CN112926111A - Suspended curtain foundation pit seepage calculation method based on improved resistance coefficient method - Google Patents
Suspended curtain foundation pit seepage calculation method based on improved resistance coefficient method Download PDFInfo
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Abstract
The invention discloses a suspended curtain foundation pit seepage calculation method based on an improved resistance coefficient method. On the basis of analyzing the difference and the same of seepage fields of the suspended curtain foundation pit and the gate dam, the invention corrects the gate dam improved resistance coefficient method, provides a segmentation mode of the seepage section of the suspended curtain foundation pit under the confined water condition, deduces a new equivalent resistance coefficient calculation formula considering the horizontal confluence section of the special section of the foundation pit, expands the equivalent resistance coefficient calculation formula to the aquifer anisotropy condition and realizes the quantitative calculation of the water inflow volume of the suspended curtain foundation pit and the water level depression outside the pit. The invention divides the complex seepage path into simple basic sections, effectively delineates the scale effect of the foundation pit, solves the problems of complex seepage field and difficult calculation caused by the suspended curtain, provides a method basis for the optimized design of the foundation pit precipitation of confined water of the suspended curtain, and has the characteristics of flexible segmentation, simple calculation and high precision, thereby having great application value.
Description
Technical Field
The invention relates to the technical field of hydrology and geology, in particular to a suspended curtain foundation pit seepage calculation method based on an improved resistance coefficient method.
Background
Along with the rapid development of cities, the demand of underground spaces of the cities is continuously increased, and the scale and the depth of foundation pits are also continuously increased. In order to prevent the groundwater from influencing the foundation pit construction and simultaneously control the influence of precipitation on the surrounding environment, a foundation pit groundwater control scheme combining precipitation and a curtain is generally adopted. Considering factors such as construction difficulty and economic benefit, the scheme of combining the suspended curtain with precipitation in the pit is the main trend of underground water control of foundation pit engineering.
Under the precipitation mode of the suspended curtain, aquifers are partially isolated and partially communicated, underground water flows around the curtain to form a three-dimensional flow state, and due to the complexity of the seepage mode, a unified analytical calculation method is not available at present, so that precipitation design is carried out by always referring to a numerical method calculation result, but the numerical method calculation process is complex and is not convenient for direct use by most engineering technicians. For this reason, many scholars have developed the study of the suspended curtain analytical calculation method. However, due to the scale effect of the suspended curtain precipitation, geometric parameters such as the depth of the curtain, the area of the foundation pit, the thickness of the water-containing layer, the depth of the foundation pit and the like have different degrees of influence on the precipitation effect. The introduction of these variables makes the mathematical model very complex and difficult to solve, so many studies often neglect the influence of some factors, and the applicable conditions are limited.
For the complex seepage problem of underground buildings, the resistance coefficient method is improved, the whole seepage section is divided into a plurality of simple basic sections, the head loss calculation of each section is completed, and then the head curve and the flow are obtained. The method has the characteristics of simple calculation and high precision, is popularized in gate dam seepage calculation, and still has less research in foundation pit seepage calculation. The reason is that the improved resistance coefficient method originally belongs to a section two-dimensional flow method, the formula of the improved resistance coefficient method is based on the condition that the width of the water passing section of the gate dam is not changed, the foundation pit dewatering process belongs to a more complex three-dimensional flow problem, underground water on a plane is collected towards the center, the closer to the center of the foundation pit, the smaller the width of the water passing section is, and the larger the hydraulic gradient is. For more complex anisotropic formations, the original method is more difficult to characterize the errors and effects brought by the method. Therefore, although the method of improving the coefficient of resistance has the advantages of simplicity and flexibility in the problem of seepage of gate dams, improvement and correction are needed when the problem of seepage of foundation pits under the action of curtains is solved.
Disclosure of Invention
The invention aims to provide a simple and practical method for calculating seepage of a deep foundation pit under the action of a suspended waterproof curtain, aiming at the defects of the prior art, so as to be applied to the calculation of water inflow and depth reduction of actual engineering.
The invention provides a suspended curtain foundation pit seepage calculation method based on an improved resistance coefficient method, which comprises the following concrete implementation steps of:
s1, determining the precipitation influence radius R and the equivalent circle radius R of the foundation pit according to the survey design data0Initial head of ground water H0Safe water level H of foundation pitDHorizontal permeability coefficient of aquifer KrVertical permeability coefficient of aquifer KzSubtracting the thickness M 'of the aquifer of the foundation pit part from the total thickness M of the aquifer, subtracting the depth d' of the curtain entering the aquifer from the depth d 'of the curtain of the foundation pit part, and subtracting the thickness w of the curtain from the depth d' of the curtain of the foundation pit part;
s2, dividing the water-bearing stratum of the foundation pit into four sections including a horizontal confluence section, a first internal vertical section, a horizontal section and a second internal vertical section through equal water head lines passing through corner points on two sides of the curtain on the vertical section;
s3, calculating the resistance coefficient xi of the horizontal confluence section in S2 according to the geometric parameters of each section of the foundation pit aquifer in S11Resistance coefficient xi of the first internal vertical section2Resistance coefficient xi of horizontal segment3And drag coefficient ξ of the second inner vertical segment4；
S4, sectional resistance coefficient and initial water head H of underground water according to S30Safe water level H of foundation pitDAnd calculating the water level H outside the curtain by the anisotropy correction coefficient alphaA；
S5, sectional resistance coefficient and initial water head H of underground water according to S30Safe water level H of foundation pitDEquivalent circle radius r of foundation pit0Horizontal permeability coefficient of aquifer KrAnd calculating the foundation pit water inflow Q by the anisotropy correction coefficient alpha.
Compared with the prior art, the invention has the following beneficial effects: according to the invention, after the safe water level of the foundation pit is determined at the known site water level, the calculation of the outer side water head and the water inflow amount of the foundation pit can be simultaneously realized, so that the variation trend of the outer water head and the water inflow amount of the foundation pit under different curtain depths is obtained, and a guidance basis is provided for the design of foundation pit dewatering. The method is simple and flexible, has high precision and has great application value.
Drawings
FIG. 1 is a flow chart of a suspended curtain foundation pit seepage calculation method based on an improved resistance coefficient method;
fig. 2 is a schematic view of a foundation pit section according to the related art of the invention;
fig. 3 is a schematic view of a horizontal bus bar and a horizontal bar of a flow network according to the related art of the invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. Referring to fig. 1, the invention provides a suspended curtain foundation pit seepage calculation method based on an improved resistance coefficient method, and based on the original improved resistance coefficient method, the influence of three-dimensional flow of underground water is considered, a new basic segment 'horizontal confluence segment' formula is provided, and anisotropy of the permeability coefficient of an aquifer is considered.
The foundation pit calculated by the method is located in Wuhan city, and the excavation area of the foundation pit is about 65000m2The perimeter of the foundation pit is 1005 m. The field region belongs to the stage I of the Yangtze river, and the Yangtze river scouring lamination layer is of a typical binary structure, namely the upper part is mainly made of cohesive soil, and soft soil and silt are arranged in the middle; the lower part is a layer of fine medium coarse sand and gravel. The excavation depth of the foundation pit is 14.4-15.8 m, and the relative water-resisting layer of the relative cohesive soil is dug through. If the initial water level of the field is 17.35m, the minimum water level depth in the foundation pit is required to be 9.88m, and the method comprises the following specific steps:
s1, determining the precipitation influence radius R and the equivalent circle radius R of the foundation pit according to the survey design data0Initial head of ground water H0Safe water level H of foundation pitDHorizontal permeability coefficient of aquifer KrVertical permeability coefficient of aquifer KzSubtracting the thickness M 'of the aquifer of the foundation pit part from the total thickness M of the aquifer, subtracting the depth d' of the curtain entering the aquifer from the depth d 'of the curtain of the foundation pit part, and subtracting the thickness w of the curtain from the depth d' of the curtain of the foundation pit part;
in this embodiment, precipitation influence radius R is 388.2m, and foundation ditch equivalent circle radius R0148.2 m; initial head of ground water is H017.35 m; the water level is controlled below the maximum excavation depth by 1m, and the safe water level H of the foundation pitD＝7.47m；
The multilayer aqueous layer is condensed into one layer, and the total thickness M of the multilayer aqueous layer is 52.8M; horizontal permeability coefficient of aquiferKr14.2 m/d; vertical permeability coefficient K of aquiferz9.5 m/d; the foundation pit enters the aquifer by 0.5M, and the thickness M' of the aquifer at the part of the foundation pit is subtracted by 52.3M;
the depth d of the curtain entering the aquifer is 31.7 m; the foundation pit enters the aquifer by 0.5m, and the depth d' of the curtain of the foundation pit part is subtracted to be 31.2 m; the thickness w of the curtain is 1 m;
s2, dividing a foundation pit aquifer into four sections including a horizontal confluence section I, a first internal vertical section II, a horizontal section III and a second internal vertical section IV through equal tap lines passing through corner points at two sides of the curtain on the vertical section, as shown in the figures 2 and 3;
s3, calculating a resistance coefficient xi of the horizontal confluence section r in S2 according to the geometric parameters of each section of the foundation pit aquifer in S11Resistance coefficient xi of the first internal vertical section-2Resistance coefficient xi of horizontal segment c3And resistance coefficient xi of the second internal vertical section4The formulas are respectively as follows:
s4, according to each sectional resistance coefficient and the initial water head H of the underground water of the step S30Safe water level H of foundation pitDAnd calculating the water level H outside the curtain by the anisotropy correction coefficient alphaA；
Horizontal permeability coefficient K of aquiferrVertical permeability coefficient of aquifer KzThe anisotropy is calculated asAnisotropy correction coefficient α:
the outer side water level H of the curtainACalculated as follows:
s5, according to each sectional resistance coefficient and the initial water head H of the underground water of the step S30Safe water level H of foundation pitDEquivalent circle radius r of foundation pit0Horizontal permeability coefficient of aquifer KrAnd calculating the foundation pit water inflow Q by the anisotropy correction coefficient alpha as follows:
while embodiments of the present invention have been described, the present invention is not limited to the above-described embodiments, which are intended to be illustrative rather than limiting, and many modifications may be made by those skilled in the art without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (5)
1. A suspended curtain foundation pit seepage calculation method based on an improved resistance coefficient method is characterized by comprising the following steps:
s1, determining the precipitation influence radius R and the equivalent circle radius R of the foundation pit according to the survey design data0Initial head of ground water H0Safe water level H of foundation pitDHorizontal permeability coefficient of aquifer KrVertical permeability coefficient of aquifer KzTotal thickness of aquifer M, minus aquifer thickness M 'of foundation pit portion, depth d of curtain into aquifer, minus curtain depth d' of foundation pit portion, thickness of curtainw；
S2, dividing the water-bearing stratum of the foundation pit into four sections including a horizontal confluence section, a first internal vertical section, a horizontal section and a second internal vertical section through equal water head lines passing through corner points on two sides of the curtain on the vertical section;
s3, calculating the resistance coefficient xi of the horizontal confluence section in S2 according to the geometric parameters of each section of the foundation pit aquifer in S11Resistance coefficient xi of the first internal vertical section2Resistance coefficient xi of horizontal segment3And drag coefficient ξ of the second inner vertical segment4；
S4, sectional resistance coefficient and initial water head H of underground water according to S30Safe water level H of foundation pitDAnd calculating the water level H outside the curtain by the anisotropy correction coefficient alphaA；
S5, sectional resistance coefficient and initial water head H of underground water according to S30Safe water level H of foundation pitDEquivalent circle radius r of foundation pit0Horizontal permeability coefficient of aquifer KrAnd calculating the foundation pit water inflow Q by the anisotropy correction coefficient alpha.
2. The suspended curtain foundation pit seepage calculation method based on the improved resistance coefficient method as claimed in claim 1, wherein in S3, the resistance coefficient ξ of the horizontal confluence segment1Resistance coefficient xi of the first internal vertical section2Resistance coefficient xi of horizontal segment3And drag coefficient ξ of the second inner vertical segment4The calculation formulas of (A) are respectively as follows:
wherein R is the radius of influence of precipitation, R0And d is the equivalent circle radius of the foundation pit, the depth of the curtain entering the aquifer, M is the total thickness of the aquifer, M 'is the thickness of the aquifer subtracted by the foundation pit part, d' is the depth of the curtain subtracted by the foundation pit part, and w is the thickness of the curtain.
3. The suspended curtain foundation pit seepage calculation method based on the improved resistance coefficient method as claimed in claim 1, wherein the anisotropy correction coefficient α is calculated as follows:
wherein: krIs the horizontal permeability coefficient of the aquifer, Kz isVertical permeability coefficient of the aquifer.
4. The method for calculating seepage of foundation pit with suspended curtain based on improved resistance coefficient method as claimed in claim 1, wherein in step S4, water level H outside curtain isAThe calculation formula of (a) is as follows:
wherein: xi1Is the resistance coefficient, xi, of the horizontal converging section2Is the drag coefficient, ξ, of the first internal vertical segment3Is the resistance coefficient, xi, of the horizontal segment4Is the drag coefficient of the second inner vertical section, H0Initial head of groundwater, HDAlpha is an anisotropy correction coefficient for the safe water level of the foundation pit.
5. The suspended curtain foundation pit seepage calculation method based on the improved resistance coefficient method as claimed in claim 1, wherein in S5, the foundation pit water inflow Q is calculated by the following formula:
wherein ξ1Is the resistance coefficient, xi, of the horizontal converging section2Is the drag coefficient, ξ, of the first internal vertical segment3Is the resistance coefficient, xi, of the horizontal segment4Is the drag coefficient of the second inner vertical section, H0Initial head of groundwater, HDAlpha is an anisotropy correction coefficient and K is a safe water level of a foundation pitrIs the horizontal permeability coefficient of the aquifer, r0Is the equivalent circle radius of the foundation pit.
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