filtering and separating water and soil and preventing soil loss during draining.
Preferably, the drainage system is a drainage pipe network.
Preferably, the method for calculating the height, the size and the number of the water discharge holes comprises the following steps:
s1, firstly obtaining an underground structure fieldMaximum rising speed V of ground water level 1 The anti-floating water level of the underground structure design, the permeability coefficient k of soil layers around the underground structure and the length a of the side wall of the structure are used for determining the effective width b of the side wall of the structure for draining the soil outside;
s2, calculating the water inflow rate of the underground side wall in unit time according to the following formula (21):
Q 1 ＝V 1 ·a·b＝V 1 ab (21)；
wherein V is 1 For the maximum rising speed of the underground water level, a is the length of the structural side wall, b is the effective width of the structural side wall for draining the soil outwards, Q 1 The water inflow amount of the underground side wall in unit time is obtained;
s3, calculating the water yield of the water discharge hole according to the following formula (31):
Q 2 ＝m·n·V 2 ·A (31)；
wherein m is the row number of the water discharge holes, n is the column number of the water discharge holes, V 2 Is the maximum penetration speed of the groundwater, A is the area of a water discharge hole, Q 2 The water yield of the water discharge hole; a=pi r 2 R is the radius of the water discharge hole;Δh is the head pressure difference, k is the permeability coefficient of the soil layer, and l is the permeability path length; average length-> H is the average height of the anti-floating water level designed by the underground structure of all the water discharge holes on a certain side wall;
s4, V obtained in S1 1 Substituting the values of a and b into the formula (21) to calculate Q 1 Is preliminarily set up to m, n, r, H, and then substituted into formula (31) to calculate Q 2 Comparing the values of Q 1 And Q 2 If Q is obtained 2 ＞Q 1 The penetration speed of the water discharge hole meets the water discharge requirement under the maximum rising speed of the ground water level, thenThe height, the size and the number of the water discharge holes are designed according to the set m, n, r, H value; conversely, if Q is obtained 2 ＜Q 1 If the penetration rate of the drain hole does not meet the drainage requirement at the maximum groundwater level rising rate, the value of m, n, r, H is increased, and then Q is calculated by substituting the value into the formula (31) 2 Comparing the values of Q 1 And Q 2 Until Q is obtained 2 ＞Q 1 The height, size and number of the drain holes are designed according to the increased m, n, r, H value.
Compared with the prior art, the invention discloses an underground structure drainage decompression anti-floating experimental device, which has the beneficial effects that:
according to the invention, the water drain holes are arranged on the side walls around the underground structure, the underground water outside the underground structure is drained to the drainage system of the underground structure through the water drain pipe, the underground water outside the underground structure is discharged through the water drain pipe, and the underground water level is controlled not to exceed the anti-floating water level of the underground structure design, so that the anti-floating purpose of the underground structure is achieved. The method can effectively control the underground water level around the structure and reduce the floating disease resistance of the structure. The method can effectively control the underground water level below the water discharge hole, prevent the underground water level from rising due to strong precipitation or other factors, and effectively prevent structural diseases caused by the change of the underground water level. Meanwhile, the device is simple and convenient in structure, does not need subsequent operation once being installed, and has higher popularization significance.
Drawings
In order to more clearly illustrate the embodiments of the invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, it being obvious that the drawings in the following description are only some embodiments of the invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic diagram of the structure of the present invention;
fig. 2 is a side view of the present invention.
The meaning of the individual reference numerals in the figures: 1-anti-floating water level, 2-drain pipe, 3-drain pipe, 4-drain system, 21-filtering mechanism.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The embodiment of the invention provides an experimental device for reducing pressure and resisting floating of underground structure drainage, as shown in fig. 1, comprising: a water drain hole, a water drain pipe 2, a water drain pipe 3 and a water drain system 4. The water draining holes are uniformly formed in the side walls around the underground structure, the side walls penetrating through the underground structure and the side walls of the structure are of an integral structure, the water draining holes are positioned below an anti-floating water level 1 designed by the underground structure, the anti-floating water level 1 is different according to different structures and field conditions, and in order to meet the anti-floating requirement of the underground structure, the water level of the underground structure needs to be controlled below the anti-floating water level 1, so that the water draining holes are arranged below the anti-floating water level 1; the drain pipe 2 passes through the drain hole and is fixed with the side walls around the underground structure; one end of the drain pipe 3 is connected with the drain pipe 2; a drainage system 4 is connected to the other end of the drain pipe 3. The side wall of the underground structure is made of reinforced concrete or plain concrete materials, and the drain pipe 2 and the drain pipe 3 are made of plastic materials. Through installing the water drainage hole on the side wall around the underground structure, drain the groundwater outside the underground structure to the drainage system 4 of the underground structure through the drain pipe 3, discharge the outdoor groundwater of the underground structure through the drain pipe 2, control groundwater level not to exceed the anti-floating water level 1 of the underground structure design, thereby achieving the purpose of anti-floating of the underground structure.
Further, a filtering mechanism 21 is disposed in the drain pipe 2, and is used for filtering and separating water and soil, so as to prevent soil loss during draining. The filter mechanism 21 is a filter, a screen, or the like that can filter sand, and separates water and soil.
Further, as shown in fig. 2, the drainage system 4 is a drainage pipe network, and drains water out of the structural system. The drainage system 4 can be made of plastic, reinforced concrete, plain concrete and the like and is used for draining groundwater.
Further, the method for calculating the height, the size and the number of the water discharge holes comprises the following steps:
s1, firstly obtaining the maximum rising speed V of the underground water level of the underground structure field 1 The anti-floating water level 1 of the underground structure design, the permeability coefficient k of soil layers around the underground structure and the length a of the side wall of the structure are used for determining the effective width b of the side wall of the structure for draining the soil outwards;
s2, calculating the water inflow rate of the underground side wall in unit time according to the following formula (21):
Q 1 ＝V 1 ·a·b＝V 1 ab (21)；
wherein V is 1 For the maximum rising speed of the underground water level, a is the length of the structural side wall, b is the effective width of the structural side wall for draining the soil outwards, Q 1 The water inflow amount of the underground side wall in unit time is obtained;
s3, calculating the water yield of the water discharge hole according to the following formula (31):
Q 2 ＝m·n·V 2 ·A (31)；
wherein m is the row number of the water discharge holes, n is the column number of the water discharge holes, V 2 Is the maximum penetration speed of the groundwater, A is the area of a water discharge hole, Q 2 The water yield of the water discharge hole; a=pi r 2 R is the radius of the water discharge hole;Δh is the head pressure difference, k is the permeability coefficient of the soil layer, and l is the permeability path length; average length-> H is the average height of the anti-floating water level 1 designed by the underground structure of all the water discharge holes on a certain side wall;
s4, V obtained in S1 1 Substituting the values of a and b into the formula (21) to calculate Q 1 Is preliminarily set up to m, n, r, H, and then substituted into formula (31) to calculate Q 2 Comparing the values of Q 1 And Q 2 If Q is obtained 2 ＞Q 1 The penetration speed of the water discharge holes meets the drainage requirement under the maximum ground water level rising speed, and the arrangement height, size and number of the water discharge holes are designed according to the set m, n, r, H value; conversely, if Q is obtained 2 ＜Q 1 If the penetration rate of the drain hole does not meet the drainage requirement at the maximum groundwater level rising rate, the value of m, n, r, H is increased, and then Q is calculated by substituting the value into the formula (31) 2 Comparing the values of Q 1 And Q 2 Until Q is obtained 2 ＞Q 1 The height, size and number of the drain holes are designed according to the increased m, n, r, H value.
The permeation speed of the water discharge holes meets the drainage requirement under the maximum ground water level rising speed, and can meet the drainage requirement under the maximum ground water level rising speed, namely, the drainage speed of the water discharge holes is controlled by controlling the number of the water discharge holes and the size of the water discharge holes, and the number and the size of the water discharge holes are comprehensively determined according to the ground water level rising speed and the permeability of a ground layer. Wherein the Δh head pressure difference is a head difference, which means the designed average height of the anti-floating water level 1 from all the water discharge holes, the value of the water level is equal to the value of H,the maximum drainage speed of the drainage hole is calculated when the ground water level reaches the designed anti-floating water level 1.
The principle of the calculation method is that the permeation principle is as follows: when the underground water level rises due to various reasons such as strong rainfall, the underground water higher than the water discharge hole part permeates into the water discharge hole due to the water head pressure difference, and is discharged through the water discharge pipe and the water discharge pipe, so that the effect of controlling the underground water level is achieved. Parameters such as the maximum rising speed of the underground water level of the underground structure field, the designed anti-floating water level 1, the permeability coefficient of the soil layer around the underground structure and the like are acquired before calculation. b is the effective range of the drainage effect of the drainage hole, namely the length from the outside of the side wall of the structure to the maximum range of the drainage effect, and is manually controlled.
According to the principle, the device comprises the following steps:
in the first step, the arrangement of the water discharge holes. Firstly, obtaining the maximum rising speed V of the ground water level of the ground structure site 1 Determining the effective width b of the structure side wall for draining the soil outwards, namely determining the arrangement height, the size and the number of the water discharge holes according to the calculation method, wherein the anti-floating water level 1 is designed in the underground structure, the permeability coefficient k of the soil layer around the underground structure and the length a of the structure side wall;
and secondly, installing a water drain hole. A small hole is drilled at a designated height of the structural side wall, the filtering mechanism 21 is fixed in the drain pipe 2, the drain pipe 2 is embedded in the structural side wall and penetrates through the structural side wall, a part of length of the drain pipe 2 is reserved in the structural chamber, and meanwhile, sealing treatment at the drilled hole is performed to prevent water seepage of the structure;
and thirdly, installing a drain pipe 3. One end of the drain pipe 3 is connected with the reserved part in the drain pipe 2, and the other end is connected with the drainage system 4 of the structure.
In the case of draining, because of Q 2 ＞Q 1 The method comprises the following steps: the water yield of the water discharge hole is larger than the water yield of the underground side wall in unit time, so that the underground water level cannot exceed the anti-floating water level 1 designed by the underground structure, and the anti-floating aim of the underground structure is achieved by discharging the underground water.
The invention has the advantages that the drain holes are arranged on the side walls around the underground structure, the underground water outside the underground structure is drained to the drainage system of the underground structure through the drain pipe, the underground water outside the underground structure is drained through the drain pipe, and the underground water level is controlled not to exceed the anti-floating water level designed by the underground structure, so that the anti-floating aim of the underground structure is achieved. The method can effectively control the underground water level around the structure and reduce the floating disease resistance of the structure. The method can effectively control the underground water level below the water discharge hole, prevent the underground water level from rising due to strong precipitation or other factors, and effectively prevent structural diseases caused by the change of the underground water level. Meanwhile, the device is simple and convenient in structure, does not need subsequent operation once being installed, and has higher popularization significance.
The foregoing disclosure is merely illustrative of some embodiments of the invention, but the embodiments are not limited thereto and variations within the scope of the invention will be apparent to those skilled in the art.
Claims (3)
1. An experimental apparatus that underground structure sluices decompression anti-floating, characterized in that includes:
the water discharge holes are uniformly formed in the side walls around the underground structure and are positioned below an anti-floating water level (1) designed by the underground structure;
the drain pipe (2) penetrates through the drain hole and is fixed with the side walls around the underground structure;
a drain pipe (3) one end of which is connected with the drain pipe (2);
a drainage system (4) connected with the other end of the drainage pipe (3);
the calculation method for the height, the size and the number of the water discharge holes comprises the following steps:
s1, firstly obtaining the maximum rising speed V of the underground water level of the underground structure field 1 The anti-floating water level (1) of the underground structure design, the permeability coefficient k of soil layers around the underground structure and the length a of the side wall of the structure are used for determining the effective width b of the side wall of the structure for draining the soil outside;
s2, calculating the water inflow rate of the underground side wall in unit time according to the following formula (21):
Q 1 ＝V 1 ·a·b＝V 1 ab (21)；
wherein V is 1 For the maximum rising speed of the underground water level, a is the length of the structural side wall, b is the effective width of the structural side wall for draining the soil outwards, Q 1 The water inflow amount of the underground side wall in unit time is obtained;
s3, calculating the water yield of the water discharge hole according to the following formula (31):
Q 2 ＝m·n·V 2 ·A (31)；
wherein m is the row number of the water discharge holes, n is the column number of the water discharge holes, V 2 Is the maximum penetration speed of the groundwater, A is the area of a water discharge hole, Q 2 The water yield of the water discharge hole; a=pi r 2 R is the radius of the water discharge hole;Δh is the head pressure difference, k is the permeability coefficient of the soil layer, and l is the permeability path length; average length->H is the average height of the anti-floating water level (1) designed by the underground structure of all the water discharge holes on a certain side wall;
s4, V obtained in S1 1 Substituting the values of a and b into the formula (21) to calculate Q 1 Is preliminarily set up to m, n, r, H, and then substituted into formula (31) to calculate Q 2 Comparing the values of Q 1 And Q 2 If Q is obtained 2 >Q 1 The penetration speed of the water discharge holes meets the drainage requirement under the maximum ground water level rising speed, and the arrangement height, size and number of the water discharge holes are designed according to the set m, n, r, H value; conversely, if Q is obtained 2 <Q 1 If the penetration rate of the drain hole does not meet the drainage requirement at the maximum groundwater level rising rate, the value of m, n, r, H is increased, and then Q is calculated by substituting the value into the formula (31) 2 Comparing the values of Q 1 And Q 2 Until Q is obtained 2 >Q 1 The height, size and number of the drain holes are designed according to the increased m, n, r, H value.
2. The underground structure drainage decompression anti-floating experimental device according to claim 1, wherein a filtering mechanism (21) is arranged in the drainage pipe (2) and is used for filtering and separating water and soil, so that soil loss caused by drainage is prevented.
3. The underground structure drainage decompression anti-floating experimental device according to claim 1, wherein the drainage system (4) is a drainage pipe network.
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| CN106522200A (en) * | 2016-11-24 | 2017-03-22 | 青岛理工大学 | Optimizing design method for water discharging holes of side slope retaining wall |
| CN109372033A (en) * | 2018-11-13 | 2019-02-22 | 湖北天利建筑技术有限责任公司 | Water draw-off and its construction method for Underground Building for Anti-floating |
| CN113684867A (en) * | 2021-09-01 | 2021-11-23 | 华侨大学 | Pressure reducing device for stably controlling anti-floating defense water level of underground space structure |
| CN113742826A (en) * | 2021-09-02 | 2021-12-03 | 贵州正业工程技术投资有限公司 | Active anti-floating design method based on anti-floating variable water level |
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2021
- 2021-12-20 CN CN202111559356.5A patent/CN114150716B/en active Active
Patent Citations (5)
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|---|---|---|---|---|
| US5228805A (en) * | 1992-03-19 | 1993-07-20 | Jeffery Chang | Water pressure reducing structure of a raft foundation bottom plate |
| CN106522200A (en) * | 2016-11-24 | 2017-03-22 | 青岛理工大学 | Optimizing design method for water discharging holes of side slope retaining wall |
| CN109372033A (en) * | 2018-11-13 | 2019-02-22 | 湖北天利建筑技术有限责任公司 | Water draw-off and its construction method for Underground Building for Anti-floating |
| CN113684867A (en) * | 2021-09-01 | 2021-11-23 | 华侨大学 | Pressure reducing device for stably controlling anti-floating defense water level of underground space structure |
| CN113742826A (en) * | 2021-09-02 | 2021-12-03 | 贵州正业工程技术投资有限公司 | Active anti-floating design method based on anti-floating variable water level |
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| Title |
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