A construction method for a building structure with a parallel three-dimensional seismic isolation system

Abstract

The present invention discloses a construction method for a building structure equipped with a parallel three-dimensional seismic isolation system, comprising the following steps: Step 1: Determine a three-dimensional seismic isolation layout; Step 2: Conduct a first site vibration test; Step 3: Construct a foundation pit; Step 4: Conduct a second site vibration test; Step 5: Construct the lower foundation; Step 6: Conduct a third site vibration test; Step 7: Prepare for installation; Step 8: Install a boot-and-cap type seismic isolation bearing; Step 9: Install a sliding spring isolation bearing and install a second temporary fixed support on the sliding spring isolation bearing; Step 10: Construct the top plate of the seismic isolation layer; Step 11: Remove the first temporary fixed support; Step 12: Construct the upper structure; Step 13: Remove the second temporary fixed support; Step 14: Uninstall the sliding spring isolation bearing; Step 15: Conduct a fourth site vibration test; and Step 16: Install an additional damper. This method can guide the construction of buildings equipped with a parallel three-dimensional seismic isolation system.

Description

Technical Field

[0001] The present invention relates to the technical field of building construction, and in particular to a construction method of a building structure with a parallel three-dimensional seismic isolation system. Background Art

[0002] A certain dance theater project, located adjacent to an urban rail transit line, necessitated environmental vibration and noise control. Spring isolators are a crucial means of controlling vertical vibration. However, since the allowable horizontal limit deformation of spring isolators is very small, typically only 20 to 30 mm, exceeding this limit dramatically reduces the spring's vertical bearing capacity. Therefore, controlling the spring isolator's horizontal deformation within this limit was crucial to project safety.

[0003] When designing the song and dance theater project, it was taken into consideration that an earthquake would cause a large horizontal deformation of the song and dance theater project. When spring isolators were used to reduce the vertical vibration of the song and dance theater, viscous dampers were also required to be installed in the isolation layer to control the horizontal deformation of the spring isolators within the design allowable range to ensure the normal operation of the spring isolators.

[0004] Because spring isolators allow for small horizontal displacements, larger viscous dampers are required to limit the displacement of the isolation layer to within the permitted position limits of the spring isolators. Large-tonnage viscous dampers are not only expensive but also result in high internal forces in the components at the connections, making the connection structure complex. Because the viscous dampers limit the displacement of the isolation layer to a small range, the horizontal equivalent stiffness of the isolation layer is high, failing to effectively reduce the seismic forces transmitted to the superstructure. Consequently, the isolation effect is poor, making it difficult to achieve the dual isolation goals of vertical vibration and horizontal seismicity.

[0005] To solve the above problems, a building structure with a parallel three-dimensional seismic isolation system was adopted in a certain song and dance theater project, which achieved the purpose of dual isolation of vertical vibration and horizontal vibration. However, during construction, the seismic isolation layer of the building structure with the parallel three-dimensional seismic isolation system needed to be temporarily fixed before the construction of the building structure with the parallel three-dimensional seismic isolation system could be carried out. However, the existing temporary fixing device is not only too complicated in structure, but also difficult to construct. It cannot meet the requirements for the gap between the boot and cap buckle cover and the installation accuracy of the mirror sliding plate, which will affect the construction of the entire project. Summary of the Invention

[0006] The purpose of the present invention is to provide a construction method for a building structure with a parallel three-dimensional seismic isolation system, which solves the construction problem of a building with a parallel three-dimensional seismic isolation system.

[0007] To achieve the above object, the present invention adopts the following technical solutions:

[0008] A construction method for a building structure with a parallel three-dimensional seismic isolation system comprises the following steps:

[0009] Step 1: Determine the three-dimensional seismic isolation layout: construct an isolation layer between the upper building and the lower foundation. The isolation layer is a spatial three-dimensional seismic isolation system formed by multiple boot-type isolation bearings, multiple sliding spring isolation bearings and the isolation layer top plate;

[0010] Step 2: First detection of site vibration;

[0011] Step 3: Foundation pit construction: excavate the foundation pit and construct the foundation raft slab in the foundation pit;

[0012] Step 4: Second site vibration test;

[0013] Step 5: Construct the lower foundation: hoist the steel beam and tie the steel bars in the foundation pit, set up the lower pier positioning plate on the tied steel bar layer according to the vibration dual control layout diagram, then tie the lower pier steel bars between the lower pier positioning plate and the steel bar layer, pour concrete to the top of the steel beam, and then remove the foundation pit support to pour the lower pier;

[0014] Step 6: Third site vibration test;

[0015] Step 7. Preparation before installation: Install the first temporary fixed support on the boot-cap type vibration isolation support; the sliding spring vibration isolation support is pre-loaded before leaving the factory and the spring seat is locked as a whole through the pull rod;

[0016] Step 8: Install the boot-type isolation bearing: Install the boot-type isolation bearing on the lower pier positioning plate according to the vibration control layout diagram;

[0017] Step 9: Install the sliding spring vibration isolation support and install a second temporary fixed support on the sliding spring vibration isolation support;

[0018] Step 10: construct the top plate of the seismic isolation layer;

[0019] Step 11: Remove the first temporary fixed support;

[0020] Step 12: Construct the superstructure: construct the superstructure structure based on the top plate of the seismic isolation layer, and observe the deformation of the boot-cap type seismic isolation bearing and the sliding spring isolation bearing in real time during the construction of the superstructure;

[0021] Step 13: Remove the second temporary fixed support;

[0022] Step 14: Unloading the sliding spring vibration isolation support;

[0023] Step 15: Fourth site vibration test;

[0024] Step 16: Install additional dampers: Based on the fourth site vibration test results, install additional dampers on the sliding spring vibration isolation supports;

[0025] Step 17: Fifth site vibration test.

[0026] Preferably, the top plate of the seismic isolation layer is a concrete casting layer, including a keel frame, and the upper building and the keel frame are connected by multiple boot-cap type seismic isolation bearings to absorb horizontal ground vibrations. Multiple sliding spring seismic isolation bearings are arranged around each boot-cap type seismic isolation bearing to absorb vertical vibrations.

[0027] Preferably, in step seven, the first temporary fixed support is arranged between the upper support plate and the boot cap buckle cover of the boot cap type seismic isolation support; the L-shaped clip of the first temporary fixed support is detachably mounted on the bottom of the upper support plate by a tensile bolt, and the top side of the L-shaped clip is supported on the bottom of the boot cap buckle cover, so that the upper support plate and the boot cap buckle cover are in the maximum spacing state.

[0028] Preferably, in step seven, the loading force F of the pre-loading of the sliding spring vibration isolation support satisfies:

[0029] ,

[0030] Where, F 恒 F is the constant load of the structure above the support borne by the sliding spring vibration isolation support; 活 It is the live load of the structure above the support borne by the sliding spring vibration isolation support.

[0031] Preferably, in step nine, a rubber pad is first laid on the lower pier positioning plate, and then a sliding spring vibration isolation support is installed above the rubber pad.

[0032] Preferably, in step nine, the second temporary fixed support is arranged between the upper stiffening plate and the mirror sliding plate of the sliding spring vibration isolation support; two connecting blocks are arranged in parallel at both ends of the oblique support rod of the second temporary fixed support, and the upper end of the oblique support rod is detachably mounted on the mirror sliding plate, and the lower end is detachably mounted on the upper stiffening plate by fixing bolts at the connecting blocks.

[0033] Preferably, in step ten, a keel frame is first installed on the top of the boot-cap type isolation support and the sliding spring isolation support and steel bars are tied, and then concrete is poured in sections to complete the construction of the isolation layer top plate.

[0034] Preferably, in step fourteen, after the upper building is capped and the secondary masonry is completed, the nuts at the top of the pull rods are checked one by one in order from small-tonnage sliding spring vibration isolation supports to large-tonnage sliding spring vibration isolation supports to see if there is any looseness or gap in the gasket; if there is any looseness or gap, it indicates that the sliding spring vibration isolation support has entered a normal working state and does not need to be unloaded; if there is no looseness or gap, it indicates that the sliding spring vibration isolation support needs to be unloaded.

[0035] Preferably, in step fourteen, the unloading of the sliding spring vibration isolation support is specifically to loosen the nut.

[0036] In the present invention, an isolation layer consisting of multiple boot-type isolation supports and multiple sliding spring isolation supports is installed between the upper building and the top plate of the isolation layer by bolts to solve the structural comfort problem caused by subway vibration, effectively isolate the earthquake effect from three dimensions, ensure the safety of the upper building, and is easy to disassemble and replace.

[0037] The existing spring vibration isolation support does not have a sliding function, that is, there is no mirror sliding plate on the top. Therefore, there is no need to consider the fixation and installation accuracy of the mirror sliding plate during the installation process. The sliding spring vibration isolation support in the present invention has the function of absorbing the vertical vibration of the building structure. During the specific structural design, the sliding spring vibration isolation support is not a completely connected whole. It requires the assistance of a second temporary fixed support during construction and installation. The second temporary fixed support can effectively fix the mirror sliding plate to the sliding table during the construction and installation process to ensure the horizontality and plane positioning of the mirror sliding plate, increase the on-site installation accuracy, and support the mirror sliding plate to prevent the mirror sliding plate from being deformed due to the construction load bias during construction, thereby protecting the sliding spring vibration isolation support.

[0038] The mirror sliding plate of the sliding spring vibration isolation support used in the present invention is located on the top surface of the sliding table and can only be located on the top surface. If the mirror sliding plate is located on the bottom surface of the sliding table, that is, the sliding spring vibration isolation support is used upside down, then during construction, the size of the lower pier positioning plate should be consistent with the size of the mirror sliding plate, which not only increases the cost but also increases the difficulty of construction. Because the flatness requirements for the lower pier positioning plate are relatively high during the construction process, that is, the flatness requirement is ±2mm / m, the larger the size of the lower pier positioning plate, the greater the impact on the flatness of the lower pier positioning plate during transportation and hoisting. On the other hand, due to the complex on-site construction environment and the existence of cross-operations, before the lower pier is poured with concrete, it is inevitable that the operator will step on the lower pier positioning plate or place heavy objects on it. In order to minimize the impact of on-site construction on the flatness of the lower pier positioning plate, the size of the lower pier positioning plate needs to be reduced as much as possible. On the other hand, due to the large size of the mirrored sliding plate and the low friction coefficient of the sliding surface, the friction coefficient of the mirrored sliding plate is required to be ≤0.015. If the mirrored sliding plate is placed at the bottom, it will be contaminated by dust during construction or long-term use, resulting in an increased friction coefficient and affecting the seismic isolation effect. If the mirrored sliding plate is placed upside down on the vibration isolator, the surface finish and friction coefficient of the mirrored sliding plate are not affected. In other words, the mirrored sliding plate should be located on the top surface of the sliding table.

[0039] Existing spring isolation bearings are either not equipped with dampers or are fully equipped with dampers before leaving the factory, resulting in over-damping or under-damping, making it impossible to accurately control structural vibration. In this invention, the sliding spring isolation bearing uses an additional damper installation method. Dampers are added as needed based on the results of the fourth on-site vibration test, effectively addressing specific vibration issues and achieving a shock absorption effect.

[0040] The additional damper boasts excellent durability. The ZA-N series viscous fluid is used in the oil tank of the additional damper. Based on the principles of non-Newtonian fluid mechanics, the ZA-N series viscous fluid is colorless to white, odorless, and non-toxic. It is a typical saturated linear polymer with excellent chemical stability, excellent durability, and excellent resistance to weathering, heat, light, and ozone degradation at room temperature. The additional damper can be directly fixed with bolts, making it easy to replace and install. It can be configured based on structural vibration monitoring and simulation results. Typical viscous dampers are either cylinder-piston type (where the viscous fluid reciprocates within the piston cylinder to generate damping force) or shear type (where the damper uses an insert plate within the oil tank to shear the viscous fluid to provide damping force), making them unsuitable for use in conjunction with vibration isolators. This project improves the damping device based on the operating mechanism of the isolation system. The damping force is generated through the upward and downward interaction between the spherical end and the viscous fluid, thereby providing an additional damping ratio for the structure.

[0041] All boot-cap isolation bearings absorb horizontal vibrations. In addition to the vibration-damping rubber pads installed on the structure, a gap is maintained between the boot cap cover and the upper bearing plate. The first temporary fixing support ensures this gap. This first temporary fixing support is factory-installed, eliminating the need for on-site adjustment of the boot cap's levelness and elevation. This facilitates on-site hoisting and installation of the boot-cap isolation bearing, significantly increasing on-site installation efficiency.

[0042] The first temporary fixing support and the second temporary fixing support are designed in structure and size, and have a simple structure and are easy to install and disassemble.

[0043] The sliding spring isolation bearing is installed on the lower pier positioning plate covered with a rubber pad by bolts. Rubber sleeves and rubber pads are set on the bolts to further isolate the transmission rate of noise and vibration along the metal components.

[0044] The spring seat of the sliding spring isolation bearing is pre-stressed during the processing and manufacturing stage, thereby ensuring that the sliding spring isolation bearing does not need to be unloaded on a large scale after installation, ensuring that the stiffness of the sliding spring isolation bearing does not change.

[0045] In order to ensure that the boot-cap type vibration isolation support does not bear vertical load when the sliding spring vibration isolation support enters the working state, that is, the gap between the boot-cap buckle cover and the upper support plate cannot be closed, it is necessary to check one by one whether the nut at the top of the pull rod is loose or whether there is a gap in the gasket. If the nut is not loose or the gasket has no gap, the sliding spring vibration isolation support should be unloaded. Since the preload of the sliding spring vibration isolation support is obtained through rigorous calculation, F 活 Therefore, there is no need to unload all the sliding spring vibration isolation supports. It is only necessary to unload the sliding spring vibration isolation supports that cannot work normally.

[0046] During the construction process, five site vibration tests were conducted. Based on the actual measured data, the damping of the sliding spring isolation bearing was adjusted by adding dampers to provide precise damping for the entire building structure, ensuring that the on-site vibration control achieved the best effect.

[0047] Because the sliding spring isolation bearing uses a tie rod to limit the spring seat, vertical compression of the spring seat has no effect, limiting only the tension of the spring seat. If the spring seat is under-compressed on-site, meaning the actual support load of the sliding spring isolation bearing does not reach the working load, simply loosen the nut. If individual sliding spring isolation bearings are over-compressed on-site, meaning the actual support load exceeds the working load, the sliding spring isolation bearing can self-adjust. BRIEF DESCRIPTION OF THE DRAWINGS

[0048] Figure 1A schematic diagram of a building structure with a parallel three-dimensional seismic isolation system according to the present invention;

[0049] Figure 2 This is a three-dimensional seismic isolation layout diagram of the present invention;

[0050] Figure 3 It is a partial layout diagram of the present invention;

[0051] Figure 4 This is a cross-sectional view of the boot-hat type seismic isolation support structure of the present invention;

[0052] Figure 5 This is a cross-sectional view of the sliding spring vibration isolation support of the present invention;

[0053] Figure 6 This is an axonometric view of the sliding spring vibration isolation support of the present invention;

[0054] Figure 7 This is a partial enlarged schematic diagram of A of the present invention;

[0055] Figure 8 This is a schematic diagram of the L-shaped buckle structure of the present invention;

[0056] Figure 9 This is a schematic diagram of the structure of the additional damper of the present invention;

[0057] In the figure: 0, seismic isolation layer; 1, upper structure; 2, lower foundation; 3, boot-type seismic isolation bearing; 4, sliding spring seismic isolation bearing; 5, first temporary fixed support; 6, second temporary fixed support; 7, seismic isolation layer top plate; 8, additional damper; 30, boot-type buckle cover; 31, vibration-damping rubber pad; 32, stiffening plate; 33, upper support plate; 35, rubber laminate; 36, lower support; 37, anti-pullout bolt; 38, lead core; 40, spring seat; 4 2. Sliding table; 43. Mirror sliding plate; 50. L-shaped clip; 51. Tensile bolt; 60. Diagonal support rod; 61. Connecting block; 62. Fixing bolt; 63. Torque balance point; 70. Keel; 80. Telescopic plug; 81. Additional damper base; 82. Spherical end; 400. Spring; 401. Elastic shell; 402. Pull rod; 403. Upper stiffening plate; 404. Lower stiffening plate; 405. Nut; 700. Crossbeam. DETAILED DESCRIPTION

[0058] The present invention will be further described below with reference to the accompanying drawings:

[0059] like Figures 1 to 9 A building structure with a parallel three-dimensional seismic isolation system is shown, comprising the following steps:

[0060] Step 1: Determine the three-dimensional seismic isolation layout diagram: An isolation layer 0 is constructed between the upper building 1 and the lower foundation 2. The isolation layer 0 is a spatial three-dimensional seismic isolation system formed by multiple boot-type seismic isolation supports 3, multiple sliding spring seismic isolation supports 4, and a seismic isolation layer top plate 7. The seismic isolation layer top plate 7 is a concrete casting layer including a keel 70. Multiple boot-type seismic isolation supports 3 are connected between the upper building 1 and the keel 70 to absorb horizontal seismic vibrations. Multiple sliding spring seismic isolation supports 4 are arranged around each boot-type seismic isolation support 3 to absorb vertical vibrations.

[0061] Step 2: First detection of site vibration;

[0062] Step 3: Foundation pit construction: excavate the foundation pit and construct the foundation raft slab in the foundation pit;

[0063] Step 4: Second site vibration test;

[0064] Step 5: Construction of lower foundation 2: Hoist the steel beam and tie the steel bars in the foundation pit. Set the lower pier positioning plate on the tied steel bar layer according to the vibration dual control layout diagram. Tie the lower pier steel bars between the lower pier positioning plate and the steel bar layer. Pour concrete to the top of the steel beam. Remove the foundation pit support and pour the lower pier. After the lower pier is poured, protect it from immersion and then remove the support around the foundation pit.

[0065] The construction of the lower pier is as follows:

[0066] Weld four short steel bars on the top surface of the lower embedded parts of the steel bar layer in advance. The diameter should not be less than 10mm. The top elevation of the short steel bars is the design elevation of the bottom of the lower embedded parts. Note that the top surface of the short steel bars must be cut flat. Use a level ruler to check whether the four short steel bars are flat. Place the lower pier positioning plate on the top surface of the four short steel bars. Use a level ruler to check the levelness of the lower pier positioning plate again. Only after it is qualified can the next step of construction be carried out. If there is a large deviation in the levelness, it should be checked and corrected to meet the requirements.

[0067] The center line of the lower pier positioning plate coincides with the center line of the lower installation position in the plane, and there is no eccentricity of the positioning plate. Before installation, the center line of the lower pier positioning plate is popped out, and the center line of the installation area is determined by using a cross engineering line or an infrared instrument. The lower pier positioning plate is placed on the short steel bar surface, and the position of the lower pier positioning plate is adjusted. The plane position of the lower pier positioning plate can be determined by aligning the cross center line on the lower pier positioning plate with the hung cross engineering line.

[0068] Use a spirit level to check the diagonal levelness of the lower pier positioning plate, and the bubble of the spirit level should be in the middle;

[0069] After the centerline and elevation of the lower pier positioning plate meet the requirements, insert the lower pier steel bars one by one into the steel bar layer and connect and fix them with the lower pier positioning plate with bolts. After fixing, check, re-measure and record the elevation, axis and horizontality of the lower pier positioning plate;

[0070] Check whether the top surface of the lower pier reinforcement is flush with the positioning plate and whether the anchor bars are vertical. If qualified, use short steel bars to spot weld the upper and lower points of the steel bar layer to firmly fix them.

[0071] Check the specifications, models and positions of the positioning plates and lower pier steel bars one by one to see if they are in compliance with the design drawings. If they are qualified, conceal them.

[0072] The specific method of protecting the lower pier from immersion is to stuff butter and cotton into the bolt holes on the lower pier to prevent the mortar from seeping into the bolt holes, and to cover the surface of the lower pier with anti-mud plates to protect the surface of the lower pier from contamination.

[0073] Step 6: Third site vibration test;

[0074] Step 7. Preparation before installation: Install the first temporary fixed support 5 on the boot-type isolation support 3; preload the sliding spring isolation support 4 before leaving the factory and lock the spring seat 40 as a whole through the pull rod 402; check the processing quality of the boot-type isolation support 3 and the sliding spring isolation support 4, and check the horizontality of the lower pier positioning plate;

[0075] The first temporary fixing support 5 is provided between the upper support plate 33 and the boot cap buckle cover 30. The first temporary fixing support 5 includes a plurality of L-shaped clips 50, each made of L-shaped angle steel and having a U-shaped groove on the bottom surface. The L-shaped clips 50 are detachably mounted on the bottom of the upper support plate 33 via tension bolts 51, and the top side surfaces of the L-shaped clips 50 are supported on the bottom of the boot cap buckle cover 30, so that the upper support plate 33 and the boot cap buckle cover 30 are at the maximum distance.

[0076] The selection of the tensile bolt 51 is based on:

[0077] ,

[0078] and ,

[0079] Where, f 1 is the designed tensile bearing capacity of the tensile bolt 51; G is the concrete bulk density; h 1 is the beam height of 700; b 1 is the beam width of 700; L 1 is the span of the beam 700; h 2 is the thickness of the floor slab of the superstructure; b 2 is the floor width of the superstructure; L2 is the floor span of the superstructure; n is the number of L-shaped buckles; F 2 is the load of a single construction worker; D 1 is the straight-line distance between the construction worker's standing position and the lead core axis; D 2 is the straight-line distance between the axis of the tension bolt 51 and the axis of the lead core; N The maximum number of construction workers who can stand;

[0080] Step 8: Install the boot-type seismic isolation bearing 3: Install the boot-type seismic isolation bearing 3 on the lower pier positioning plate according to the vibration and vibration dual control layout diagram;

[0081] The boot-cap type seismic isolation bearing 3 includes a boot-cap buckle cover 30, a vibration-damping rubber pad 31, a stiffening plate 32, an upper support plate 33, a rubber laminate 35, a lower support 36, and an anti-pull bolt 37. The lower support 36 is fixedly installed on the lower foundation 2. A lead core 38 is vertically installed at the center of the lower support 36. The rubber laminate 35 is sleeved on the lead core 38. The upper support plate 33 is installed on the top of the rubber laminate 35. A plurality of through holes are evenly arranged on the upper support plate 33. One end of the anti-pull bolt 37 passes through the through hole and is threadedly connected to the boot-cap buckle cover 30. The stiffening plate 32 and the vibration-damping rubber pad 31 are sequentially arranged between the upper support plate 33 and the boot-cap buckle cover 30 from bottom to top. The boot-cap buckle cover 30 is guided by a plurality of anti-pull bolts 37 and moves on the top of the upper support plate 33.

[0082] Step 9: Install the sliding spring vibration isolation support 4: first lay a rubber pad on the lower pier positioning plate, then install the sliding spring vibration isolation support 4 on the rubber pad, and then install the second temporary fixed support 6 on the sliding spring vibration isolation support 4;

[0083] The sliding spring vibration isolation support 4 includes a spring seat 40, a sliding table 42 and a mirror sliding plate 43. The spring seat 40 is installed on the lower foundation 2. The sliding table 42 is provided on the spring seat 40. The mirror sliding plate 43 is fixedly installed at the bottom of the keel frame 70. The sliding table 42 and the mirror sliding plate 43 are in contact and sliding contact with each other. The spring seat 40 includes multiple springs 400, an elastic shell 401, multiple pull rods 402, an upper stiffening plate 403 and a lower stiffening plate 404. The upper stiffening plate 403 is installed on the lower foundation 2. A plurality of springs 400 are connected between the middle of the upper stiffening plate 403 and the lower stiffening plate 404, and are limited and pulled by a plurality of tie rods 402 around them. An elastic shell 401 is provided between the upper stiffening plate 403 and the lower stiffening plate 404 and on the periphery of the plurality of tie rods 402. Threaded sections are provided at both ends of the tie rods 402. One end of the tie rod 402 is threadedly connected to the threaded hole of the lower stiffening plate 404. The other end of the tie rod 402 passes through the through hole of the upper stiffening plate 403 and is threadedly connected to a nut 405. A gasket is provided between the nut 405 and the upper stiffening plate 403.

[0084] The loading force F of the preloaded sliding spring vibration isolation support 4 satisfies:

[0085] ,

[0086] Where, F 恒 The constant load of the structure above the support borne by the sliding spring vibration isolation support 4. The constant load is also called permanent load, which mainly refers to the deadweight of the structure and the weight of the structural layer. It can be calculated by modeling with the commonly used structural design software PKPM or YJK based on the input material density and component size (volume, area, length, etc.);

[0087] F 活 The live load of the structure above the support borne by the sliding spring vibration isolation support 4, referred to as live load, also known as variable load, is the use or occupancy load caused by people, materials and vehicles, as well as the natural load generated by nature, applied to the structure. Specific types of live loads include but are not limited to industrial building floor live loads, civil building floor live loads, roof live loads, roof dust loads, vehicle loads, crane loads, wind loads, snow loads, ice loads, wave loads, etc., which can be modeled using the currently commonly used structural design software PKPM or YJK and input according to the standard values in the "Code for Building Structure Loads";

[0088] In order to prevent the mirror sliding plate 43 from being deformed during transportation and hoisting, the sliding spring vibration isolation support 4 is assembled into a whole with the spring seat 40 and the sliding table 42 before leaving the factory. The whole is first installed on the rubber pad, and then the mirror sliding plate 43 is placed on the whole, and then the second temporary fixed support 6 is installed;

[0089] The second temporary fixing support 6 is provided between the upper stiffening plate 403 and the mirror sliding plate 43; the second temporary fixing support 6 includes a plurality of oblique support rods 60, two connecting blocks 61 are provided in parallel at both ends of the oblique support rods 60, and the upper ends of the oblique support rods 60 are detachably mounted on the mirror sliding plate 43 and the lower ends are detachably mounted on the upper stiffening plate 403 by fixing bolts 62 at the connecting blocks 61;

[0090] The selection basis of the fixing bolt 62 is:

[0091] ,

[0092] Where, f 2 is the designed tensile bearing capacity of the fixing bolt 62; F 2 is the load of a single construction worker; N The maximum number of construction workers who can stand; U 1 is the distance between the fixing bolt 62 installed at the upper end of the oblique support rod and the torque balance point 63; U2 is the distance between the fixing bolt 62 installed at the lower end of the oblique support rod and the torque balance point 63; the torque balance point 63 is the midpoint of the connection between the lower end of the oblique support rod 60 and the connecting block 61, which is in direct contact with the upper stiffening plate 403;

[0093] Step 10: Construction of the seismic isolation layer top plate 7: First, install the keel frame 70 on the top of the boot-cap type seismic isolation support 3 and the sliding spring isolation support 4 and tie the steel bars, then pour concrete in sections to complete the construction of the seismic isolation layer top plate 7;

[0094] Step 11: Remove the first temporary fixed support 5;

[0095] Step 12: Construct the superstructure 1: Construct the superstructure 1 structure based on the seismic isolation layer top plate 7, and observe the deformation of the boot-cap type seismic isolation bearing 3 and the sliding spring isolation bearing 4 in real time during the construction of the superstructure 1;

[0096] The keel frame 70 is composed of a plurality of horizontal and vertical staggered beams 700. A boot-type vibration isolation support 3 is provided at the center of the horizontal and vertical staggered positions of the beams 700. Two or more sliding spring vibration isolation supports 4 are provided around the boot-type vibration isolation support 3.

[0097] Step 13: Remove the second temporary fixed support 6;

[0098] Step 14: Unloading the sliding spring vibration isolation supports 4: After the upper structure 1 is capped and the secondary masonry is completed, check the sliding spring vibration isolation supports 4 one by one in order from the smaller tonnage to the larger tonnage to see if the nut 405 at the top of the tie rod 402 is loose or if there is a gap in the gasket;

[0099] If there is looseness or gap, it means that the sliding spring vibration isolation support 4 has entered a normal working state and does not need to be unloaded;

[0100] If there is no looseness or gap, it indicates that the sliding spring vibration isolation support 4 needs to be unloaded, specifically by loosening the nut 405;

[0101] Step 15: Fourth site vibration test;

[0102] Step 16: Installation of additional damper: According to the fourth site vibration test results, install the additional damper on the sliding spring vibration isolation support 4.

[0103] The additional damper is installed between the lower stiffening plate 404 and the upper stiffening plate 403. The additional damper base is installed on the lower stiffening plate 404. The telescopic plug on the top of the additional damper is connected to the upper stiffening plate 403. The bottom of the telescopic plug is a spherical end that can be telescopically inserted into the oil tank of the additional damper base. The oil tank is filled with viscous fluid.

[0104] Step 17: Fifth site vibration test.

[0105] The above embodiments are merely some explanations of the concept and implementation of the present invention, and are not intended to limit the same. Under the concept of the present invention, technical solutions that have not been substantially changed are still within the scope of protection.

Claims

1. A construction method for a building structure with a parallel three-dimensional seismic isolation system, characterized in that: The following steps are involved: Step 1: Determine the three-dimensional seismic isolation layout diagram: construct a seismic isolation layer (0) between the upper building (1) and the lower foundation (2), and the seismic isolation layer (0) is a spatial three-dimensional seismic isolation system formed by a plurality of boot-cap type seismic isolation supports (3), a plurality of sliding spring seismic isolation supports (4) and a seismic isolation layer top plate (7); Step 2: First detection of site vibration; Step 3: Foundation pit construction: excavate the foundation pit and construct the foundation raft slab in the foundation pit; Step 4: Second site vibration test; Step 5, construction of lower foundation (2): hoist the steel beam and tie the steel bars in the foundation pit, support the lower pier positioning plate on the tied steel bar layer according to the vibration dual control layout diagram, then tie the lower pier steel bars between the lower pier positioning plate and the steel bar layer, pour concrete to the top of the steel beam, and then remove the foundation pit support to cast the lower pier; Step 6: Third site vibration test; Step 7, preparation before installation: install the first temporary fixed support (5) on the boot-cap type vibration isolation support (3); the sliding spring vibration isolation support (4) is pre-loaded before leaving the factory and the spring seat (40) is locked as a whole through the pull rod (402); Step 8, installing the boot-type seismic isolation bearing (3): Install the boot-type seismic isolation bearing (3) on the lower pier positioning plate with reference to the vibration dual control layout diagram; Step nine, installing the sliding spring vibration isolation support (4) and installing a second temporary fixed support (6) on the sliding spring vibration isolation support (4); Step 10: construct the top plate of the seismic isolation layer (7); Step 11: Remove the first temporary fixed support (5); Step 12, constructing the superstructure (1): constructing the superstructure (1) structure based on the top plate of the seismic isolation layer (7), and observing the deformation of the boot-cap type seismic isolation support (3) and the sliding spring seismic isolation support (4) in real time during the construction process of the superstructure (1); Step 13: Remove the second temporary fixed support (6); Step 14: Unloading the sliding spring vibration isolation support (4); Step 15: Fourth site vibration test; Step 16, additional damper installation: according to the fourth site vibration test results, the additional damper is installed on the sliding spring vibration isolation support (4); Step 17: Fifth site vibration test.

2. The method for constructing a building structure with a parallel three-dimensional seismic isolation system according to claim 1, characterized in that: The top plate (7) of the seismic isolation layer is a concrete casting layer, including a skeleton frame (70), and is connected between the upper building (1) and the skeleton frame (70) through multiple boot-cap type seismic isolation supports (3) to absorb horizontal ground vibrations. Multiple sliding spring seismic isolation supports (4) are arranged around each boot-cap type seismic isolation support (3) to absorb vertical vibrations.

3. The method for constructing a building structure with a parallel three-dimensional seismic isolation system according to claim 1, characterized in that: In the step seven, the first temporary fixing support (5) is arranged between the upper support plate (33) of the boot-cap type seismic isolation support (3) and the boot-cap buckle cover (30); the L-shaped buckle (50) of the first temporary fixing support (5) is detachably mounted on the bottom of the upper support plate (33) via a tension bolt (51), and the top of the side of the L-shaped buckle (50) is supported on the bottom of the boot-cap buckle cover (30), so that the upper support plate (33) and the boot-cap buckle cover (30) are in a maximum spacing state.

4. The method for constructing a building structure with a parallel three-dimensional seismic isolation system according to claim 1, characterized in that: In step seven, the loading force F of the pre-loaded sliding spring vibration isolation support (4) satisfies: ， Where, F 恒 F is the constant load of the structure above the support borne by the sliding spring vibration isolation support (4); 活 It is the live load of the structure above the support borne by the sliding spring vibration isolation support (4).

5. The method for constructing a building structure with a parallel three-dimensional seismic isolation system according to claim 1, characterized in that: In step nine, a rubber pad is first laid on the lower pier positioning plate, and then a sliding spring vibration isolation support (4) is installed above the rubber pad.

6. The method for constructing a building structure with a parallel three-dimensional seismic isolation system according to claim 1 or 5, characterized in that: In step nine, the second temporary fixed support (6) is arranged between the upper stiffening plate (403) and the mirror sliding plate (43) of the sliding spring vibration isolation support (4); two connecting blocks (61) are arranged in parallel at both ends of the oblique support rod (60) of the second temporary fixed support (6), and the upper end of the oblique support rod (60) is detachably mounted on the mirror sliding plate (43) and the lower end is detachably mounted on the upper stiffening plate (403) by fixing bolts (62) at the connecting blocks (61).

7. The method for constructing a building structure with a parallel three-dimensional seismic isolation system according to claim 2, characterized in that: In the step 10, a keel frame (70) is first installed on the top of the boot-cap type vibration isolation support (3) and the sliding spring vibration isolation support (4) and steel bars are tied, and then concrete is poured in sections to complete the construction of the vibration isolation layer top plate (7).

8. The method for constructing a building structure with a parallel three-dimensional seismic isolation system according to claim 1, characterized in that: In the above-mentioned step fourteen, after the upper structure (1) is capped and the secondary masonry is completed, the nuts (405) at the top of the pull rods (402) are checked one by one in order from the small-tonnage sliding spring vibration isolation supports (4) to the large-tonnage sliding spring vibration isolation supports (4) to see if they are loose or if there is a gap in the gasket; if there is any looseness or gap, it indicates that the sliding spring vibration isolation supports (4) have entered a normal working state and do not need to be unloaded; if there is no looseness or gap, it indicates that the sliding spring vibration isolation supports (4) need to be unloaded.

9. The method for constructing a building structure with a parallel three-dimensional seismic isolation system according to claim 1 or 8, characterized in that: In the step fourteen, the unloading of the sliding spring vibration isolation support (4) is specifically performed by loosening the nut (405).

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