Construction method of building structure with parallel three-dimensional shock insulation system

Abstract

The invention discloses a construction method of a building structure with a parallel three-dimensional seismic isolation system. The construction method comprises the following steps that firstly, a three-dimensional seismic isolation arrangement diagram is determined; step 2, first detection of field vibration; thirdly, foundation pit construction is conducted; step 4, carrying out secondary detection on site vibration; fifthly, a lower foundation is constructed; step 6, carrying out third-time detection on field vibration; 7, preparation before installation; eighthly, a boot cap type shock insulation support is installed; ninthly, a sliding type spring vibration isolation support is installed, and a second temporary fixing support is installed on the sliding type spring vibration isolation support; tenthly, a shock insulation layer top plate is constructed; eleventhly, the first temporary fixing support is dismantled; 12, constructing an upper building; thirteenthly, the second temporary fixing support is dismantled; (14) the sliding type spring vibration isolation support is unloaded; step 15, carrying out fourth detection on field vibration; and sixthly, an additional damper is installed. The method can guide the construction of buildings with the requirements of the parallel three-dimensional seismic isolation system.

Description

Technical Field

[0001] The 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 song and dance theater project is adjacent to the urban rail transit line, so environmental vibration and noise control have become issues that must be addressed in the design of the song and dance theater project. The use of spring isolators is an important means of controlling vertical vibration. Since the horizontal limit deformation allowed by the spring isolator is very small, generally only 20 to 30 mm, when the horizontal limit deformation is exceeded, the vertical bearing capacity of the spring is sharply reduced. Controlling the horizontal deformation of the spring isolator not to exceed the limit value is a crucial factor in engineering safety.

[0003] When designing the song and dance theater project, it is taken into consideration that an earthquake will cause a large horizontal deformation of the song and dance theater project. When spring isolators are used to reduce the vertical vibration of the song and dance theater, viscous dampers are also required to be set 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] Since the spring isolator allows a small horizontal displacement, a large-tonnage viscous damper is required to limit the displacement of the isolation layer to the position limit allowed by the spring isolator. Large-tonnage viscous dampers are not only expensive, but also have large internal forces in the components at the connection and complex connection structures. Since the displacement of the isolation layer is limited to a small range by the viscous damper, the horizontal equivalent stiffness of the isolation layer is large and cannot effectively reduce the seismic effect transmitted to the upper building. The isolation effect is poor and it is difficult to achieve the goal of dual isolation of vertical vibration and horizontal earthquake.

[0005] In order 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 double 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 needs to be temporarily fixed before the construction of the building structure with the parallel three-dimensional seismic isolation system can 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 cap buckle cover and the installation accuracy of the mirror sliding plate, affecting 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: A construction method for a building structure with a parallel three-dimensional seismic isolation system comprises the following steps: Step 1: Determine the three-dimensional seismic isolation layout diagram: An isolation layer is constructed between the upper building and the lower foundation. The isolation layer is a spatial three-dimensional seismic isolation system formed by multiple boot-cap type seismic isolation bearings, multiple sliding spring isolation bearings and the top plate of the seismic isolation layer; 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: 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 pour the lower pier; Step 6: Third site vibration test; 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 preloaded before leaving the factory and the spring seat is locked as a whole by a pull rod; Step 8: Install the boot-hat type seismic isolation bearing: Install the boot-hat type seismic isolation bearing on the lower pier positioning plate according to the layout diagram of the dual control of vibration and seismic; Step 9: Install the sliding spring vibration isolation support and install a second temporary fixed support on the sliding spring vibration isolation support; Step 10: construct the top plate of the seismic isolation layer; Step 11: Removal of the first temporary fixed support; Step 12: construct the upper structure: construct the upper structure 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 seismic isolation bearing in real time during the construction of the upper structure; Step 13: dismantle the second temporary fixed support; Step 14: Unloading the sliding spring vibration isolation support; Step 15: Fourth site vibration test; 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; Step 17: Fifth site vibration test.

[0008] Preferably, the top plate of the seismic isolation layer is a concrete casting layer, including a keel frame, and the lower building and the keel frame are connected by multiple boot-hat type seismic isolation bearings to absorb horizontal ground vibrations. Multiple sliding spring seismic isolation bearings are arranged around each boot-hat type seismic isolation bearing to absorb vertical vibrations.

[0009] Preferably, in step seven, a 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 buckle of the first temporary support is detachably mounted on the bottom of the upper support plate by means of tension bolts, and the top side surface of the L-shaped buckle 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 a maximum spacing state.

[0010] Preferably, in step seven, the loading force F of the pre-loading of the sliding spring vibration isolation support satisfies: , In the formula, 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.

[0011] Preferably, in step nine, a rubber pad is first laid on the lower pier positioning plate, and then a sliding spring vibration isolation bearing is installed above the rubber pad.

[0012] 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.

[0013] Preferably, in step ten, a keel frame is first installed on the top of the boot-cap type isolation bearing and the sliding spring isolation bearing and steel bars are tied, and then concrete is poured in sections to complete the construction of the isolation layer top plate.

[0014] Preferably, in step fourteen, after the secondary masonry of the upper building 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 bearings to large-tonnage sliding spring vibration isolation bearings 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 bearing 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 bearing needs to be unloaded.

[0015] Preferably, in the step fourteen, the unloading of the sliding spring vibration isolation support is specifically to loosen the nut.

[0016] In the present invention, an isolation layer composed of a plurality of boot-cap type isolation bearings and a plurality of sliding spring isolation bearings 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.

[0017] The existing spring vibration isolation bearing 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 bearing 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 bearing 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 bias of the construction load during the construction process, thereby protecting the sliding spring vibration isolation bearing.

[0018] 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-operation, before the lower pier is poured with concrete, it is inevitable that the operator will step on or place heavy objects on the lower pier positioning plate. 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 minimized. On the other hand, due to the large size of the mirror sliding plate and the low friction coefficient of the sliding surface, the friction coefficient of the mirror sliding plate is required to be ≤0.015. If the mirror sliding plate is at the bottom, it will be polluted by dust during construction or long-term use, resulting in an increase in the friction coefficient and affecting the seismic isolation effect. If the mirror sliding plate is placed upside down on the vibration isolator, the smoothness and friction coefficient of the mirror sliding plate will not be affected. That is, the mirror sliding plate should be located on the top surface of the sliding table.

[0019] Existing spring isolation bearings are not equipped with dampers or are fully equipped with dampers before leaving the factory, which may result in over-damping or under-damping, and cannot achieve accurate control of structural vibration. In the present invention, the sliding spring isolation bearing adopts an installation method of additional dampers, and dampers are installed as needed according to the fourth on-site vibration test results, so as to solve specific vibration problems in a targeted manner and effectively achieve shock absorption effects.

[0020] The additional damper has good durability. The ZA-N series viscous fluid is used in the oil tank of the additional damper. The physical and chemical characteristics of the ZA-N series viscous fluid are based on the principle of non-Newtonian fluid mechanics. It is colorless to white, odorless, non-toxic, and a typical saturated linear polymer with ideal chemical stability, excellent durability, excellent weather resistance at room temperature, heat resistance, light resistance, and ozone aging resistance. The additional damper can be directly fixed by bolts, which is easy to replace and install, and can be configured according to the results of structural vibration monitoring and simulation. Generally, the viscous damper is a cylinder piston type (the viscous fluid reciprocates in the piston cylinder to generate damping force) or a shear type (the damper provides damping force by shearing the viscous fluid through the insert plate in the oil tank), which is not suitable for use in combination with vibration isolators. This project improves the damping device based on the operating mechanism of the seismic isolation system, and provides damping force through the interaction between the spherical end and the viscous fluid, thereby providing an additional damping ratio for the structure.

[0021] The boot-cap type seismic isolation bearings all have the function of absorbing horizontal vibrations. In addition to the vibration-damping rubber pads set on the structure, there is also a gap between the boot-cap buckle cover and the upper support plate. The first temporary fixed support ensures the gap between the boot-cap buckle cover and the upper support plate. The first temporary fixed support is transferred and completed before leaving the factory. There is no need to adjust the horizontality and elevation of the boot-cap on site, which facilitates the on-site hoisting and construction and installation of the boot-cap type seismic isolation bearing, greatly increasing the on-site installation efficiency.

[0022] The first temporary fixing support and the second temporary fixing support are designed in structure and size, and the structure is simple and easy to install and disassemble.

[0023] The sliding spring isolation bearing is installed on the lower pier positioning plate covered with a rubber pad by bolts, and rubber sleeves and rubber pads are arranged on the bolts to further isolate the transmission rate of noise and vibration along the metal components.

[0024] 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 over a large area after installation, ensuring that the stiffness of the sliding spring isolation bearing does not change.

[0025] In order to ensure that the boot-cap type vibration isolation bearing does not bear vertical load when the sliding spring vibration isolation bearing enters the working state, that is, the gap between the boot-cap buckle cover and the upper bearing 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 bearing should be unloaded. Since the preload of the sliding spring vibration isolation bearing 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.

[0026] During the construction process, five site vibration tests were carried out. Based on the actual measured data on site, the damping of the sliding spring isolation bearing was adjusted by adding dampers to provide precise damping for the entire building structure and ensure that the on-site vibration control achieved the best effect.

[0027] Since the sliding spring vibration isolation support uses a pull rod to limit the spring seat, the vertical compression of the spring seat has no effect, and only limits the tension of the spring seat. If the spring seat is under-pressurized on site, that is, the actual support load of the sliding spring vibration isolation support does not reach the working load, you only need to loosen the nut. If some sliding spring vibration isolation supports are over-pressurized on site, that is, the actual support load of the sliding spring vibration isolation support exceeds the working load, the sliding spring vibration isolation support can be self-adjusted. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 A schematic diagram of a building structure with a parallel three-dimensional seismic isolation system according to the present invention; Figure 2 It is the three-dimensional seismic isolation arrangement diagram of the present invention; Figure 3 It is a partial layout diagram of the present invention; Figure 4 It is a cross-sectional view of the boot-hat type seismic isolation support structure of the present invention; Figure 5 It is a cutaway view of the sliding spring vibration isolation support of the present invention; Figure 6 This is an axonometric view of the sliding spring vibration isolation support of the present invention; Figure 7 It is a partial enlarged schematic diagram of A of the present invention; Figure 8 This is a schematic diagram of the L-shaped buckle structure of the present invention; Fig. 9 This is a schematic diagram of the structure of the additional damper of the present invention; In the figure: 0, seismic isolation layer; 1, upper building; 2, lower foundation; 3, boot-hat 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-hat buckle cover; 31, vibration-damping rubber pad; 32, stiffening plate; 33, upper bearing plate; 35, rubber laminate; 36, lower bearing; 37, anti-pullout bolt; 38, lead core; 40, spring seat; 4 2. Sliding table; 43. Mirror sliding plate; 50. L-shaped buckle; 51. Tensile bolt; 60. Oblique 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

[0029] The present invention will be further described below in conjunction with the accompanying drawings: like Figures 1 to 9 A building structure with a parallel three-dimensional seismic isolation system is shown, comprising the following steps: 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-hat type seismic isolation bearings 3, multiple sliding spring seismic isolation bearings 4 and a seismic isolation layer top plate 7. The seismic isolation layer top plate 7 is a concrete casting layer, including a keel frame 70. The lower building 1 and the keel frame 70 are connected by multiple boot-hat type seismic isolation bearings 3 to absorb horizontal ground vibrations. Multiple sliding spring seismic isolation bearings 4 are arranged around each boot-hat type seismic isolation bearing 3 to absorb vertical vibrations. 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, then remove the foundation pit support and pour the lower pier; after the lower pier is poured, protect the lower pier from immersion, and then remove the support around the foundation pit; The construction of the lower pier is as follows: 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. 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 cross center line on the lower pier positioning plate coincides with the hung cross engineering line to determine the plane position of the lower pier positioning plate. Use a level to check the diagonal levelness of the lower pier positioning plate, and the bubble of the level should be in the middle; After the centerline and elevation of the lower pier positioning plate meet the requirements, the lower pier steel bars are inserted into the steel bar layer one by one, and connected and fixed with the lower pier positioning plate with bolts. After fixing, the elevation, axis and horizontality of the lower pier positioning plate are checked, re-measured and recorded; 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 fix them firmly.

[0030] Check the specifications, models and positions of the positioning plates and lower pier steel bar components one by one to see if they are in accordance with the design drawings, and conceal them if they are qualified; The protection of the lower pier from immersion is as follows: butter and cotton are stuffed into the bolt holes on the lower pier to ensure that the mortar does not penetrate into the bolt holes, and a mud-proof board is covered on the surface of the lower pier to protect the surface of the lower pier from contamination; Step 6: Third site vibration test; Step 7, preparation before installation: install the first temporary fixed support 5 on the boot-type isolation support 3; the sliding spring isolation support 4 is preloaded and loaded before leaving the factory, and the spring seat 40 is locked as a whole through the pull rod 402, and the processing quality of the boot-type isolation support 3 and the sliding spring isolation support 4 is tested, and the horizontality of the lower pier positioning plate is tested; The first temporary fixing support 5 is arranged between the upper support plate 33 and the boot cap buckle cover 30; the first temporary support 5 comprises a plurality of L-shaped buckles 50, the L-shaped buckles 50 are made of L-shaped angle steel and are provided with U-shaped grooves on the bottom surface; the L-shaped buckles 50 are detachably mounted on the bottom of the upper support plate 33 by means of tension bolts 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; The selection basis of the tensile bolt 51 is: , and , In the formula, 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 floor thickness of the superstructure; b 2 is the floor width of the superstructure; L 2 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; D2 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; Step 8: Install the boot-hat type seismic isolation bearing 3: Install the boot-hat type seismic isolation bearing 3 on the lower pier positioning plate according to the vibration dual control layout diagram; The boot-cap type seismic isolation bearing 3 comprises a boot-cap buckle cover 30, a vibration-damping rubber pad 31, a stiffening plate 32, an upper bearing plate 33, a rubber laminate 35, a lower bearing 36, and an anti-pullout bolt 37. The lower bearing 36 is fixedly installed on the lower foundation 2. A lead core 38 is vertically installed at the center of the lower bearing 36. A rubber laminate 35 is sleeved on the lead core 38. An upper bearing plate 33 is installed on the top of the rubber laminate 35. A plurality of through holes are evenly arranged on the upper bearing plate 33. One end of the anti-pullout bolt 37 passes through the through hole and is threadedly connected to the boot-cap buckle cover 30. A stiffening plate 32 and a vibration-damping rubber pad 31 are sequentially arranged from bottom to top between the upper bearing plate 33 and the boot-cap buckle cover 30. The boot-cap buckle cover 30 is guided by a plurality of anti-pullout bolts 37 and moves on the top of the upper bearing plate 33. Step nine, installing 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 layer, and then install the second temporary fixed support 6 on the sliding spring vibration isolation support 4; 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. The spring seat 40 includes a plurality of springs 400, an elastic shell 401, a plurality of 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 limitedly pulled by a plurality of tie rods 402 around them. An elastic shell 401 is arranged between the upper stiffening plate 403 and the lower stiffening plate 404 and outside the plurality of tie rods 402. Threaded sections are arranged 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 arranged between the nut 405 and the upper stiffening plate 403. The loading force F of the preloaded sliding spring vibration isolation support 4 satisfies: , In the formula, F 恒It is 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 according to the input material bulk density and component size (volume, area, length, etc.); 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 and the natural load generated by nature imposed on the structure. The 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 through the currently commonly used structural design software PKPM or YJK, and input according to the standard values ​​in the "Code for Loads on Building Structures"; 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 when it leaves the factory, and the whole is first installed on the rubber cushion layer, and then the mirror sliding plate 43 is placed on the whole, and then the second temporary fixed support 6 is installed; The second temporary fixed support 6 is arranged between the upper stiffening plate 403 and the mirror sliding plate 43; the second temporary fixed support 6 comprises a plurality of oblique support rods 60, two connecting blocks 61 are arranged 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; The selection basis of the fixing bolt 62 is: , In the formula, 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 inclined support rod and the torque balance point 63; U 2 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, and this point is in direct contact with the upper stiffening plate 403; Step 10, constructing the top plate 7 of the seismic isolation layer: firstly, installing the keel frame 70 on the top of the boot-cap type seismic isolation support 3 and the sliding spring seismic isolation support 4 and tying the steel bars, and then pouring concrete in sections to complete the construction of the top plate 7 of the seismic isolation layer; Step 11: removing the first temporary fixed support 5; Step 12, constructing the superstructure 1: constructing the superstructure 1 structure based on the top plate 7 of the seismic isolation layer, and observing the deformation of the boot-cap type seismic isolation bearing 3 and the sliding spring seismic isolation bearing 4 in real time during the construction of the superstructure 1; The keel frame 70 is composed of a plurality of horizontal and vertical staggered beams 700, a boot-hat type vibration isolation support 3 is arranged at the center of the horizontal and vertical staggered positions of the beams 700, and two or more sliding spring vibration isolation supports 4 are arranged around the boot-hat type vibration isolation support 3; Step 13: dismantle the second temporary fixed support 6; Step 14, unloading the sliding spring vibration isolation support 4: After the upper structure 1 is capped and the secondary masonry is completed, check whether the nut 405 at the top of the pull rod 402 is loose or whether there is a gap in the gasket in order from the small-tonnage sliding spring vibration isolation support 4 to the large-tonnage sliding spring vibration isolation support 4; If there is looseness or gap, it indicates that the sliding spring vibration isolation support 4 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 4 needs to be unloaded, specifically by loosening the nut 405; Step 15: Fourth site vibration test; Step 16: Installation of additional damper: According to the fourth site vibration test result, an additional damper is installed on the sliding spring vibration isolation support 4.

[0031] 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, the spherical end can be telescopically inserted into the oil groove of the additional damper base, and the oil groove is filled with viscous liquid; Step 17: Fifth site vibration test.

[0032] The above embodiments are only some illustrations 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, determining a three-dimensional seismic isolation layout diagram: constructing a seismic isolation layer (0) between the upper building (1) and the lower foundation (2), the seismic isolation layer (0) being 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 preloaded before leaving the factory and the spring seat (40) is locked as a whole by the pull rod (402); Step 8: Install the boot-hat type seismic isolation bearing (3): Install the boot-hat 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: constructing the top plate of the seismic isolation layer (7); Step 11: removing 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 bearing (3) and the sliding spring seismic isolation bearing (4) in real time during the construction of the superstructure (1); Step 13: dismantling the second temporary fixed support (6); Step 14: Unloading the sliding spring vibration isolation support (4); Step 15: Fourth site vibration test; Step 16: Install additional damper: According to the fourth site vibration test result, install additional damper 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 lower building (1) and the skeleton frame (70) via a plurality of boot-hat type seismic isolation supports (3) to absorb horizontal ground vibrations, and a plurality of sliding spring seismic isolation supports (4) are arranged around each boot-hat 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 fixed 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 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-loading of the sliding spring vibration isolation support (4) satisfies: ， In the formula, 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 the 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 fourteenth step, 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 step fourteen, the unloading of the sliding spring vibration isolation support (4) is specifically performed by screwing the loose nut (405).

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