A fixing device for assisting the construction of a parallel three-dimensional seismic isolation system

Abstract

The present invention discloses a fixing device for assisting the construction of a parallel three-dimensional seismic isolation system, which includes a parallel three-dimensional seismic isolation system and a temporary fixing device for assisting the construction of the parallel three-dimensional seismic isolation system. The parallel three-dimensional seismic isolation system includes an upper building, a lower foundation, and a seismic isolation layer provided between the upper building and the lower foundation; the seismic isolation layer includes a plurality of boot-cap type seismic isolation bearings, a plurality of sliding spring vibration isolation bearings, and a seismic isolation layer roof; the temporary fixing device includes a first temporary fixing support and a second temporary fixing support. The first temporary fixing support is temporarily fixed and detachably installed on the boot-cap type seismic isolation bearing, and the second temporary fixing support is temporarily fixed and detachably installed on the sliding spring vibration isolation bearing. This fixing device is used to assist the construction of the parallel three-dimensional seismic isolation system, eliminating the drawbacks that affect the construction due to the functions of the boot-cap type seismic isolation bearing to absorb horizontal seismic motion and the sliding spring vibration isolation bearing to absorb vertical vibration.

Description

Technical Field

[0001] The present invention relates to the technical field of building construction, and particularly relates to a fixing device for assisting the construction of a parallel three-dimensional seismic isolation system. Background Art

[0002] In a certain song and dance theater project, due to its proximity to the urban rail transit line, controlling environmental vibration and noise has become a problem that must be solved in the design of the song and dance theater project. Using spring isolators is an important means to control vertical vibration. Since the allowable horizontal ultimate deformation of spring isolators is very small, generally only 20 - 30 mm, when the horizontal ultimate deformation is exceeded, the vertical load-bearing performance of the spring drops sharply. Controlling the horizontal deformation of the spring isolator not to exceed the limit value is a crucial factor for engineering safety.

[0003] When designing the song and dance theater project, considering that a large horizontal deformation will occur in the song and dance theater project during an earthquake in the location, when using spring isolators to reduce the vertical vibration of the song and dance theater, a viscous damper also needs to be set in the isolation layer to control the horizontal deformation of the spring isolator within the design allowable range to ensure the normal operation of the spring isolator.

[0004] Due to the small allowable horizontal displacement of the spring isolator, a large-tonnage viscous damper is required to limit the displacement of the isolation layer within the position limit allowed by the spring isolator. The large-tonnage viscous damper not only has a high cost, but also has large internal forces in the connecting components and a complex connection structure. Since the displacement of the isolation layer is restricted within a small range by the viscous damper, the horizontal equivalent stiffness of the isolation layer is large, and the seismic action transmitted to the upper building cannot be effectively reduced, resulting in poor seismic isolation effect and difficulty in achieving the goal of double isolation of vertical vibration and horizontal earthquake.

[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, achieving the goal of double isolation of vertical vibration and horizontal vibration. However, during construction, the isolation layer of the building structure with a parallel three-dimensional seismic isolation system needs to be temporarily fixed to carry out the construction of the building structure with a parallel three-dimensional seismic isolation system. However, the existing temporary fixing devices are not only too complex in structure, but also difficult to construct, and cannot meet the requirements for the gap between the boot cap and the cover and the installation accuracy requirements of the mirror sliding plate, affecting the construction of the entire project. Summary of the Invention

[0006] The object of the present invention is to provide a fixing device for assisting the construction of a parallel three-dimensional seismic isolation system, which solves the construction problems of a structure with a parallel three-dimensional seismic isolation system.

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

[0008] A fixing device for assisting the construction of a parallel three-dimensional seismic isolation system, comprising a parallel three-dimensional seismic isolation system and a temporary fixing device for assisting the construction of the parallel three-dimensional seismic isolation system. The parallel three-dimensional seismic isolation system includes an upper building, a lower foundation, and a seismic isolation layer provided between the upper building and the lower foundation;

[0009] The seismic isolation layer includes a plurality of boot-cap type seismic isolation bearings, a plurality of sliding spring vibration isolation bearings, and a seismic isolation layer roof slab. The seismic isolation layer roof slab is a concrete casting layer, including a steel skeleton. Between the lower building and the steel skeleton, a plurality of boot-cap type seismic isolation bearings are connected to absorb horizontal ground motion, and a plurality of sliding spring vibration isolation bearings are arranged around each boot-cap type seismic isolation bearing to absorb vertical vibration;

[0010] The temporary fixing device includes a first temporary fixing support and a second temporary fixing support. The first temporary fixing support is temporarily fixed and detachably installed on the boot-cap type seismic isolation bearing, and the second temporary fixing support is temporarily fixed and detachably installed on the sliding spring vibration isolation bearing.

[0011] Preferably, the steel skeleton is composed of a plurality of cross beams arranged horizontally and vertically. At the center position of the horizontal and vertical intersections of the cross beams, one boot-cap type seismic isolation bearing is provided, and two or more sliding spring vibration isolation bearings are provided around the boot-cap type seismic isolation bearing.

[0012] Preferably, the boot-cap type seismic isolation bearing includes a boot-cap cover, a damping rubber pad, a stiffening plate, an upper bearing plate, a rubber laminate, a lower bearing, and an uplift bolt. The lower bearing is fixedly installed on the lower foundation. A lead core is vertically installed at the center of the lower bearing, and a rubber laminate is sleeved on the lead core. An upper bearing plate is installed on the top of the rubber laminate, and a plurality of through holes are uniformly arranged on the upper bearing plate. One end of the uplift bolt passes through the through hole and is threadedly connected to the boot-cap cover. A stiffening plate and a damping rubber pad are sequentially arranged from bottom to top between the upper bearing plate and the boot-cap cover. The boot-cap cover is guided by a plurality of uplift bolts and moves on the top of the upper bearing plate.

[0013] Preferably, the first temporary fixing support is arranged between the upper bearing plate and the boot-cap cover; the first temporary support includes a plurality of L-shaped buckles, which are made of L-shaped angle steel and provided with a U-shaped groove on the bottom surface; the L-shaped buckles are detachably installed on the bottom of the upper bearing plate through tensile bolts, and the top of the side surface of the L-shaped buckles supports on the bottom of the boot-cap cover, so that the upper bearing plate and the boot-cap cover are in the maximum spacing state.

[0014] Preferably, the selection basis of the tensile bolt is:

[0015] ,

[0016] and ,

[0017] In the formula, f 1 is the designed tensile bearing capacity of the tensile bolt; G is the unit weight of concrete; h 1 is the height of the cross beam; b 1 is the width of the cross beam; L 1 is the span of the cross beam; 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 single-person load of the construction workers; D 1 is the straight-line distance between the standing position of the construction worker and the axis of the lead core; D 2 is the straight-line distance between the axis of the tensile bolt and the axis of the lead core; N is the maximum number of construction workers who can stand.

[0018] Preferably, the sliding spring vibration isolation bearing includes a spring seat, a sliding table surface and a mirror sliding plate. The spring seat is installed on the lower foundation. A sliding table surface is provided on the spring seat. The mirror sliding plate is fixedly installed at the bottom of the keel frame. The sliding table surface and the mirror sliding plate are in close contact and sliding contact with each other.

[0019] Preferably, the spring seat includes a plurality of springs, an elastic housing, a plurality of tie rods, an upper stiffening plate and a lower stiffening plate. The upper stiffening plate is installed on the lower foundation. A plurality of springs are connected between the middle parts of the upper stiffening plate and the lower stiffening plate, and are limited and connected by a plurality of tie rods around the periphery. An elastic housing is arranged between the upper stiffening plate and the lower stiffening plate and around the plurality of tie rods. Threaded sections are provided at both ends of the tie rod. One end of the tie rod is threadedly connected to the threaded hole of the lower stiffening plate, and the other end of the tie rod passes through the through hole of the upper stiffening plate and is threadedly connected with a nut. A gasket is arranged between the nut and the upper stiffening plate.

[0020] Preferably, the second temporary fixing support is arranged between the upper stiffening plate and the mirror sliding plate; the second temporary fixing support includes a plurality of inclined support rods. Two connecting blocks are arranged in parallel at both ends of the inclined support rod. At the connecting block, the upper end of the inclined support rod is detachably installed on the mirror sliding plate and the lower end is detachably installed on the upper stiffening plate through fixing bolts.

[0021] Preferably, the selection basis of the fixing bolt is:

[0022] ,

[0023] In the formula, f 2 is the designed tensile bearing capacity of the fixing bolt; F 2 is the single-person load of the construction workers; Nis the maximum number of construction workers who can stand U 1 is the distance between the fixing bolt installed at the upper end of the inclined support rod and the moment balance point U 2 is the distance between the fixing bolt installed at the lower end of the inclined support rod and the moment balance point; the moment balance point is the midpoint of the connection between the lower end of the inclined support rod and the connection block, and this point is in direct contact with the upper stiffening plate

[0024] In the present invention, the fixing device is used to assist the construction of the parallel three-dimensional seismic isolation system, eliminating the disadvantages that affect the construction due to the function of the boot-cap type seismic isolation bearing to absorb horizontal seismic motion and the sliding spring vibration isolation bearing to absorb vertical vibration

[0025] A seismic isolation layer composed of a plurality of boot-cap type seismic isolation bearings and a plurality of sliding spring vibration isolation bearings is installed between the upper building and the top plate of the seismic isolation layer through bolts to solve the problem of structural comfort caused by subway vibration, effectively isolate seismic action from three dimensions, ensure the safety of the upper building, and is convenient for disassembly and replacement

[0026] The existing spring vibration isolation bearings do not have the sliding function, that is, no mirror sliding plate is configured at the top. Therefore, during the installation process, there is no need to consider the fixing and installation accuracy of the mirror sliding plate. However, the sliding spring vibration isolation bearing in the present invention has the function of absorbing the vertical vibration of the building structure. In the specific structural design, the sliding spring vibration isolation bearing is not a complete and connected whole. During the construction and installation, the assistance of a second temporary fixing support is required. The second temporary fixing support can effectively fix the mirror sliding plate to the sliding table surface during the construction and installation process to ensure the levelness and plane positioning of the mirror sliding plate, increase the on-site installation accuracy, and play a supporting role for the mirror sliding plate to prevent the deformation of the mirror sliding plate caused by the construction load bias during the construction process, realizing the protection of the sliding spring vibration isolation bearing

[0027] In the present invention, the mirror sliding plate of the sliding spring vibration isolation bearing is located on the top surface of the sliding tabletop and can only be located on the top surface. If the mirror sliding plate is located on the bottom surface of the sliding tabletop, that is, the sliding spring vibration isolation bearing is used upside down, then the size of the lower pier positioning plate should be consistent with the size of the mirror sliding plate during construction, which not only increases the cost but also increases the construction difficulty. Because during the construction process, a relatively high flatness requirement is imposed on the lower pier positioning plate, that is, the flatness requirement is ±2 mm / m. The larger the size of the lower pier positioning plate, the greater the impact on the flatness during the transportation and hoisting of the lower pier positioning plate. On the other hand, due to the relatively complex on-site construction environment and the existence of cross operations, before the concrete of the lower pier is poured, it is inevitable that the lower pier positioning plate will be stepped on by operators or heavy objects will be placed on it. In order to minimize the impact of on-site construction on the flatness of the lower pier positioning plate, it is necessary to minimize the size of the lower pier positioning plate. On the one hand, because the size of the mirror sliding plate is relatively large and the friction pendulum coefficient of the sliding surface is relatively low, it is required that the friction coefficient of the mirror sliding plate ≤0.015. If the mirror sliding plate is below, it will be polluted by falling ash during construction or long-term use, resulting in an increase in the friction coefficient and affecting the vibration isolation effect. If the mirror sliding plate is on the top and 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 tabletop.

[0028] Existing spring vibration isolation bearings are either not equipped with dampers or are all equipped with dampers before leaving the factory, which will result in over-damping or under-damping states and cannot achieve precise control of structural vibration. In the present invention, the sliding spring vibration isolation bearing adopts an installation method with an additional damper. According to the fourth vibration detection result on-site, dampers are installed as needed to specifically solve specific vibration problems and effectively achieve the vibration reduction effect.

[0029] All boot cap type vibration isolation bearings have the function of absorbing horizontal vibrations. In addition to setting vibration damping rubber pads on the structure, there is also a gap reserved between the boot cap and the upper support plate. The first temporary fixing support ensures the gap between the boot cap and the upper support plate. The first temporary fixing support is assembled before leaving the factory, and there is no need to adjust the levelness and elevation of the boot cap on-site, which is convenient for the hoisting and construction installation of the boot cap type vibration isolation bearing on-site and greatly improves the on-site installation efficiency.

[0030] The first temporary fixing support and the second temporary fixing support are designed in terms of structure and size, with a simple structure and convenient installation and disassembly.

[0031] The sliding spring vibration isolation bearing is installed on the lower pier positioning plate paved with a rubber cushion plate through bolts, and rubber sleeves and rubber pads are arranged on the bolts to further isolate the transmission rate of noise and vibration along metal components.

[0032] The sliding spring isolation bearing is pre-compressed during the processing and manufacturing stage to ensure that the boot-type isolation bearing and the sliding spring isolation bearing do not require large-area unloading after installation, ensuring that the stiffness of the sliding spring isolation bearing remains unchanged and that the clearance between the boot cap and the upper support plate of the sliding spring isolation bearing is not affected, reducing the difficulty of construction operations.

[0033] During the construction process, four site vibration tests were carried out. According to the on-site measured data, the damping of the sliding spring isolation bearing was adjusted through additional dampers to provide precise damping for the entire building structure and ensure that the on-site vibration control reached the optimal effect. Brief Description of the Drawings

[0034] Figure 1 Partial layout diagram of the present invention;

[0035] Figure 2 Schematic diagram of the structure of the boot-type isolation bearing of the present invention;

[0036] Figure 3 Sectional view of the structure of the boot-type isolation bearing of the present invention;

[0037] Figure 4 Schematic diagram of the enlarged view of part B of the present invention;

[0038] Figure 5 Schematic diagram of the structure of the sliding spring vibration isolation bearing of the present invention;

[0039] Figure 6 Sectional view of the sliding spring vibration isolation bearing of the present invention;

[0040] Figure 7 Axonometric view of the sliding spring vibration isolation bearing of the present invention;

[0041] Figure 8 Schematic diagram of the enlarged view of part A of the present invention;

[0042] Figure 9 Schematic diagram of the L-shaped buckle structure of the present invention;

[0043] In the figure: 0, seismic isolation layer; 1, upper building; 2, lower foundation; 3, boot-cap type seismic isolation bearing; 4, sliding spring vibration isolation bearing; 5, first temporary fixing support; 6, second temporary fixing support; 7, top plate of seismic isolation layer; 30, boot-cap cover; 31, damping rubber pad; 32, stiffening plate; 33, upper bearing plate; 35, rubber laminate; 36, lower bearing; 37, uplift bolt; 38, lead core; 40, spring seat; 42, sliding table surface; 43, mirror sliding plate; 50, L-shaped buckle; 51, tensile bolt; 60, inclined support rod; 61, connecting block; 62, fixing bolt; 63, moment balance point; 70, dragon skeleton; 400, spring; 401, elastic shell; 402, pull rod; 403, upper stiffening plate; 404, lower stiffening plate; 405, nut; 700, cross beam. Detailed implementation mode

[0044] The present invention will be further described below with reference to the accompanying drawings:

[0045] As Figures 1 to 9 A fixing device for assisting the construction of an auxiliary parallel three-dimensional seismic isolation system, including a parallel three-dimensional seismic isolation system and a temporary fixing device for assisting the construction of the parallel three-dimensional seismic isolation system. The parallel three-dimensional seismic isolation system includes an upper building 1, a lower foundation 2, and a seismic isolation layer 0 provided between the upper building 1 and the lower foundation 2.

[0046] The seismic isolation layer 0 includes a plurality of boot-cap type seismic isolation bearings 3, a plurality of sliding spring vibration isolation bearings 4, and a top plate 7 of the seismic isolation layer. The top plate 7 of the seismic isolation layer is a concrete casting layer and includes a dragon skeleton 70. A plurality of boot-cap type seismic isolation bearings 3 are connected between the lower building 1 and the dragon skeleton 70 to absorb horizontal ground motion, and a plurality of sliding spring vibration isolation bearings 4 are arranged around each boot-cap type seismic isolation bearing 3 to absorb vertical vibration.

[0047] The dragon skeleton 70 is composed of a plurality of cross beams 700 arranged horizontally and vertically. A boot-cap type seismic isolation bearing 3 is arranged at the center position of the horizontal and vertical intersections of the cross beams 700, and two or more sliding spring vibration isolation bearings 4 are arranged around the boot-cap type seismic isolation bearing 3.

[0048] The boot-cap type isolation bearing 3 includes a boot-cap buckle cover 30, a damping rubber pad 31, a stiffening plate 32, an upper bearing plate 33, a rubber laminate 35, a lower bearing 36, and an uplift 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. The rubber laminate 35 is sleeved on the lead core 38. The upper bearing plate 33 is installed at 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 uplift bolt 37 passes through the through hole and is threadedly connected to the boot-cap buckle cover 30. The stiffening plate 32 and the 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 uplift bolts 37 and moves on the top of the upper bearing plate 33.

[0049] The sliding spring isolation bearing 4 includes a spring seat 40, a sliding tabletop 42, and a mirror sliding plate 43. The spring seat 40 is installed on the lower foundation 2. The sliding tabletop 42 is arranged on the spring seat 40. The mirror sliding plate 43 is fixedly installed at the bottom of the keel frame 70. The sliding tabletop 42 and the mirror sliding plate 43 are in close contact and sliding contact with each other.

[0050] In this example, the spring seat 40 includes a plurality of springs 400, an elastic housing 401, a plurality of tie 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 parts of the upper stiffening plate 403 and the lower stiffening plate 404, and are limited and connected by a plurality of tie rods 402 around the periphery. An elastic housing 401 is arranged between the upper stiffening plate 403 and the lower stiffening plate 404 and outside the plurality of tie rods 402. Both ends of the tie rod 402 are provided with threaded sections. 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 with a nut 405. A gasket is arranged between the nut 405 and the upper stiffening plate 403.

[0051] The temporary fixing device includes a first temporary fixing support 5 and a second temporary fixing support 6. The first temporary fixing support 5 is used for temporary fixing and support and is detachably installed on the boot-cap type isolation bearing 3. The second temporary fixing support 6 is used for temporary fixing and support and is detachably installed on the sliding spring isolation bearing 4.

[0052] The first temporary fixing support 5 is arranged between the upper bearing plate 33 and the boot-cap buckle cover 30; the first temporary support 5 includes a plurality of L-shaped buckles 50. The L-shaped buckles 50 are made of L-shaped angle steels and are provided with U-shaped grooves on the bottom surface; the L-shaped buckles 50 are detachably installed on the bottom of the upper bearing plate 33 through tensile bolts 51, and the top of the side surface of the L-shaped buckles 50 supports on the bottom of the boot-cap buckle cover 30, so that the upper bearing plate 33 and the boot-cap buckle cover 30 are in the state of the maximum distance.

[0053] The second temporary fixing support 6 is arranged between the upper stiffening plate 403 and the mirror sliding plate 43; the second temporary fixing support 6 includes a plurality of inclined support rods 60, and two connecting blocks 61 are arranged in parallel at both ends of the inclined support rod 60. At the connecting block 61, the upper end of the inclined support rod 60 is detachably installed on the mirror sliding plate 43 and the lower end is detachably installed on the upper stiffening plate 403 through a fixing bolt 62.

[0054] A method for using a fixing device for assisting in the construction of a parallel three-dimensional seismic isolation system includes the following steps:

[0055] Step 1: Determine the three-dimensional seismic isolation layout plan: A seismic isolation layer 0 is constructed between the upper building 1 and the lower foundation 2;

[0056] Step 2: Conduct the first detection of site vibration;

[0057] Step 3: Foundation pit construction: Excavate the construction foundation pit and construct a foundation raft in the foundation pit;

[0058] Step 4: Conduct the second detection of site vibration;

[0059] Step 5: Construct the lower foundation 2: Hoist the steel beam and bind the steel bars in the foundation pit. Set the lower pier positioning plate on the bound steel bar layer according to the vibration and seismic control layout plan. Then, bind 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 for the lower pier pouring; after the lower pier pouring is completed, carry out the non-immersion protection of the lower pier, and then remove the support around the foundation pit;

[0060] Step 6: Conduct the third detection of site vibration;

[0061] Step 7: Preparation before installation: Install the first temporary fixing support 5 on the boot-cap type seismic isolation bearing 3. Specifically, the L-shaped buckle 50 is detachably installed at the bottom of the upper bearing plate 33 through a tensile bolt 51, and the top of the side of the L-shaped buckle 50 supports at the bottom of the boot-cap cover 30, so that the upper bearing plate 33 and the boot-cap cover 30 are in the maximum spacing state;

[0062] The selection basis of the tensile bolt 51 is:

[0063] ,

[0064] and ,

[0065] In the formula, f 1 is the designed tensile bearing capacity of the tensile bolt 51; G is the unit weight of concrete; h 1 is the beam height of the cross beam 700; b 1 is the beam width of the cross beam 700; L 1 is the span of the cross beam 700; h2 is the floor slab thickness of the superstructure; b 2 is the floor slab width of the superstructure; L 2 is the floor slab span of the superstructure; n is the number of L-shaped buckles; F 2 is the single-person load of the construction workers; D 1 is the straight-line distance between the standing position of the construction worker and the center of the lead core; D 2 is the straight-line distance between the axis of the tensile bolt 51 and the center of the lead core; N is the maximum number of construction workers who can stand;

[0066] Before leaving the factory, the slip-type spring vibration isolation bearing 4 is preloaded and the spring seat 40 is integrally locked through the tie rod 402. The processing quality of the boot-type isolation bearing 3 and the slip-type spring vibration isolation bearing 4 is detected, and the levelness of the lower pier positioning plate is detected;

[0067] Step Eight, Install the Boot-Type Isolation Bearing 3: Install the boot-type isolation bearing 3 on the lower pier positioning plate with reference to the vibration and shock double-control layout drawing;

[0068] Step Nine, Install the Slip-Type Spring Vibration Isolation Bearing 4: First, lay a rubber cushion plate on the lower pier positioning plate, then install the slip-type spring vibration isolation bearing 4 above the rubber cushion layer, and then install the second temporary fixing support 6 on the slip-type spring vibration isolation bearing 4;

[0069] The loading force F for preloading the slip-type spring vibration isolation bearing 4 satisfies:

[0070] ,

[0071] In the formula, F 恒 is the dead load borne by the slip-type spring vibration isolation bearing 4:

[0072] ,

[0073] Among them, G is the unit weight of concrete; h 1 is the beam height of the cross beam 700; b 1 is the beam width of the cross beam 700; L 1 is the span of the cross beam 700; h 2 is the floor slab thickness of the superstructure; b 2 is the floor slab width of the superstructure; L 2 is the floor slab span of the superstructure;

[0074] F 活 is the live load borne by the slip-type spring vibration isolation bearing 4:

[0075] ,

[0076] Among them,F 2 is the single-person load of construction workers; D 1 is the straight-line distance between the standing position of construction workers and the center line of the sliding spring vibration isolator 4; D 2 is the straight-line distance between the axis of the tensile bolt 51 and the axis of the lead core, or the straight-line distance between the fixed bolt 62 and the center line of the sliding spring vibration isolator 4; N is the maximum number of construction workers who can stand;

[0077] To prevent the mirror sliding plate 43 from deforming during transportation and hoisting, when the sliding spring vibration isolator 4 leaves the factory, the spring seat 40 and the sliding table top 42 are assembled into a whole. First, this whole is installed above the rubber cushion layer, then the mirror sliding plate 43 is placed on this whole, and then the second temporary fixing support 6 is installed. Specifically, at the connecting block 61, the upper end of the inclined support rod 60 is detachably installed on the mirror sliding plate 43 through the fixed bolt 62, and the lower end is detachably installed on the upper stiffening plate 403;

[0078] The selection basis of the fixed bolt 62 is:

[0079] ,

[0080] In the formula, f 2 is the designed tensile bearing capacity of the fixed bolt 62; F 2 is the single-person load of construction workers; N is the maximum number of construction workers who can stand; U 1 is the distance between the fixed bolt 62 installed at the upper end of the inclined support rod and the moment balance point 63; U 2 is the distance between the fixed bolt 62 installed at the lower end of the inclined support rod and the moment balance point 63; the moment balance point 63 is the midpoint of the connection between the lower end of the inclined support rod 60 and the connecting block 61, and this point is in direct contact with the upper stiffening plate 403;

[0081] Step ten, constructing the isolation layer top plate 7: First, install the keel frame 70 on the tops of the boot-cap type isolation bearing 3 and the sliding spring vibration isolator 4 and tie the steel bars, and then pour the concrete in sections to complete the construction of the isolation layer top plate 7;

[0082] Step eleven, removing the first temporary fixing support 5;

[0083] Step twelve, constructing the upper building 1: Rely on the isolation layer top plate 7 to construct the structure of the upper building 1, and observe the deformation of the boot-cap type isolation bearing 3 and the sliding spring vibration isolator 4 in real time during the construction of the upper building 1;

[0084] Step thirteen, removing the second temporary fixing support 6;

[0085] Step 14: Unloading of the sliding spring vibration isolator 4: After the secondary masonry work is completed upon the topping-out of the upper building 1, check one by one in the order from the sliding spring vibration isolator 4 with a small tonnage to the one with a large tonnage whether the nuts 405 at the top of the tie rods 402 are loose or whether there are gaps in the gaskets;

[0086] If looseness or gaps occur, it indicates that the sliding spring vibration isolator 4 has entered the normal working state and there is no need for unloading;

[0087] If no looseness or gaps occur, it indicates that the sliding spring vibration isolator 4 needs to be unloaded;

[0088] The unloading of the sliding spring vibration isolator 4 specifically involves unscrewing and loosening the nuts 405;

[0089] Step 15: The fourth site vibration detection;

[0090] Step 16: Installation of the additional damper: According to the results of the fourth site vibration detection, install the additional damper on the sliding spring vibration isolator 4;

[0091] Step 17: The fifth site vibration detection.

[0092] The additional damper is installed between the lower stiffening plate 404 and the upper stiffening plate 403. The base of the additional damper is installed on the lower stiffening plate 404, and the telescopic plug at the top of the additional damper is connected to the upper stiffening plate 403. The bottom of the telescopic plug is a spherical end, and the spherical end can be telescopically inserted into the oil groove of the base of the additional damper, and the oil groove is filled with viscous liquid.

[0093] The above embodiments are only several descriptions of the concept and implementation of the present invention, and do not limit it. Under the concept of the present invention, the technical solutions without substantial transformation are still within the protection scope.

Claims

1. A fixing device for assisting in the construction of a parallel three-dimensional seismic isolation system, characterized in that, It includes a parallel three-dimensional seismic isolation system and a temporary fixing device for assisting the construction of the parallel three-dimensional seismic isolation system. The parallel three-dimensional seismic isolation system includes an upper building (1), a lower foundation (2), and a seismic isolation layer (0) provided between the upper building (1) and the lower foundation (2); The seismic isolation layer (0) includes a plurality of boot-cap type seismic isolation bearings (3), a plurality of sliding spring vibration isolation bearings (4), and a seismic isolation layer top plate (7). The seismic isolation layer top plate (7) is a concrete casting layer and includes a dragon skeleton (70). Between the lower building (1) and the dragon skeleton (70), it is connected by a plurality of boot-cap type seismic isolation bearings (3) to absorb horizontal ground motion, and a plurality of sliding spring vibration isolation bearings (4) are arranged around each boot-cap type seismic isolation bearing (3) to absorb vertical vibration; The temporary fixing device includes a first temporary fixing support (5) and a second temporary fixing support (6). The first temporary fixing support (5) is a temporary fixing support and is detachably installed on the boot-cap type seismic isolation bearing (3). The second temporary fixing support (6) is a temporary fixing support and is detachably installed on the sliding spring vibration isolation bearing (4); The boot-cap type seismic isolation bearing (3) includes a boot-cap cover (30), a damping rubber pad (31), a stiffening plate (32), an upper bearing plate (33), a rubber laminate (35), a lower bearing (36), and an uplift 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 uplift bolt (37) passes through the through hole and is threadedly connected to the boot-cap cover (30). A stiffening plate (32) and a damping rubber pad (31) are sequentially arranged from bottom to top between the upper bearing plate (33) and the boot-cap cover (30). The boot-cap cover (30) is guided by a plurality of uplift bolts (37) and moves on the top of the upper bearing plate (33); The first temporary fixing support (5) is arranged between the upper bearing plate (33) and the boot-cap cover (30); the first temporary support (5) includes a plurality of L-shaped fasteners (50). The L-shaped fasteners (50) are made of L-shaped angle steel and have a U-shaped groove on the bottom surface; the L-shaped fasteners (50) are detachably installed on the bottom of the upper bearing plate (33) through tensile bolts (51), and the top of the side of the L-shaped fasteners (50) supports on the bottom of the boot-cap cover (30), so that the upper bearing plate (33) and the boot-cap cover (30) are in the state of the maximum spacing; The sliding spring vibration isolation bearing (4) includes a spring seat (40), a sliding table surface (42), and a mirror sliding plate (43). The spring seat (40) is installed on the lower foundation (2). A sliding table surface (42) is provided on the spring seat (40). The mirror sliding plate (43) is fixedly installed on the bottom of the dragon skeleton (70). The sliding table surface (42) and the mirror sliding plate (43) are in close contact and sliding contact.

2. The fixing device for assisting the construction of the parallel three-dimensional seismic isolation system according to claim 1, wherein: The keel frame (70) is composed of a plurality of cross beams (700) arranged horizontally and vertically in a crisscross pattern. A boot-cap type seismic isolation bearing (3) is provided at the center of the horizontal and vertical intersection of the cross beams (700), and two or more sliding spring vibration isolation bearings (4) are provided around the boot-cap type seismic isolation bearing (3).

3. The fixing device for assisting in the construction of the parallel three-dimensional seismic isolation system according to claim 1, characterized in that: The selection basis of the tensile bolt (51) is as follows: ， And , In the formula, f 1 is the designed tensile bearing capacity of the tensile bolt (51); G is the unit weight of concrete; h 1 is the beam height of the cross beam (700); b 1 is the beam width of the cross beam (700); L 1 is the span of the cross beam (700); h 2 is the floor slab thickness of the superstructure; b 2 is the floor slab width of the superstructure; L 2 is the floor slab span of the superstructure; n is the number of L-shaped fasteners; F 2 is the single-person load of the construction workers; D 1 is the straight-line distance between the standing position of the construction worker and the center of the lead core; D 2 is the straight-line distance between the center of the tensile bolt (51) and the center of the lead core; N is the maximum number of construction workers who can stand.

4. The fixing device for assisting in the construction of the parallel three-dimensional seismic isolation system according to claim 1, characterized in that: The spring seat (40) includes a plurality of springs (400), an elastic housing (401), a plurality of tie 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 parts of the upper stiffening plate (403) and the lower stiffening plate (404), and are limited and connected by a plurality of tie rods (402) around. An elastic housing (401) is arranged between the upper stiffening plate (403) and the lower stiffening plate (404) and around the plurality of tie rods (402). Threaded sections are provided at both ends of the tie rod (402). One end of the tie rod (402) is threadedly connected to the threaded hole of the lower stiffening plate (404), and the other end of the tie rod (402) passes through the through hole of the upper stiffening plate (403) and is threadedly connected with a nut (405). A gasket is arranged between the nut (405) and the upper stiffening plate (403).

5. The fixing device for assisting in the construction of the parallel three-dimensional seismic isolation system according to claim 4, characterized in that: The second temporary fixing support (6) is arranged between the upper stiffening plate (403) and the mirror sliding plate (43). The second temporary fixing support (6) includes a plurality of inclined support rods (60). Two connecting blocks (61) are arranged in parallel at both ends of the inclined support rod (60). The upper end of the inclined support rod (60) is detachably installed on the mirror sliding plate (43) and the lower end is detachably installed on the upper stiffening plate (403) through fixing bolts (62) at the connecting block (61).

6. The fixing device for assisting in the construction of the parallel three-dimensional seismic isolation system according to claim 5, wherein: The selection basis of the fixing bolt (62) is as follows: ， In the formula, f 2 is the designed tensile bearing capacity of the fixing bolt (62); F 2 is the single-person load of the construction worker; N is 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 moment balance point (63); U 2 is the distance between the fixing bolt (62) installed at the lower end of the inclined support rod and the moment balance point (63); the moment balance point (63) is the midpoint of the connection between the lower end of the inclined support rod (60) and the connection block (61), and this point is in direct contact with the upper stiffening plate (403).

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