Method for determining ultra-deep foundation work amount of immigrant settlement point of pumped storage power station

Abstract

The invention relates to the technical field of immigrant settlement, in particular to a method for determining the ultra-deep foundation engineering quantity of immigrant settlement points of a pumped storage power station, which comprises the following steps of: determining the number of house types according to a general plan and single settlement point house type schematic, analyzing single house types of a plurality of immigrant settlement points, and pre-estimating pile spacing; calculating the number of single pile foundations according to the pile spacing; calculating the pile length; and based on the determined house type number, the pile foundation number and the pile length, the total pile foundation concrete engineering amount and the pile foundation steel bar engineering amount of the installation point are calculated. According to the method, factors such as the number of different house types, the structural form and the depth of the covering layer in the site of the immigrant settlement point are considered, the total project amount of the ultra-deep foundation can be accurately estimated, data basis and reference are provided for subsequent design, and the problem that the cost is seriously over-budgeted due to the fact that the project amount is seriously over-budgeted in the actual implementation process can be avoided as much as possible.

Description

Technical Field

[0001] The present invention relates to the technical field of resettlement, and particularly relates to a method for determining the amount of ultra-deep foundation engineering for resettlement sites of pumped-storage power stations. Background Art

[0002] During the construction of pumped-storage power stations, it is necessary to prepare resettlement plans and programs in the early stage. At the same time, since the elevation of the resettlement area needs to be higher than the flood control level of the reservoir area, and considering site drainage, many resettlement sites are located in high-fill areas. The site faces risks such as a relatively thick surface soil layer, insufficient bearing capacity, and uneven settlement in the later stage. Therefore, it is necessary to consider the situation of using ultra-deep foundations in the later project during the resettlement planning process.

[0003] However, since the resettlement planning stage is in the early stage of the project, the resettlement plan only has a general layout plan, without specific design drawings and lacks further design deepening conditions. Therefore, when considering ultra-deep foundations, it is generally estimated based on the building area or projected floor area, combined with engineering experience, resulting in a huge difference between the estimated results and the project implementation stage, and the engineering quantity and total cost seriously exceeding the budget. Summary of the Invention

[0004] The present invention provides a method for determining the amount of ultra-deep foundation engineering for resettlement sites of pumped-storage power stations in view of the problems existing in the prior art.

[0005] To achieve the above object, the technical solution adopted by the present invention is as follows: A method for determining the amount of ultra-deep foundation engineering for resettlement sites of pumped-storage power stations includes the following steps: Determine the number of house types according to the general layout plan and the schematic diagram of the house types of individual resettlement sites, and analyze the individual house types of multiple resettlement sites to estimate the pile spacing; Calculate the number of single-pile foundations according to the pile spacing; Calculate the pile length; Based on the determined number of house types, the number of pile foundations, and the pile length, calculate the total amount of pile foundation concrete engineering and pile foundation steel engineering for the resettlement site.

[0006] In a specific feasible implementation, analyzing the individual house types of multiple resettlement sites includes the following steps: From the perspective of the bay scale, set the length direction of the individual as the X direction. On the length direction of the individual, set the bay size of the virtual transverse wall in the planning stage to be 2.5 m - 4.0 m, and ensure that the number of piles of the virtual transverse wall is the same as that of the actual transverse wall in the X direction.

[0007] In a specific feasible implementation, analyzing the individual house types of multiple resettlement sites includes the following steps: From the perspective of the depth scale, set the width direction of the single unit as the Y direction. In the width direction of the single unit, set the depth dimension of the virtual longitudinal wall in the planning stage to be 1.5m - 4.5m, so as to ensure that the number of piles of the virtual longitudinal wall is the same as that of the actual longitudinal wall in the Y direction.

[0008] In a specific implementable solution, calculating the number of single - unit pile foundations according to the pile spacing includes the following steps: Estimate the standard value of the vertical force of a single pile and the characteristic value of the bearing capacity of a single pile , and ensure that . Calculate the number of single - unit pile foundations m by dividing the area of the auxiliary contour line by the influence area of a single pile. The calculation formula is:

[0009]

[0010] In the formula, is the depth dimension of the virtual longitudinal wall in the X direction, is the depth dimension of the virtual longitudinal wall in the Y direction, is the ratio of the area of the auxiliary contour line to the area of the single - unit contour line, is the area of the single - unit contour line, is the area of the auxiliary contour line obtained by expanding the single - unit contour line outward by in the X direction and in the Y direction.

[0011] In a specific implementable solution, estimating the standard value of the vertical force of a single pile and the characteristic value of the bearing capacity of a single pile includes the following steps: Calculate the standard value of the vertical force of a single pile under the standard combination of load effects :

[0012] In the formula, represents the load - bearing area of the pile foundation, is the number of building floors, , is the empirical value of the vertical force per unit area of each floor of the brick - concrete structure, taking 16 - 18 KN / m 2 ; Calculate the characteristic value of the bearing capacity of a single pile :

[0013] In the above formula, is the perimeter of the pile shaft, is the characteristic value of the ultimate lateral resistance of the th layer of soil on the pile side, is the thickness of the th layer of soil around the pile, is the characteristic value of the ultimate tip resistance, is the pile tip area; Estimate the lower limit value: , In the above formula, is the pile diameter, m, with the rock foundation as the bearing stratum, kpa.

[0014] In a specific feasible implementation scheme, calculating the pile length includes the following steps: Determine the depth of the typical overburden layer of the site according to the typical topographic profile of the site in the geological exploration report; Determine the pile diameter of the single-family housing type based on the empirical formula according to the number of floors of different single-family housing types; Determine the designed elevation of the resettlement site and the original terrain elevation, and calculate the elevation difference by subtracting the two elevations; Determine the designed pile lengths of different single-family housing types.

[0015] In a specific feasible implementation scheme, when determining the designed pile lengths of different single-family housing types, the house ground ring beam selects a C30 concrete ring beam, and the width of the ring beam meets , the height of the ring beam meets , the depth of the pile foundation end entering the bearing stratum is 1.5m - 2.0m, the designed pile length , is the elevation difference between the designed elevation of the resettlement site and the original terrain elevation, is the depth of the typical overburden layer of the site.

[0016] In a specific feasible implementation scheme, the original terrain elevation is determined through geological exploration; The designed elevation of the resettlement site is comprehensively determined according to the flood control standard and the flood control water level, and the designed elevation of the resettlement site is higher than the flood control water level.

[0017] In a specific implementable embodiment, the total pile foundation concrete engineering quantity The calculation formula is:

[0018] The pile foundation steel bar engineering quantity The calculation formula is:

[0019] In the above formula, is the pile diameter of the single-family housing type; is the number of single-pile foundations; is the pile length; is the elevation difference between the designed elevation of the resettlement site and the original terrain elevation, is the depth of the typical overburden layer of the site, is the number of housing types; is the proportionality coefficient between the pile foundation concrete engineering quantity and the pile foundation steel bar engineering quantity.

[0020] In a specific implementable embodiment, Calculate the total cost based on the concrete engineering quantity and the pile foundation steel bar engineering quantity. The calculation formula for the total cost is:

[0021] Among them, is the comprehensive unit price of the current pile foundation poured concrete, is the current comprehensive unit price of steel bars, is the elevation difference between the designed elevation of the resettlement site and the original terrain elevation, is the depth of the typical overburden layer of the site; is the depth of the pile foundation end entering the bearing stratum, is the pile diameter, is the proportionality coefficient between the pile foundation concrete engineering quantity and the pile foundation steel bar engineering quantity; Based on the total cost Derive the ultra-deep compensation standard , the ultra-deep compensation standard The calculation formula is:

[0022] Among them, , , therefore:

[0023] In the above formula, is the single building area, is the number of building floors, is the ratio of the auxiliary contour area to the single contour area, is the depth dimension of the virtual longitudinal wall in the X direction, It is the depth dimension of the virtual longitudinal wall in the Y direction.

[0024] Compared with the prior art, the present invention has the following beneficial effects: 1. The method for determining the engineering quantity of the ultra-deep foundation of the resettlement site of the pumped-storage power station provided by the present invention can quickly estimate the engineering quantity that is more in line with the actual situation of the project based on the general plan through a simple calculation method by considering factors such as the number of different types of households in the resettlement site, the structural form, the depth of the covering layer in the site, etc., and provide data basis and reference for subsequent design.

[0025] 2. Through accurate estimation of the engineering quantity, we can avoid the situation where the engineering quantity seriously exceeds the budget during the actual project implementation, thereby avoiding the problem of serious over-budget of ultra-deep foundation costs. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 It is a flow chart of the present invention.

[0027] Figure 2 Schematic diagram for determining the number k of housing types in the resettlement site.

[0028] Figure 3 This is a schematic diagram of the actual wall layout.

[0029] Figure 4 Schematic diagram of virtual wall layout after size standardization.

[0030] Figure 5 This is a schematic diagram for calculating the number of single pile foundations using auxiliary contour lines.

[0031] Figure 6 Schematic diagram for determining the design pile length for a single-family house.

[0032] Figure 7 This is a schematic diagram of single pile reinforcement. DETAILED DESCRIPTION

[0033] The present invention is further described and illustrated below in conjunction with the accompanying drawings and specific embodiments. The technical features of each embodiment of the present invention can be combined accordingly without conflicting with each other.

[0034] To make the above objects, features, and advantages of the present invention more apparent and understandable, the following will describe in detail the specific embodiments of the present invention with reference to the accompanying drawings. Many specific details are set forth in the following description to facilitate a full understanding of the present invention. However, the present invention can be implemented in many other ways different from those described herein, and those skilled in the art can make similar improvements without departing from the connotation of the present invention. Therefore, the present invention is not limited by the specific embodiments disclosed below. The technical features in each embodiment of the present invention can be combined correspondingly without conflict.

[0035] The elevation of the resettlement area needs to be higher than the flood control water level of the reservoir area. Considering the site drainage, many resettlement sites are located in high fill areas. The site faces the risks of thick surface covering soil layer, insufficient bearing capacity, and uneven settlement in the later stage. It is necessary to consider the engineering quantity and related costs generated by the ultra-deep foundation in the later project in the resettlement plan. Since this stage is still in the early stage of the project, the resettlement plan only has a general layout plan, lacking other design deepening conditions. The traditional idea of determining the engineering quantity is to first have design drawings and then calculate the engineering quantity according to the drawings. Therefore, when it is necessary to determine the engineering quantity in the planning stage, there are no drawings, so the number of pile foundations cannot be determined, and the engineering quantity cannot be determined either. Therefore, the problem becomes a dead loop and cannot be solved.

[0036] Combined with Figure 1 As shown, this embodiment provides a method for determining the engineering quantity of the ultra-deep foundation of the resettlement site of a pumped storage power station, accurately estimating the engineering quantity in the planning stage, and providing a parameter basis for the subsequent drawing design, including the following steps: Step S1: Determine the number of house types according to the general layout plan and the house type schematic diagram of the single resettlement point, and analyze the single house types of multiple resettlement points.

[0037] As Figure 2 shown, according to the general layout plan and the house type schematic diagram of the single resettlement point, arrange the single units within the boundary of the resettlement point to obtain the number of house types k.

[0038] Combined with Figure 3 and Figure 4 shown, the plane space is mainly divided into a lobby space, a functional space, a corridor space, and a staircase space, and analyze from the perspectives of the bay scale and the depth scale respectively.

[0039] From the perspective of the bay scale, the bay sizes of the functional space and the lobby space are mostly 2.5 - 4.0 m, and the bay size of the staircase space is mostly 2.2 - 2.8 m; therefore, set the length direction of the single unit as the X direction. In the length direction of the single unit, from the perspective of standardizing the bay scale, the bay size of the virtual transverse wall in the planning stage Both are set to 2.5m - 4.0m. It should be noted that the dimensions within 2.5m - 4.0m and meeting the module are preferably 3m. In this way, even if the bay dimensions of individual lobby spaces, functional spaces, and staircase spaces change due to specific requirements during the later construction drawing stage, the number of piles of the virtual transverse wall can be adjusted by the dimensions of other adjacent bays to ensure that the number of piles of the virtual transverse wall and the actual transverse wall is the same in the X direction.

[0040] From the perspective of the depth scale, the depth dimension of this functional space is approximately 3.5 - 4.5m, and the depth dimension of the aisle space is approximately 1.5 - 2.0m. Therefore, the width direction of the single unit is set as the Y direction. In the width direction of the single unit, considering the standardization of the depth scale, the depth dimension of the virtual longitudinal wall in the planning stage Both are set to 1.5m - 4.5m. It should be noted that the dimensions within 1.5m - 4.5m and meeting the module are preferably 3m. In this way, even if the depth dimensions of individual functional spaces and staircase spaces change due to specific requirements during the later construction drawing stage, it can ensure that the number of piles of the virtual longitudinal wall and the actual longitudinal wall is the same in the Y direction. For the convenience of explanation, and since the pile spacing affects the determination of the subsequent number of piles, therefore, the spacing of the virtual wall in the transverse and longitudinal directions in the planning stage is unified as 3m, which is convenient for determining the number of piles through the single-unit area later, and at the same time ensures that the determined number of piles is the same as the number of piles in the actual construction drawing.

[0041] Step S2: Determine the number of single-unit pile foundations m.

[0042] First, estimate the standard value of the vertical force of a single pile and the characteristic value of the bearing capacity of a single pile , and ensure that . The specific steps are as follows: Calculate the standard value of the vertical force of a single pile under the standard combination of load effects :

[0043] In the formula, represents the loaded area of the pile foundation, is the number of building floors, , is the empirical value of the vertical force per unit area of each floor of the brick-concrete structure, taking 16 - 18 KN / m 2 .

[0044] Calculate the characteristic value of the bearing capacity of a single pile :

[0045] In the above formula, is the perimeter of the pile shaft, is the characteristic value of the ultimate lateral resistance of the th layer of soil on the pile side, is the thickness of the th layer of soil around the pile, is the characteristic value of the ultimate tip resistance, is the pile tip area.

[0046] Since at this stage, the geotechnical investigation report often does not have the accurate characteristic values of the ultimate lateral resistance of each soil layer, the pile side resistance can be safely ignored, and the characteristic value of the single-pile bearing capacity can be preliminarily estimated by considering the pile as an end-bearing pile according to the empirical value of the characteristic value of the ultimate tip resistance and the pile diameter. The lower limit value of is

[0047] Among them, is the pile diameter, generally m; when the general rock foundation is used as the bearing stratum, kpa.

[0048] When , , KN / m 2 , at this time, KN; When the pile diameter m, taking the empirical value of the characteristic value of the ultimate tip resistance of the rock bearing stratum as 2500 kpa, KN.

[0049] Therefore, when , , m, it can always ensure that the standard value of the single-pile vertical force is not greater than the characteristic value of the single-pile bearing capacity.

[0050] Compare the estimated standard value of the single-pile vertical force with the characteristic value of the single-pile bearing capacity . When the standard value of the single-pile vertical force is not greater than the characteristic value of the single-pile bearing capacity , it proves that the selection of the pile diameter, pile length and pile spacing of the pile foundation is appropriate, and there will be no situation of insufficient pile foundation bearing capacity in the subsequent construction drawing process, and there will be no inaccuracy in the super-depth foundation engineering quantity due to the need to increase the pile diameter.

[0051] Combined with Figure 5 shown, according to engineering experience, the load of each floor of the current brick-concrete structure is about 17 KN / m2 , taking a three-story brick-concrete residence as an example, the load of the traditional foundation is approximately 17×3 = 51 KN / m 2 , to avoid the situation where the pile side friction resistance given in the subsequent detailed exploration is insufficient, resulting in a large calculation error in the pile foundation bearing capacity. When calculating the pile bearing capacity, it is mainly considered as an end-bearing pile. The minimum pile tip resistance of the rock foundation is approximately 2500 kpa. According to the load estimation within the range of 9m 2 (3m×3m), the single-pile bearing capacity required by the pile foundation is approximately 51×9 = 459 KN. When the pile diameter is 0.6m and the side friction resistance is not considered, the single-pile bearing capacity = 3.14×0.6×0.6×0.25×2500 = 707 KN, which fully meets the requirements. Therefore, the uniform spacing of the virtual walls in the horizontal and vertical directions at 3m in the planning stage can meet the bearing capacity requirements under the composite scenario and can effectively avoid the huge difference in the engineering quantity calculation caused by modifying the pile spacing due to insufficient pile foundation bearing capacity during the subsequent design process.

[0052] Since the pile foundation needs to be arranged around the outer wall, in order to geometrically ensure that each pile is located at the center of a square with a side length of 3m, it is necessary to expand each side of the single-body contour line by 1.5m to obtain the auxiliary contour line. In this way, by dividing the area of the auxiliary contour line by the single-pile influence area (3m×3m = 9m 2 ), the relatively accurate number of single-body pile foundations can be obtained .

[0053] The calculation process is as follows:

[0054]

[0055] Among them, is the area of the single-body contour line, is the area of the auxiliary contour line obtained by expanding the single-body contour line by in the X direction and in the Y direction; is the ratio of the area of the auxiliary contour line to the area of the single-body contour line.

[0056] Step S3, calculate the pile length, which specifically includes the following steps: Step A1, determine the typical overburden depth of the site according to the typical topographic profile of the site in the geological exploration report . The typical overburden depth of the site refers to the depth of the soil layer with poor bearing capacity in the surface layer of the site itself, which cannot be used as the bearing stratum of the foundation.

[0057] Step A2, determine the pile diameter of the single-body house type based on the empirical formula according to the number of floors of different single-body house types . Since the number of floors of the resettlement point single body is not more than 3 floors, for the convenience of subsequent description, A unified value of 0.6 m is taken. According to the calculation results in step S2, m fully meets the pile foundation bearing capacity requirements with a unified horizontal and vertical spacing of 3 m.

[0058] Step A3: Determine the designed elevation of the resettlement site and the original terrain elevation, and calculate the elevation difference by subtracting the two elevations. . The original terrain elevation can be determined through geological exploration. The designed elevation of the resettlement site is determined comprehensively based on the flood control standard and the flood control water level, and the designed elevation of the resettlement site is higher than the flood control water level.

[0059] Step A4: Determine the designed pile length L of different single-family house types.

[0060] Combined with Figure 6 As shown, to prevent damage to the upper masonry structure caused by the pile foundation reaction, a C30 concrete ring beam is selected for the house ground ring beam, and the width of the ring beam satisfies , the height of the ring beam satisfies , the depth of the pile foundation end entering the bearing stratum is 1.5 m - 2.0 m, and the designed pile length , where is the elevation difference between the designed elevation of the resettlement site and the original terrain elevation, is the depth of the typical overburden layer of the site.

[0061] For the sake of convenience of explanation, the width is preferably 0.5 m, the height is preferably 0.7 m, and the depth is preferably 2.0 m. At this time, the designed pile length .

[0062] Step S4: Based on the determined number of house types , the number of pile foundations and the pile length , calculate the total pile foundation concrete engineering quantity and the pile foundation steel bar engineering quantity of the resettlement site.

[0063] The calculation formula for the total pile foundation concrete engineering quantity of the resettlement site is:

[0064] When using the data in steps S1 - S3, .

[0065] Furthermore, the simplified calculation method for calculating the pile foundation steel bar engineering quantity based on the pile foundation concrete engineering quantity is as follows: Take a single pile with a pile length of , and the concrete quantity of the pile body (m 3 ).

[0066] Combined with Figure 7 , the longitudinal bars of the pile foundation are considered according to the minimum reinforcement ratio of 0.65%, and the weight of the longitudinal bars of the pile foundation

[0067] Among them, 1.25 is the over-reinforcement coefficient of the actual cross-sectional area and the calculated cross-sectional area of the steel bar.

[0068] The weight of the stirrups of the pile foundation (kg); among them, 3.95 is the weight per meter of the stirrup with a diameter of 8 (kg), 1.33 is the increase coefficient considering the stirrup densifier of the pile body, and 0.2 is the stirrup spacing.

[0069] Therefore, the total amount of steel bars for a single pile with a length of (t); therefore, the proportional coefficient between the pile foundation concrete engineering quantity C and the pile foundation steel bar engineering quantity S. .

[0070] The calculation formula for the pile foundation steel bar engineering quantity is:[[]] .

[0071] Since it is difficult to accurately estimate the workload in the planning stage by the traditional method, there is also a large deviation in the cost obtained from the wrong workload estimate. In the planning stage, it is generally estimated at 150 - 600 yuan / m 2 . And due to the huge deviation between the actual construction engineering quantity and the estimated workload, it is easy to cause a serious over-budget situation in the project implementation stage.

[0072] Through the above method for determining the engineering quantity of the ultra-deep foundation of the pumped storage power station resettlement site, the engineering quantity can be accurately calculated in the planning stage, and the total cost can be further calculated:[[]]

[0073] Among them is the current comprehensive unit price of the pile foundation cast-in-place concrete (yuan / m3), is the current comprehensive unit price of the steel bar (yuan / t). When using the data from the previous text, .

[0074] According to the total cost the ultra-deep compensation standard can be further deduced:[[]]

[0075] Since,[[]] , , Therefore It can be further expressed as:

[0076] Wherein, is the single - building floor area. When using the data above, .

[0077] Exemplarily, after determining the red - line range and the site design elevation of a resettlement site, according to the general layout. It is determined that a total of 120 single - household resettlement points are arranged, with 3 floors for each household. The single - building plane is 12m×10m. Through the typical section in the geological exploration report, it is determined that the thickness of the original terrain overburden layer is about 7m, and the difference between the design elevation and the original terrain elevation is about 3m. Therefore, the typical pile length is about 12m.

[0078] Auxiliary contour line area and the single - building contour line area The ratio is about .

[0079] The compensation standard for ultra - deep foundation determined according to the simple calculation formula:

[0080] Calculated according to the comprehensive unit price of pile - foundation concrete of 1200 yuan / m 3 , and the steel bar unit price of 5000 yuan / t, yuan / m 2 . It differs from the finally determined compensation standard for ultra - deep foundation of 380 yuan / m 2 by about 2%.

[0081] That is to say, through the method for determining the ultra - deep foundation engineering quantity of the resettlement site of the pumped - storage power station of the present invention, according to the typical section diagram of the site borehole, the pile length can be initially estimated through the difference between the design elevation and the original elevation and the thickness of the overlying soil layer. After determining the number of single - buildings in the resettlement site, combined with the real - time comprehensive unit price of pile - foundation pouring concrete and the steel bar unit price, the total cost of the ultra - deep foundation and the compensation cost per square - meter building area can be quickly calculated. It solves the problem of rough estimation of the ultra - deep foundation cost in the existing resettlement planning of pumped - storage power stations, and can more accurately evaluate the proportion of the ultra - deep foundation cost in the planning stage, avoiding the problem of serious over - budget caused by incorrect estimation of the engineering quantity during the later resettlement process.

[0082] Finally, it should be noted that the above content is only used to illustrate the technical solution of the present invention, rather than to limit the protection scope of the present invention. Any simple modification or equivalent replacement made by those of ordinary skill in the art to the technical solution of the present invention shall not depart from the essence and scope of the technical solution of the present invention.

Claims

1. A method for determining the amount of ultra-deep foundation engineering for a resettlement site of a pumped-storage power station, characterized in that: The steps include: Determine the number of units based on the master plan and the unit type diagram of the individual resettlement sites, analyze the unit types of multiple resettlement sites, and estimate the distance between piles; Calculate the number of single pile foundations based on the pile spacing; Calculate pile length; Based on the determined number of housing types, number of pile foundations and pile lengths, calculate the total pile foundation concrete volume and pile foundation steel bar volume at the resettlement site.

2. The method for determining the amount of ultra-deep foundation engineering for a resettlement site of a pumped-storage power station according to claim 1, characterized in that: The analysis of single-unit housing types in multiple resettlement sites includes the following steps: From the perspective of bay size, the length direction of the single unit is set as the X direction. In the length direction of the single unit, the bay size of the virtual transverse wall in the planning stage is set to 2.5m-4.0m to ensure that the number of piles of the virtual transverse wall is consistent with the number of piles of the actual transverse wall in the X direction.

3. The method for determining the amount of ultra-deep foundation engineering for a resettlement site of a pumped-storage power station according to claim 1, characterized in that: The analysis of single-unit housing types in multiple resettlement sites includes the following steps: From the perspective of depth scale, the width direction of the single body is set as the Y direction. In the width direction of the single body, the depth dimension of the virtual longitudinal wall in the planning stage is set to 1.5m-4.5m to ensure that the number of piles of the virtual longitudinal wall and the number of piles of the actual longitudinal wall are consistent in the Y direction.

4. The method for determining the amount of ultra-deep foundation engineering for a resettlement site of a pumped-storage power station according to claim 1, characterized in that: Calculating the number of single pile foundations based on the pile spacing includes the following steps: Estimation of standard value of vertical force of single pile and the characteristic value of single pile bearing capacity and ensure , The number of single pile foundations m is calculated by dividing the area of ​​the auxiliary contour line by the area affected by the single pile. The calculation formula is: In the formula, is the depth dimension of the virtual longitudinal wall in the X direction, is the depth dimension of the virtual longitudinal wall in the Y direction, is the ratio of the auxiliary contour area to the single contour area, is the area of ​​the monomer contour line, Expand the single body contour in the X direction , expanding in the Y direction The area of ​​the auxiliary contour line is obtained.

5. The method for determining the amount of ultra-deep foundation engineering for a resettlement site of a pumped-storage power station according to claim 4, characterized in that: Estimation of standard value of vertical force of single pile and the characteristic value of single pile bearing capacity The steps include: Calculate the standard value of the vertical force of a single pile under the standard combination of load effects : In the formula, It represents the load-bearing area of ​​the pile foundation. is the number of building floors, , It is the empirical value of vertical force per unit area of ​​each floor of brick-concrete structure, which is 16-18KN / m 2 ; Calculate the characteristic value of the bearing capacity of a single pile : In the above formula, is the circumference of the pile, For pile side The characteristic value of the ultimate lateral resistance of the layer of soil, For the week The thickness of the soil layer, is the characteristic value of the ultimate end resistance, is the pile tip area; Estimate The lower limit of: , In the above formula, is the pile diameter, m, with rock foundation as the bearing layer, kpa.

6. The method for determining the amount of ultra-deep foundation engineering for a resettlement site of a pumped-storage power station according to claim 1, characterized in that: Calculating pile length includes the following steps: Determine the typical depth of the site's cover layer based on the site's typical topographic profile in the geological survey report; According to the number of floors of different single-unit housing types, the pile diameter of the single-unit housing type is determined based on the empirical formula; Determine the design elevation of the resettlement site and the original terrain elevation, and calculate the difference between the two elevations to obtain the elevation difference; Determine the design pile length for different single-unit housing types.

7. The method for determining the amount of ultra-deep foundation engineering for a resettlement site of a pumped-storage power station according to claim 6, characterized in that: When determining the design pile length for different single-unit housing types, the house ground ring beam should be C30 concrete ring beam, and the width of the ring beam should be satisfy , the height of the ring beam satisfy , the depth of the pile end entering the bearing layer Design pile length is 1.5m-2.0m , In the formula, The elevation difference between the designed elevation of the resettlement site and the original terrain elevation. is the typical cover depth for the site.

8. The method for determining the amount of ultra-deep foundation engineering for a resettlement site of a pumped-storage power station according to claim 6, characterized in that: The original terrain elevation was determined through geological survey; The design elevation of the resettlement site is determined comprehensively based on the flood control standards and the flood control level. The design elevation of the resettlement site is higher than the flood control level.

9. The method for determining the amount of ultra-deep foundation engineering for a resettlement site of a pumped-storage power station according to claim 1, characterized in that: Total pile foundation concrete work The calculation formula is: Pile foundation reinforcement quantity The calculation formula is: In the above formula, The pile diameter for a single-family house; is the number of single pile foundations; is the pile length; The elevation difference between the designed elevation of the resettlement site and the original terrain elevation. is the typical cover depth of the site, is the number of units; It is the proportional coefficient of the pile foundation concrete engineering quantity and the pile foundation steel engineering quantity.

10. The method for determining the amount of ultra-deep foundation engineering for resettlement sites of pumped-storage power stations according to claim 1, characterized in that: The total cost is calculated based on the concrete engineering quantity and pile foundation reinforcement engineering quantity. The total cost calculation formula is: in, is the current comprehensive unit price of pile foundation pouring concrete, is the current comprehensive unit price of steel bars, The elevation difference between the designed elevation of the resettlement site and the original terrain elevation. is the typical cover depth of the site; The depth of the pile end entering the bearing layer. is the pile diameter, is the ratio coefficient between the pile foundation concrete engineering quantity and the pile foundation steel engineering quantity; According to the total cost Derivation of ultra-deep compensation standards , ultra-deep compensation standard The calculation formula is: in, , ,therefore: In the above formula, For the single building area, is the number of building floors, is the ratio of the auxiliary contour area to the single contour area, is the depth dimension of the virtual longitudinal wall in the X direction, It is the depth dimension of the virtual longitudinal wall in the Y direction.

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