CN111428309B - Pile foundation pulling-resistant high-rise structure anti-overturning performance design method - Google Patents
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Abstract
A pile foundation pulling-resistant design method for anti-overturning performance of a high-rise structure with a high height-width ratio. The method comprises the steps of checking and accepting the small-structure vibration rigidity-weight ratio; analyzing the equivalent elasticity of the earthquake in the structure and calculating the pile foundation pulling resistance; calculating pile foundation pulling resistance reinforcing bars according to pile foundation pulling resistance; and when the pulling resistance of the pile foundation is large, adding technical measures of the shear wall and the pile foundation, and recalculating the pulling resistance reinforcement of the pile foundation. The design method of the anti-overturning performance of the high-rise structure based on the pile foundation anti-pulling high-rise structure can consider the middle earthquake effect, consider the contribution of the pile foundation to the anti-overturning capacity of the high-rise structure, and simultaneously improve the anti-overturning capacity of the high-rise structure under the strong earthquake effect by additionally arranging the underground anti-overturning wall body and the pile foundation.
Description
Technical Field
The invention relates to a pile foundation pulling-resistant high-rise structure anti-overturning performance design method, and belongs to the technical field of constructional engineering.
Background
For high-rise or towering structures, the high-rise or towering structures have larger height-to-width ratio due to the large height and relatively smaller plane size, and the anti-overturning of the high-rise structures under the action of earthquake is the safety guarantee of the structure for earthquake resistance. At present, the anti-overturning performance of the high-rise structure under the action of medium and large earthquake cannot be ensured by mainly considering the rigid-weight ratio limit value of the upper part of the structure under the action of small earthquake; meanwhile, the current calculation method does not consider the influence of the bearing capacity of the foundation of the structural pile, and no structural foundation technical measure for improving the anti-overturning performance of the high-rise structure exists.
Disclosure of Invention
In order to solve the problems, the invention aims to provide a method for designing the anti-overturning performance of a high-rise structure with high height and width based on pile foundation pulling resistance, so as to provide a method and measures for the anti-overturning design of the high-rise structure with high height and width.
In order to achieve the above purpose, the design method for the anti-capsizing performance of the high-rise structure based on pile foundation anti-pulling high-rise structure provided by the invention comprises the following steps in sequence:
1) Establishing a three-dimensional analysis model of a high-rise structure formed by an upper structure, a basement and pile foundations, then carrying out small-earthquake action analysis on the high-rise structure to ensure that the rigidity-weight ratio of the structure meets the limit value requirement, and preliminarily determining the diameter, pile length and number of the pile foundations on the high-rise structure according to the structure constant load action, thereby determining the concrete arrangement form of the pile foundations;
2) Building a three-dimensional model of a high-rise structure taking the action of the pile foundation into consideration by utilizing the specific arrangement form of the pile foundation determined in the step 1), then carrying out medium-vibration equivalent elasticity analysis on the high-rise structure by utilizing the model to obtain three internal forces, namely constant load axial force N G of the pile foundation, pulling-out resistance N E of the pile foundation under the action of earthquake and pulling-out resistance N F of the pile foundation under the action of water buoyancy, and then calculating to obtain total pulling-out resistance N total of the pile foundation according to the three internal forces;
3) Determining a pile foundation anti-pulling reinforcement area A s of the anti-overturning design of the high-rise structure under the consideration of the earthquake action by utilizing the total pile foundation anti-pulling force N total obtained by the calculation in the step 2) and the tensile strength f y of the steel bars, and taking the pile foundation anti-pulling reinforcement area A s as the pile foundation reinforcement area, wherein the steel bars are arranged along the pile length;
4) When the total pulling resistance N total of the pile foundation determined in the step 2) is larger and the pile foundation reinforcement area A s determined in the step 3) is 2 to 4 times of the pile foundation compression reinforcement area A sc, adding a shear wall on the outer side surface of the basement along the direction of larger structure overturning force, and adding a shear wall pile foundation under the shear wall as a technical measure;
5) And performing medium-vibration equivalent elasticity analysis on the high-rise structure with the shear wall and the shear wall pile foundation added in the basement to obtain three internal forces, namely constant load axial force N G' of the pile foundation and the shear wall pile foundation on the high-rise structure under the structure, pulling resistance N E' under the earthquake action and pulling resistance N F' generated by water buoyancy on the pile foundation, respectively calculating the three internal forces of the pile foundation and the shear wall pile foundation to obtain total pulling resistance N total' of the pile foundation and the shear wall pile foundation, and calculating pulling resistance reinforcement area A s' of the pile foundation and the shear wall pile foundation according to the total pulling resistance N total' and tensile strength f y of the reinforcing steel bars.
In step 1), the three-dimensional analysis model of the high-rise structure formed by the upper structure, the basement and the pile foundation is built, then the high-rise structure is subjected to small-vibration action analysis, so that the rigidity-weight ratio of the structure meets the limit value requirement, the diameter, the pile length and the number of the pile foundation on the high-rise structure are preliminarily determined according to the structure constant load action, and the concrete arrangement form of the pile foundation is determined by the following steps: according to the building functional layout and structural arrangement requirements, the arrangement of an upper structure, a basement and a pile foundation of a high-rise structure is determined, a three-dimensional analysis model of the high-rise structure is built, then the model is used for carrying out small earthquake analysis on the high-rise structure, the rigid-gravity ratio of the high-rise structure is ensured to meet the standard limit value requirements, and the high-rise structure is enabled to meet the small earthquake anti-overturning requirements; and then determining the diameter and the pile length of the pile foundations so as to determine the bearing capacity of the single pile, and primarily determining the number of the pile foundations according to the structure constant load effect.
In step 2), the specific arrangement form of the pile foundation determined in step 1) is utilized to build a three-dimensional model of a high-rise structure taking the action of the pile foundation into consideration, then the model is utilized to perform medium-vibration equivalent elastic analysis on the high-rise structure, three internal forces of a pile foundation constant load axial force N G, a pile foundation pulling-out resistance N E under the action of earthquake and a pile foundation pulling-out resistance N F under the action of water buoyancy are obtained, and then the method for obtaining a pile foundation total pulling-out resistance N total by calculation according to the three internal forces is as follows: according to the specific arrangement form of the pile foundation determined in the step 1), the underground water buoyancy effect is considered, the middle-shock equivalent elasticity analysis is carried out on the high-rise structure, so that three internal forces, namely pile foundation constant load axial force N G, pile foundation pulling-out force N E under the earthquake effect and pile foundation pulling-out force N F under the water buoyancy effect, are obtained through calculation, and finally, the total pile foundation pulling-out force N tota l is obtained through calculation according to the three internal forces by using the following formula:
Ntotal＝NG-NE-NF。
In step 3), the method for determining the pile foundation anti-pulling reinforcement area A s of the high-rise structure anti-overturning design under the consideration of the earthquake by using the total pile foundation anti-pulling force N total calculated in step 2) and the tensile strength f y of the reinforcement is as follows: and (2) calculating the pile foundation anti-pulling reinforcement area A s of the high-rise structure anti-overturning design under the consideration of the earthquake by using the pile foundation total anti-pulling force N total calculated in the step (2) and the tensile strength f y of the reinforcement:
As＝Ntotal/fy。
In step 4), when the pile foundation pulling resistance N total determined in step 3) is greater and the reinforcement area a s is 2 to 4 times the pile foundation compressive reinforcement area a sc, the shear wall is additionally arranged in the basement of the structure along the direction of greater structural overturning force, and the pile foundation is additionally arranged below the additionally arranged shear wall as a technical measure, the method comprises the following steps: when the pile foundation pulling resistance N total determined in the step 3) is large and the reinforcement area A s is 2 to 4 times of the pile foundation compression-resistant reinforcement area A sc, adding a shear wall, and arranging the pile foundation along the basement in a through-height mode, and arranging the pile foundation under the added shear wall.
In step 5), the calculation formula of the total pulling resistance N total' is as follows:
Ntotal'＝NG'-NE'-NF'
Wherein N G' is the constant load axial force of the pile foundation or the shear wall pile foundation; n E' is the pulling resistance of the pile foundation or the shear wall pile foundation under the earthquake action; n F' is the pulling resistance generated by the water buoyancy to the pile foundation or the shear wall pile foundation;
the calculation formula of the anti-pulling reinforcement area A s' is as follows:
As'＝Ntotal'/fy。
The design method of the anti-overturning performance of the high-rise structure based on the pile foundation anti-pulling high-rise structure can consider the middle earthquake effect, consider the contribution of the pile foundation to the anti-overturning capacity of the high-rise structure, and simultaneously improve the anti-overturning capacity of the high-rise structure under the strong earthquake effect by additionally arranging the underground anti-overturning wall body and the pile foundation.
Drawings
FIG. 1 is a schematic three-dimensional structure of a high-level structure employing the method of the present invention.
Fig. 2 is a top view of a high-level structure employing the method of the present invention.
Detailed Description
The invention provides a pile foundation pulling-resistant high-rise structure anti-overturning performance design method based on the pile foundation pulling-resistant high-rise structure anti-overturning performance design method.
The invention provides a pile foundation anti-pulling high-rise structure anti-overturning performance design method, which comprises the following steps in sequence:
1) Establishing a three-dimensional analysis model of a high-rise structure consisting of an upper structure 1, a basement 2 and pile foundations 3 as shown in fig. 1, then carrying out small-vibration action analysis on the high-rise structure to ensure that the rigidity-weight ratio of the structure meets the limit value requirement, and preliminarily determining the diameter, pile length and number of the pile foundations 3 on the high-rise structure according to the structure constant load action, thereby determining the specific arrangement form of the pile foundations 3;
The specific method comprises the following steps: according to the building functional layout and structural arrangement requirements, the arrangement of an upper structure 1, a basement 2 and a pile foundation 3 of a high-rise structure is determined, a three-dimensional analysis model of the high-rise structure is built, then the model is used for carrying out small earthquake analysis on the high-rise structure, the rigid-gravity ratio of the high-rise structure is ensured to meet the standard limit value requirements, and the high-rise structure is enabled to meet the small earthquake anti-overturning requirements; and then determining the diameter and pile length of the pile foundations 3 to determine the bearing capacity of the single pile, and primarily determining the number of the pile foundations 3 according to the structure constant load effect.
2) The concrete layout form of the pile foundation 3 determined in the step 1) is utilized to establish a three-dimensional model of a high-rise structure taking the action of the pile foundation 3 into consideration, then the model is utilized to perform medium-vibration equivalent elasticity analysis on the high-rise structure, three internal forces of a pile foundation constant load axial force N G, a pile foundation pulling-out resistance N E under the action of earthquake and a pile foundation pulling-out resistance N F under the action of water buoyancy are obtained, and then the total pile foundation pulling-out resistance N total is obtained through calculation according to the three internal forces;
The specific method comprises the following steps: according to the specific arrangement form of the pile foundation 3 determined in the step 1), the underground water buoyancy effect is considered, the middle-shock equivalent elasticity analysis is carried out on the high-rise structure, so that three internal forces, namely pile foundation constant load axial force N G, pile foundation pulling-out force N E under the earthquake effect and pile foundation pulling-out force N F under the water buoyancy effect, are calculated, and finally, the total pile foundation pulling-out force N total is calculated according to the three internal forces by using the following formula:
Ntotal＝NG-NE-NF。
3) Determining a pile foundation anti-pulling reinforcement area A s of the anti-overturning design of the high-rise structure under the consideration of the earthquake action by utilizing the total pile foundation anti-pulling force N total obtained by the calculation in the step 2) and the tensile strength f y of the steel bars, and taking the pile foundation anti-pulling reinforcement area A s as the pile foundation reinforcement area, wherein the steel bars are arranged along the pile length;
The specific method comprises the following steps: and (2) calculating the pile foundation anti-pulling reinforcement area A s of the high-rise structure anti-overturning design under the consideration of the earthquake by using the pile foundation total anti-pulling force N total calculated in the step (2) and the tensile strength f y of the reinforcement:
As＝Ntotal/fy
4) When the total pile foundation pulling resistance N total determined in the step 2) is larger and the pile foundation reinforcement area A s determined in the step 3) is 2 to 4 times of the pile foundation compression reinforcement area A sc, adding a shear wall 4 on the outer side surface of the basement 2 along the direction of larger structural overturning force, and adding a shear wall pile foundation 5 below the shear wall 4 as a technical measure;
The shear walls 4 are arranged along the through height of the basement 2, the setting quantity of the shear walls 4 is required to meet the condition that the anti-pulling reinforcement area A s' of the pile foundation 3 and the shear wall pile foundation 5 calculated in the step 5) is smaller than 2 times of the compression-resistant reinforcement area A sc of the pile foundation 3.
5) And performing medium-vibration equivalent elasticity analysis on the high-rise structure with the shear wall 4 and the shear wall pile foundation 5 added to the basement 2 to obtain three internal forces, namely constant load axial force N G' of the pile foundation 3 and the shear wall pile foundation 5 on the high-rise structure under the structure, pulling resistance N E' under the earthquake action and pulling resistance N F' generated by the pile foundation under the water buoyancy action, and then respectively calculating the total pulling resistance N total' of the pile foundation 3 and the shear wall pile foundation 5 by adopting the three internal forces of the pile foundation 3 and the shear wall pile foundation 5, and calculating the pulling resistance reinforcement area A s' of the pile foundation 3 and the shear wall pile foundation 5 according to the total pulling resistance N total' and the tensile strength f y of the reinforcing steel bars.
The calculation formula of the total pulling resistance N total' is as follows:
Ntotal'＝NG'-NE'-NF'
Wherein N G' is the constant load axial force of the pile foundation 3 or the shear wall pile foundation 5; n E' is the pulling resistance of the pile foundation 3 or the shear wall pile foundation 5 under the earthquake action; n F' is the pulling resistance generated by the water buoyancy to the pile foundation 3 or the shear wall pile foundation 5;
the calculation formula of the anti-pulling reinforcement area A s' is as follows: as' =n total'/fy.
Claims (5)
1. A pile foundation pulling-resistant high-rise structure anti-overturning performance design method is characterized by comprising the following steps of: the method comprises the following steps in sequence:
1) establishing a three-dimensional analysis model of a high-rise structure formed by an upper structure (1), a basement (2) and pile foundations (3), then carrying out small-vibration action analysis on the high-rise structure to ensure that the rigidity-weight ratio of the structure meets the limit value requirement, and preliminarily determining the diameter, pile length and number of the pile foundations (3) on the high-rise structure according to the structure constant load action, thereby determining the specific arrangement form of the pile foundations (3);
2) The concrete arrangement form of the pile foundation (3) determined in the step 1) is utilized to establish a three-dimensional model of a high-rise structure taking the action of the pile foundation (3) into consideration, then the model is utilized to perform medium-vibration equivalent elasticity analysis on the high-rise structure, three internal forces of pile foundation constant load axial force N G, pile foundation pulling-out force N E under the action of earthquake and pile foundation pulling-out force N F under the action of water buoyancy are obtained, and then the total pile foundation pulling-out force N total is obtained through calculation according to the three internal forces;
3) Determining a pile foundation anti-pulling reinforcement area A s of the anti-overturning design of the high-rise structure under the consideration of the earthquake action by utilizing the total pile foundation anti-pulling force N total obtained by the calculation in the step 2) and the tensile strength f y of the steel bars, and taking the pile foundation anti-pulling reinforcement area A s as the pile foundation reinforcement area, wherein the steel bars are arranged along the pile length;
4) When the total pile foundation pulling resistance N total determined in the step 2) is larger and the pile foundation reinforcement area A s determined in the step 3) is 2 to 4 times of the pile foundation compression reinforcement area A sc, adding a shear wall (4) on the outer side surface of the basement (2) along the direction of larger structural overturning force, and adding a shear wall pile foundation (5) under the shear wall (4) as a technical measure;
5) Performing medium-vibration equivalent elasticity analysis on a high-rise structure with the shear wall (4) and the shear wall pile foundation (5) added to the basement (2), obtaining three internal forces, namely constant load axial force N G' of each of the pile foundation (3) and the shear wall pile foundation (5) on the high-rise structure under the structure, pulling resistance N E' under the action of earthquake and pulling resistance N F' generated on the pile foundation by water buoyancy, then respectively calculating the total pulling resistance N total' of the pile foundation (3) and the shear wall pile foundation (5) by adopting the three internal forces of each of the pile foundation (3) and the shear wall pile foundation (5), and calculating the pulling resistance reinforcement area A s' of the pile foundation (3) and the shear wall pile foundation (5) according to the total pulling resistance N total' and the tensile strength f y of reinforcing steel bars;
in the step 1), the three-dimensional analysis model of the high-rise structure formed by the upper structure (1), the basement (2) and the pile foundation (3) is built, then the high-rise structure is subjected to small-vibration action analysis, so that the rigidity-weight ratio of the structure meets the limit value requirement, the diameter, the pile length and the number of the pile foundation (3) on the high-rise structure are preliminarily determined according to the structure constant load action, and the concrete arrangement form of the pile foundation (3) is determined by the following steps: according to the building functional layout and structural arrangement requirements, the arrangement of an upper structure (1), a basement (2) and a pile foundation (3) of a high-rise structure is determined, a three-dimensional analysis model of the high-rise structure is built, then the model is used for carrying out small earthquake analysis on the high-rise structure, the rigid-gravity ratio of the high-rise structure is ensured to meet the standard limit value requirements, and the high-rise structure is enabled to meet the small earthquake anti-overturning requirements; and then determining the diameter and pile length of the pile foundations (3) so as to determine the bearing capacity of the single pile, and primarily determining the number of the pile foundations (3) according to the structure constant load effect.
2. The pile foundation anti-pulling-based high-rise structure anti-overturning performance design method is characterized by comprising the following steps of: in step 2), the specific arrangement form of the pile foundation (3) determined in step 1) is utilized to build a three-dimensional model of a high-rise structure taking the action of the pile foundation (3) into consideration, then the model is utilized to perform medium-vibration equivalent elasticity analysis on the high-rise structure, three internal forces of pile foundation constant load axial force N G, pile foundation pulling-out resistance N E under the action of earthquake and pile foundation pulling-out resistance N F under the action of water buoyancy are obtained, and then the method for obtaining the total pile foundation pulling-out resistance N total by calculation according to the three internal forces is as follows: according to the specific arrangement form of the pile foundation (3) determined in the step 1), the underground water buoyancy effect is considered, the middle-vibration equivalent elasticity analysis is carried out on the high-rise structure, so that three internal forces, namely pile foundation constant load axial force N G, pile foundation pulling-out resistance N E under the earthquake effect and pile foundation pulling-out resistance N F under the water buoyancy effect, are obtained through calculation, and finally, the total pile foundation pulling-out resistance N total is obtained through calculation according to the three internal forces by using the following formula, wherein the calculation formula is as follows:
Ntotal＝NG-NE-NF。
3. The pile foundation anti-pulling-based high-rise structure anti-overturning performance design method is characterized by comprising the following steps of: in step 3), the method for determining the pile foundation anti-pulling reinforcement area A s of the high-rise structure anti-overturning design under the consideration of the earthquake by using the total pile foundation anti-pulling force N total calculated in step 2) and the tensile strength f y of the reinforcement is as follows: and (2) calculating the pile foundation anti-pulling reinforcement area A s of the high-rise structure anti-overturning design under the consideration of the earthquake by using the pile foundation total anti-pulling force N total calculated in the step (2) and the tensile strength f y of the reinforcement:
As＝Ntotal/fy。
4. The pile foundation anti-pulling-based high-rise structure anti-overturning performance design method is characterized by comprising the following steps of: in step 4), when the pile foundation pulling resistance N total determined in step 2) is greater and the reinforcement area a s is 2 to 4 times the pile foundation compression-resistant reinforcement area a sc, at this time, a shear wall (4) is additionally arranged in the basement of the structure along the direction of greater structural overturning force, and a pile foundation (5) is additionally arranged below the additionally arranged shear wall as a technical measure, the method comprises the following steps: when the pile foundation pulling resistance N total determined in the step 3) is larger and the reinforcement area A s is 2 to 4 times of the pile foundation compression-resistant reinforcement area A sc, the shear wall (4) is added and is arranged at the through height along the basement (2), and the pile foundation (5) is arranged under the added shear wall (4).
5. The pile foundation anti-pulling-based high-rise structure anti-overturning performance design method is characterized by comprising the following steps of: in step 5), the calculation formula of the total pulling resistance N total' is as follows:
Ntotal'＝NG'-NE'-NF'
Wherein N G' is the constant load axial force of the pile foundation (3) or the shear wall pile foundation (5); n E' is the pulling resistance of the pile foundation (3) or the shear wall pile foundation (5) under the earthquake action; n F' is the pulling resistance generated by the water buoyancy to the pile foundation (3) or the shear wall pile foundation (5);
the calculation formula of the anti-pulling reinforcement area A s' is as follows:
As'＝Ntotal'/fy。
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| CN113190907B (en) * | 2021-05-17 | 2023-10-20 | 云南省设计院集团有限公司 | Building structure equivalent height-width ratio calculation method based on lateral movement deformation |
| CN114519228B (en) * | 2022-02-24 | 2023-09-22 | 四川省建筑设计研究院有限公司 | Anti-overturning stress rapid calculation method for skirt house floor slab with large height-width ratio double-tower structure |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106337446A (en) * | 2016-09-27 | 2017-01-18 | 石家庄铁道大学 | Indoor test device for pulling resistance of pile foundation and test method of indoor test device |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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Non-Patent Citations (3)
| Title |
|---|
| 郑州银基中央广场结构设计;余小伍;冯向华;罗伟;马晖;;建筑结构;20170725(第14期);全文 * |
| 高层剪力墙复合基础隔震结构地震响应分析;刘彦辉;杜永峰;周福霖;谭平;闫维明;;工程力学;20110725(第07期);全文 * |
| 高层建筑基础浅埋的整体性分析;侯小美;宋宝东;;建筑结构学报;20100515(第S2期);全文 * |
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