Fabricated building foundation anti-seismic structure and design method thereof

Abstract

The invention relates to a fabricated building foundation anti-seismic structure and a design method thereof, and belongs to the technical field of fabricated building foundes.The structure comprises foundation piles and a base platform, a bottom plate is fixed to the base platform through embedded bolts in the base platform, first connectors are arranged at the top ends of the embedded bolts, and node columns are fixedly connected to the bottom plate; a plurality of second joints, a plurality of first rigid plates and second rigid plates are arranged on the side wall of the node column, the first joints and the second joints are connected through side rods which are obliquely arranged, and the first rigid plates and the second rigid plates are fixedly connected through connecting rods; the design method comprises the steps of seismic intensity partition design, basic mechanical analysis, calculation of an optimal angle theoretical value, angle correction considering seismic characteristics and angle verification based on a displacement response spectrum, the relation between the ratio of the vertical rigidity requirement to the horizontal rigidity requirement and the optimal side rod angle is established, and a new side rod angle optimization design concept is provided. The problem of large design deviation of a traditional empirical method is solved based on theoretical calculation of a mechanical principle.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of prefabricated building foundation, in particular to a prefabricated building foundation anti-seismic structure and a design method thereof. BACKGROUND

[0002] The node connection of prefabricated building has a weak link in seismic resistance. Compared with traditional buildings, the node connection of prefabricated building often uses prefabricated components for assembly, and the connection strength and deformation capacity of these nodes may be lower than that of the components themselves. The destruction of prefabricated building nodes accounts for 62% of earthquake damage cases, exposing the fatal defect of "strong components and weak nodes". The connection between the existing technology foundation pile and the upper structure often uses rigid fixation, and the coupling of horizontal stiffness and vertical stiffness is poor, resulting in a single seismic wave transmission path. Under the action of earthquake, the connection between the node and the foundation may be damaged due to uneven stress or insecure connection, resulting in a decrease in the seismic performance of the whole structure system.

[0003] Therefore, a prefabricated building foundation anti-seismic structure and a design method thereof are proposed to solve the above problems. SUMMARY

[0004] In view of the above technical background, the purpose of the present application is to provide a prefabricated building foundation anti-seismic structure and a design method thereof.

[0005] The purpose of the present application can be achieved by the following technical solutions: A prefabricated building foundation anti-seismic structure, comprising a foundation pile, a foundation platform fixedly arranged on the foundation pile, a plurality of embedded bolts protruding from the upper surface of the foundation platform embedded in the foundation platform, a bottom plate arranged around the plurality of embedded bolts and fixed on the foundation platform by nuts, a cap arranged at the top end of the embedded bolt, a first connector arranged on the cap, a node column fixedly connected to the middle of the upper surface of the bottom plate, a plurality of second connectors, a plurality of first rigid plates and a plurality of second rigid plates arranged on the side wall of the node column, the first connector and the second connector connected by a diagonally arranged side rod, the inclination angle of the side rod being α, the first rigid plate arranged above the second rigid plate, the first rigid plate and the second rigid plate perpendicular to the length direction of the node column, and the positionally opposite first rigid plate and second rigid plate fixedly connected by a connecting rod. Further, a friction plate is arranged between the bottom plate and the foundation platform, and the bottom plate and the node column are integrally welded.

[0006] Further, the foundation pile and the foundation platform are both steel bolt cage concrete pouring structures, the material of the friction plate is aluminum, the inside of the friction plate is provided with a foam filling layer, and the material of the cap is stainless steel.

[0007] Further, the node column has a cross-section in the shape of an I-beam, which includes two flanges and a web, the two flanges are respectively arranged on the left and right sides of the web and are perpendicular to the web, and the adjacent sides of the first rigid plate and the second rigid plate are connected with the flanges and the web respectively.

[0008] Further, the first rigid plate and the second rigid plate are both in the shape of a trapezoid, and the two straight sides of the trapezoid are connected with the flanges and the web respectively.

[0009] Further, the length direction of the connecting rod is parallel to the length direction of the node column, and the front and back sides of the web are both provided with two first rigid plates and two second rigid plates.

[0010] The design method of the prefabricated building foundation seismic structure includes the following steps: S1, seismic intensity zoning design: according to the seismic fortification intensity, the design area is divided into low intensity area, medium intensity area and high intensity area, the low intensity area is 6 degrees and below, the medium intensity area is 7 degrees, and the high intensity area is 8 degrees and above; S2, foundation mechanics analysis: including determining the axial force N and the vertical component V of the side rod under the action of horizontal seismic force, satisfying the following relationship:

[0011]

[0012] In the formula, N is the axial force of the side rod; F is the horizontal seismic force; α is the inclination angle of the side rod; n is the number of the side rods in the same direction; The horizontal stiffness K provided by the side rod satisfies the following relationship:

[0013] In the formula, E is the elastic modulus of the material of the side rod; A is the cross-sectional area of the side rod; L is the length of the side rod; α is the inclination angle of the side rod; S3, calculation of optimal angle theoretical value: the optimal inclination angle α1 of the side rod is calculated by energy method and optimization theory, satisfying the following relationship:

[0014] In the formula, K v is the vertical stiffness requirement of the prefabricated building foundation seismic structure; K h is the horizontal stiffness requirement of the prefabricated building foundation seismic structure; S4. Considering seismic characteristics, the optimal tilt angle α1 is corrected by considering seismic characteristics, including regional characteristics, structural importance, site characteristics, and structural ductility.

[0015] In the formula, α2 is the optimal corrected tilt angle of the side rod; β is the regional adjustment coefficient, which takes a value of 0.05-0.15; I is the importance coefficient of the seismic-resistant foundation structure of the prefabricated building; C s F is the site characteristic coefficient. d This is the structural ductility adjustment factor; S5. Angle verification based on displacement response spectrum: The rationality of the optimal correction tilt angle α2 of the side rod is verified using displacement response spectrum analysis, satisfying the following relationship:

[0016] In the formula, S d (α2,T) represents the displacement response spectrum of the structure when the optimal corrected tilt angle α2 is used; S' represents the allowable displacement of the structure; and T represents the fundamental period of the structure.

[0017] Furthermore, when the seismic intensity is low, the side bar is selected with an H-shaped or I-shaped cross section; when the seismic intensity is medium, the side bar is selected with a box-shaped or circular tube cross section; when the seismic intensity is high, the side bar is selected with a solid or reinforced circular cross section.

[0018] Furthermore, during the implementation of the project, the construction error of the optimal corrected tilt angle α2 of the side rod should be controlled within the design range. When the seismic intensity is low, the construction error of the optimal corrected tilt angle α2 should be controlled within ±1.0°; when the seismic intensity is medium, the construction error of the optimal corrected tilt angle α2 should be controlled within ±0.75°; and when the seismic intensity is high, the construction error of the optimal corrected tilt angle α2 should be controlled within ±0.5°.

[0019] In summary, the beneficial effects of this invention are: This invention discloses a prefabricated building foundation seismic-resistant structure that uses the node column as the main vertical support component. The second joint, first rigid plate, and second rigid plate on its sidewall work in conjunction with the first joint and side rods. The side rods obliquely connect to the first and second joints, forming lateral supports. This distributes the earthquake load across multiple structural components, reducing the stress concentration on a single component such as the node column. When an earthquake occurs, the side rods effectively resist lateral forces, preventing lateral displacement and overturning of the node column. The first and second rigid plates are respectively connected to the flange and web of the node column. By fixing the joints, the stiffness and strength of the node column are enhanced, which can effectively resist the bending moment and shear force caused by the earthquake, reduce the deformation of the node column, enhance the stability and seismic performance of the structure, and improve the bearing capacity and deformation resistance of the node column, thereby improving its seismic performance. Under the action of earthquake, the foundation piles and the foundation platform jointly bear the vertical load, the friction plates between the base plate and the foundation platform absorb and dissipate energy, the side bars provide lateral support, and the rigid plates and connecting rods enhance the stability of the node column. All components work together to form an organic whole, effectively resisting the seismic force and protecting the safe structure of the building.

[0020] This invention provides a design method for seismic-resistant foundation structures of prefabricated buildings. Based on mechanical theory, it establishes precise calculation formulas for the axial force, vertical component, and horizontal stiffness of the side members. The theoretical value of the optimal tilt angle α1 is derived through the energy method and optimization theory. Furthermore, it incorporates regional adjustment coefficient β, structural importance coefficient I, and site characteristic coefficient C. s and structural ductility adjustment factor F d The theoretically optimal angle was corrected, taking into account the comprehensive influence of seismic characteristics, and the optimal corrected tilt angle α2 was obtained, making the design more in line with the actual situation and more adaptable. The theoretical calculation based on mechanical principles solved the problem of large design deviation in the traditional empirical method. The relationship between the ratio of vertical stiffness requirement to horizontal stiffness requirement and the optimal side member angle was established, and a new side member angle optimization design concept was proposed, which improved the scientificity and accuracy of the design. Attached Figure Description

[0021] Figure 1 This is a schematic diagram of a prefabricated building foundation earthquake-resistant structure according to the present invention; Figure 2 This is an enlarged view of a prefabricated building foundation earthquake-resistant structure according to the present invention; Figure 3 This is a top view of a prefabricated building foundation earthquake-resistant structure according to the present invention; Figure 4 This is a flowchart of a prefabricated building foundation seismic-resistant structure design method according to the present invention; Among them, 1-prefabricated building foundation seismic structure, 2-foundation pile, 3-foundation platform, 4-embedded bolt, 5-base plate, 6-nut, 7-cap, 71-first joint, 8-node column, 81-second joint, 82-first rigid plate, 83-second rigid plate, 84-flange, 85-web plate, 9-side rod, 10-connecting rod, 11-friction plate. Detailed Implementation

[0022] The specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. It should be understood that the specific embodiments given herein are for illustration and explanation only and are not intended to limit the present invention.

[0023] It should be noted that many specific details are set forth in the following description in order to provide a full understanding of the present invention. However, the present invention may have other embodiments and variations thereof. Therefore, the scope of protection of the present invention is not limited to the specific embodiments disclosed below.

[0024] like Figures 1-3 As shown, Example 1: A prefabricated seismic-resistant foundation structure 1 includes foundation piles 2, a base platform 3 fixedly mounted on the foundation piles 2, a plurality of pre-embedded bolts 4 protruding from the upper surface of the base platform 3, a base plate 5 passing through the plurality of pre-embedded bolts 4 around its perimeter, and the base plate 5 being fixed to the base platform 3 by nuts 6, a friction plate 11 being provided between the base plate 5 and the base platform 3, a cap 7 being provided at the top of the pre-embedded bolts 4, a first joint 71 being provided on the cap 7, a node column 8 being fixedly connected to the middle of the upper surface of the base plate 5, the base plate 5 and the node column 8 being integrally welded, a plurality of second joints 81, a plurality of first rigid plates 82, and second rigid plates 83 corresponding to the first rigid plates 82 in number and position on the side wall of the node column 8, the first joints 71 being... The first connector 71 is connected to the second connector 81 by a side rod 9 arranged at an angle of α. In this embodiment, the first connector 71 and the second connector 81 are connected to the side rod 9 by bolts and nuts. The bolts pass through the ends of the first connector 71 or the second connector 81 and the side rod 9. The side rod 9 is fastened between the first connector 71 and the second connector 81 by nuts. The first rigid plate 82 is above the second rigid plate 83. The first rigid plate 82 and the second rigid plate 83 are perpendicular to the length direction of the node column 8. The first rigid plate 82 and the second rigid plate 83, which are in opposite positions, are fixedly connected by a connecting rod 10. In this embodiment, the connecting rod 10 is a long screw with threads at both ends. The long screw is fastened to the first rigid plate 82 and the second rigid plate 83 by nuts.

[0025] Example 2:

[0026] Both the foundation pile 2 and the foundation platform 3 are steel bolt cage concrete casting structures. The friction plate 11 is made of aluminum and has a foam filling layer inside. The cap 7 is made of stainless steel. The cross-section of the node column 8 is an I-shaped structure, which includes two flanges 84 and a web 85. The two flanges 84 are respectively located on the left and right sides of the web 85 and are perpendicular to the web 85. The adjacent sides of the first rigid plate 82 and the second rigid plate 83 are connected to the flanges 84 and the web 85, respectively. The first rigid plate 82 and the second rigid plate 83 are both trapezoidal structures. The two right-angled sides of the trapezoidal structure are respectively connected to the flanges 84 and the web 85. The length direction of the connecting rod 10 is parallel to the length direction of the node column 8. Two first rigid plates 82 and two rigid plates 83 are provided on the front and rear sides of the web 85.

[0027] The working principle of the prefabricated building foundation seismic-resistant structure 1 of the present invention is as follows: The foundation piles 2 extend deep into the ground, providing stable support and bearing capacity for the entire structure. Both the foundation piles 2 and the foundation platform 3 are made of reinforced concrete. The base plate 5 is fixed to the pre-embedded bolts 4 of the foundation platform 3 by nuts 6, forming a stable foundation. Friction plates 11 are located between the base plate 5 and the foundation platform 3, enhancing the stability and anti-slip capability of the connection. The node column 8 is welded to the base plate 5, serving as the main vertical support component. The second joint 81, the first rigid plate 82, and the second rigid plate 83 on its side wall work in conjunction with the first joint 71 and the side rod 9. The side rod 9 obliquely connects the first joint 71 and the second joint 81, forming lateral support. When an earthquake occurs, the side rod 9 can effectively resist lateral forces and prevent the node from slipping. When the node column 8 experiences lateral displacement and overturning, the first rigid plate 82 and the second rigid plate 83 are connected to the flange 84 and web 85 of the node column 8, respectively, and fixed by the connecting rod 10, which enhances the rigidity and strength of the node column 8, effectively resisting the bending moment and shear force caused by the earthquake, reducing the deformation of the node column 8, and enhancing the stability and seismic performance of the structure. Under the action of the earthquake, the pile 2 and the abutment 3 jointly bear the vertical load, the friction plate 11 between the base plate 5 and the abutment 3 absorbs and dissipates energy, the side rod 9 provides lateral support, and the rigid plate and connecting rod 10 enhance the stability of the node column 8. All components work together to form an organic whole, effectively resisting the seismic force and protecting the safe structure of the building.

[0028] like Figure 4 As shown, a design method for a prefabricated building foundation seismic-resistant structure according to the present invention includes the following steps: S1. Seismic Intensity Zoning Design: The design area is divided into low-intensity zone, medium-intensity zone and high-intensity zone according to the seismic fortification intensity. The low-intensity zone is the seismic intensity level 6 and below, the medium-intensity zone is the seismic intensity level 7, and the high-intensity zone is the seismic intensity level 8 and above. The basic requirements for seismic design in low-intensity zones (6 degrees and below) are: basic seismic fortification requirements, mainly controlling the basic seismic performance of the structure, with the 9-angle design of the side members primarily providing sufficient horizontal stiffness; the basic requirements for seismic design in medium-intensity zones (7 degrees) are: improved seismic fortification requirements, requiring the structure to have good ductility and energy dissipation capacity, with the 9-angle design of the side members needing to balance horizontal stiffness and energy dissipation capacity; the basic requirements for seismic design in high-intensity zones (8 degrees and above) are: strengthened seismic fortification requirements, requiring the structure to have high ductility, energy dissipation capacity, and self-resetting capacity, with the 9-angle design of the side members primarily enhancing the structure's energy dissipation capacity and self-resetting capacity.

[0029] S2. Basic mechanical analysis: This includes determining the axial force N and vertical component V of side member 9 under horizontal seismic force, satisfying the following relationship:

[0030]

[0031] In the formula, N is the axial force of the side rod 9; F is the horizontal seismic force; α is the tilt angle of the side rod 9; and n is the number of side rods 9 in the same direction. The horizontal stiffness K provided by side member 9 satisfies the following relationship:

[0032] In the formula, E is the elastic modulus of the material of side rod 9; A is the cross-sectional area of ​​side rod 9; L is the length of side rod 9; and α is the inclination angle of side rod 9. S3. Calculation of the theoretical value of the optimal angle: The optimal tilt angle α1 of the side rod 9 is calculated using the energy method and optimization theory, satisfying the following relationship:

[0033] In the formula, K v For the vertical stiffness requirements of the seismic-resistant foundation structure 1 of prefabricated buildings; K h The horizontal stiffness requirement for the seismic-resistant foundation structure 1 of the prefabricated building; By establishing a quantitative relationship between stiffness ratio and optimal tilt angle α1, the problem of large design deviations in traditional empirical methods can be solved.

[0034] S4. Considering seismic characteristics, the optimal tilt angle α1 is corrected by considering seismic characteristics, including regional characteristics, structural importance, site characteristics, and structural ductility.

[0035] In the formula, α2 is the optimal corrected tilt angle of the side member 9; β is the regional adjustment coefficient, which takes a value of 0.05-0.15; I is the importance coefficient of the prefabricated building foundation seismic structure 1; Cs F is the site characteristic coefficient. d This is the structural ductility adjustment factor; Regional adjustment factor β: 0.05 for seismic intensity 6 and below, 0.10 for seismic intensity 7, and 0.15 for seismic intensity 8 and above. Structural importance factor I: According to the "Code for Seismic Design of Buildings" GB 50011, 1.5 for particularly important buildings, 1.0 for important buildings, and 0.85 for ordinary buildings. Site characteristic factor C. s Value selection rules: 1.0 for Class I sites, 1.1 for Class II sites, 1.2 for Class III sites, and 1.4 for Class IV sites. Structural ductility adjustment factor F d Value selection rules: 1.0 for reinforced concrete frame structures, 1.2 for steel frame structures, 1.1 for steel-concrete composite structures, and 0.9 for other structural forms.

[0036] S5. Angle verification based on displacement response spectrum: The rationality of the optimal correction tilt angle α2 of the side rod 9 is verified by displacement response spectrum analysis, satisfying the following relationship:

[0037] In the formula, S d (α2,T) represents the displacement response spectrum of the structure when the optimal correction tilt angle α2 is used; S' represents the allowable displacement of the structure; and T represents the fundamental period of the structure.

[0038] The allowable displacement S′ of the structure can be calculated using the following formula:

[0039] In the formula, H is the total height of the structure; θ is the allowable inter-story drift angle; β T This is the structural displacement amplification factor; The fundamental period T of the structure can be calculated using the following formula:

[0040] In the formula, H is the total height of the structure; C T The structural type coefficient is 0.085 for steel structures, 0.073 for reinforced concrete frames, and 0.068 for other structures.

[0041] Furthermore, when the seismic intensity is low, the side bar 9 is selected with an H-shaped or I-shaped cross section; when the seismic intensity is medium, the side bar 9 is selected with a box-shaped or circular tube cross section; when the seismic intensity is high, the side bar 9 is selected with a solid or reinforced circular cross section.

[0042] Furthermore, during the implementation of the project, the construction error of the optimal corrected tilt angle α2 of the side bar 9 should be controlled within the design range. When the seismic intensity is low, the construction error of the optimal corrected tilt angle α2 should be controlled within ±1.0°; when the seismic intensity is medium, the construction error of the optimal corrected tilt angle α2 should be controlled within ±0.75°; and when the seismic intensity is high, the construction error of the optimal corrected tilt angle α2 should be controlled within ±0.5°.

[0043] The present invention provides a design method for a prefabricated building foundation seismic-resistant structure 1. Based on mechanical theory, it establishes precise calculation formulas for the axial force, vertical component force, and horizontal stiffness of the side member 9. The theoretical value of the optimal tilt angle α1 is derived through the energy method and optimization theory. Furthermore, it incorporates regional adjustment coefficient β, structural importance coefficient I, and site characteristic coefficient C. s and structural ductility adjustment factor F d The theoretically optimal angle was corrected, taking into account the comprehensive influence of seismic characteristics, and the optimal corrected tilt angle α2 was obtained, making the design more in line with the actual situation and more adaptable. The theoretical calculation based on mechanical principles solved the problem of large design deviation in the traditional empirical method. The relationship between the ratio of vertical stiffness requirement to horizontal stiffness requirement and the optimal side member 9 angle was established, and a new side member 9 angle optimization design concept was proposed, which improved the scientificity and accuracy of the design.

[0044] It should be understood that the above embodiments are one or more embodiments of the present invention, and there are many other embodiments and variations based on the present invention; any variations and modifications made by those skilled in the art through the present invention without making pioneering innovations are all within the protection scope of the present invention.

Claims

1. A prefabricated building foundation seismic-resistant structure, characterized in that: The system includes foundation piles, on which a base platform is fixedly mounted. Several pre-embedded bolts protruding from the upper surface of the base platform are embedded inside. A base plate is secured around its perimeter by these pre-embedded bolts and fixed to the base platform with nuts. Each pre-embedded bolt has a cap at its top, and a first connector is provided on the cap. A node column is fixedly connected to the center of the upper surface of the base plate. The sidewall of the node column has several second connectors, several first rigid plates, and second rigid plates corresponding to the number and position of the first rigid plates. The first and second connectors are connected by obliquely arranged side rods with an inclination angle of α. The first rigid plates are above the second rigid plates, and both the first and second rigid plates are perpendicular to the length direction of the node column. The first and second rigid plates, which are positioned opposite each other, are fixedly connected by connecting rods.

2. The prefabricated building foundation seismic-resistant structure according to claim 1, characterized in that: A friction plate is provided between the base plate and the base platform, and the base plate and the node column are integrally welded.

3. The prefabricated building foundation seismic-resistant structure according to claim 2, characterized in that: Both the foundation pile and the foundation platform are steel bolt cage concrete casting structures. The friction plate is made of aluminum and has a foam filling layer inside. The cap is made of stainless steel.

4. The prefabricated building foundation seismic-resistant structure according to claim 1, characterized in that: The cross-section of the node column is an I-shaped structure, which includes two flanges and a web. The two flanges are respectively disposed on the left and right sides of the web and are perpendicular to the web. The adjacent sides of the first rigid plate and the second rigid plate are respectively connected to the flanges and the web.

5. The prefabricated building foundation seismic-resistant structure according to claim 4, characterized in that: Both the first and second rigid plates are trapezoidal structures, and the two right-angled sides of the trapezoidal structure are connected to the flange and the web, respectively.

6. The prefabricated building foundation seismic-resistant structure according to claim 4, characterized in that: The length direction of the connecting rod is parallel to the length direction of the node column, and two first rigid plates and two second rigid plates are provided on both the front and rear sides of the web.

7. A design method for a prefabricated building foundation seismic-resistant structure, used in the prefabricated building foundation seismic-resistant structure as described in claim 1, characterized in that... Includes the following steps: S1. Seismic Intensity Zoning Design: The design area is divided into low-intensity zone, medium-intensity zone and high-intensity zone according to the seismic fortification intensity. The low-intensity zone is the seismic intensity level 6 and below, the medium-intensity zone is the seismic intensity level 7, and the high-intensity zone is the seismic intensity level 8 and above. S2. Basic Mechanical Analysis: This includes determining the axial force N and vertical component V of the side member under horizontal seismic force, satisfying the following relationship: In the formula, N is the axial force of the side rod; F is the horizontal seismic force; α is the inclination angle of the side rod; and n is the number of side rods in the same direction. The horizontal stiffness K provided by the side rod satisfies the following relationship: In the formula, E is the elastic modulus of the side rod material; A is the cross-sectional area of ​​the side rod; L is the length of the side rod; and α is the inclination angle of the side rod. S3. Calculation of the theoretical value of the optimal angle: The optimal tilt angle α1 of the side rod is calculated using the energy method and optimization theory, satisfying the following relationship: In the formula, K v K represents the vertical stiffness requirement of the seismic-resistant foundation structure of the prefabricated building; h The horizontal stiffness requirement of the seismic-resistant foundation structure of the prefabricated building; S4. Considering seismic characteristics, the optimal tilt angle α1 is corrected by considering seismic characteristics, including regional characteristics, structural importance, site characteristics, and structural ductility. In the formula, α2 is the optimal corrected tilt angle of the side rod; β is the regional adjustment coefficient, which takes a value of 0.05-0.15; I is the importance coefficient of the seismic-resistant foundation structure of the prefabricated building; C s F is the site characteristic coefficient. d This is the structural ductility adjustment factor; S5. Angle verification based on displacement response spectrum: The rationality of the optimal correction tilt angle α2 of the side rod is verified using displacement response spectrum analysis, satisfying the following relationship: In the formula, S d (α2,T) represents the displacement response spectrum of the structure when the optimal corrected tilt angle α2 is used; S' is the allowable displacement of the structure; T is the fundamental period of the structure.

8. The design method for a prefabricated building foundation seismic-resistant structure according to claim 7, characterized in that: When the earthquake intensity is low, the side bar is selected with an H-shaped or I-shaped cross section; when the earthquake intensity is medium, the side bar is selected with a box-shaped or circular tube cross section; when the earthquake intensity is high, the side bar is selected with a solid or reinforced circular cross section.

9. The design method for a prefabricated building foundation seismic-resistant structure according to claim 7, characterized in that: During the project implementation, the construction error of the optimal corrected tilt angle α2 of the side rod should be controlled within the design range. When the seismic intensity is low, the construction error of the optimal corrected tilt angle α2 should be controlled within ±1.0°; when the seismic intensity is medium, the construction error of the optimal corrected tilt angle α2 should be controlled within ±0.75°; and when the seismic intensity is high, the construction error of the optimal corrected tilt angle α2 should be controlled within ±0.5°.

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