CN118013759B - Design method of high-drop, multi-layer and staggered-layer shock insulation structure - Google Patents
Design method of high-drop, multi-layer and staggered-layer shock insulation structure Download PDFInfo
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Abstract
The invention relates to the technical field of vibration prevention or vibration, and discloses a design method of a high-drop, multi-layer and staggered floor vibration isolation structure, wherein the vibration isolation layers at different elevations are connected into a whole by using a shear wall with higher rigidity, the vibration isolation layers and a layer of continuous floor slab are connected into a staggered floor rigid structure by using a shear wall cylinder, the integral displacement and torsion angle indexes of the staggered floor rigid structure under the expected earthquake action are calculated, and only the calculation shows that when the checking indexes of the staggered floor rigid structure are consistent with the deformation amplitude and direction, the structure is represented as a rigid structure, and the earthquake-resistant calculation can be performed in a conventional calculation mode, so that the earthquake-resistant structure calculation and design of the overrun high-rise building in the regularity overrun engineering are possible.
Description
Technical Field
The invention relates to the technical field of vibration prevention or vibration, in particular to a design method of a high-drop multi-layer staggered floor vibration isolation structure.
Background
The shock insulation layer is a structural layer with shock insulation supports in the structure and is used for reducing the influence of earthquake, vibration or other external disturbance on the building. This layer is typically located at a specific location on the building floor or structure and is designed to reduce the extent to which earthquakes or vibrations are transmitted to the building body to protect the safety of the building and equipment, personnel and valuables therein.
Most buildings are regular in general, the shock insulation layer is arranged at the bottommost part of the structure, the shock insulation form is base shock insulation, and the shock insulation layer is a whole layer of flat layers, so that the problem of displacement incompatibility caused by high-drop staggered-layer shock insulation is not required to be considered in design. However, not all buildings are regular, and the stress condition of the shock insulation layer of the building with irregular items can be greatly changed. For a high-drop staggered floor seismic isolation building with irregular items, the irregular items are overcome in a mode of reinforcing in a certain direction in the prior art, and meanwhile, the calculation of the seismic correlation is relatively clear after the irregular items are overcome (for example, CN107191047B, a seismic isolation design method for arranging a seismic isolation support in a cross-layer manner, and certain shear walls are uniformly arranged on the upper part of a seismic isolation layer, so that the seismic isolation layer is ensured to have enough lateral rigidity, and the structure can be regarded as regular. However, if the number of irregular items is up to a certain amount, the irregular items can be regarded as overrun engineering, and the method cannot be used due to the influence of the error floor height and fall, so that complicated special examination of anti-seismic fortification is needed.
The irregular structure brings a series of strengthening measures to the design, and if the prior method is still adopted for solving, a plurality of strengthening measures can obviously raise the design cost and the design difficulty. And even if the design is completed by strengthening and overcoming the influence of irregular items, the index of the designed shock insulation layer is difficult to meet the standard requirement.
Taking the northern hospital area of the palace of the present invention as an example, the present invention is an irregular archaized building, which has 8 items of irregularity (torsion irregularity, eccentric arrangement, concave-convex irregularity, floor discontinuity, rigidity mutation, size mutation, bearing capacity mutation and local irregularity), and the building is a regular overrun project according to the technical gist of the special inspection of the shock-proof fortification of overrun high-rise building project (building quality [2015] 67). Numerous irregularities present a number of difficulties in the design of the seismic isolation of a building.
Disclosure of Invention
The invention provides a design method of a high-drop multi-layer staggered-layer shock insulation structure.
The technical problems to be solved are as follows: when the earthquake isolation technology is adopted in the ultra-high-rise building in the regular ultra-limit engineering, the earthquake isolation design index is difficult to reach the standard.
In order to solve the technical problems, the invention adopts the following technical scheme: the design method of the high-drop, multi-layer and staggered floor shock insulation structure is used for designing a shock insulation structure in a regular overrun project, wherein at least two drops exist at the position where a shock insulation layer is arranged in the regular overrun project, and the maximum drop is not less than 15 meters, and the design method comprises the following steps:
Step one: selecting a floor above the top plate of the vibration isolation layer with the highest elevation, wherein the floor of the floor is marked as a continuous floor, and the continuous floor meets the following conditions:
Condition 1.1: the floor slab is continuous and horizontal;
condition 1.2: the beam columns are rigidly connected, and the stress is continuous;
Step two: designing the top plates of the shock insulation layers at different elevations, wherein the top plates of the shock insulation layers are floor plates which are in contact with the shock insulation support and are positioned above the shock insulation support, and the top plates of the shock insulation layers in different elevation areas all meet the condition that yielding does not occur under the action of rare earthquakes;
Step three: the shear wall cylinder penetrates through the vibration isolation layer and the continuous floor slab, the shear wall cylinder is fixedly connected with the top plate of the vibration isolation layer and the continuous floor slab respectively, and the shear wall cylinder is uniformly distributed at the upper and lower overlapping positions of the vibration isolation layer and the continuous floor slab;
setting staggered shear walls at the falling positions of the top plates of the shock insulation layers to fixedly connect the top plates of the shock insulation layers on two adjacent sides;
the continuous floor slab, the top plate of the vibration isolation layer, the split-level shear wall and the shear wall cylinder are connected into a split-level rigid structure;
step four: building a structural integral calculation model (namely modeling calculation is carried out on the integral building by adopting finite element software), and designing a shock insulation layer by adopting integration of the shock insulation support, wherein nonlinear properties of the shock insulation support in the horizontal and vertical directions are counted during modeling;
The vibration isolation support is adjusted to meet the requirements of GB50011-2010 12.2.3 on long-term surface pressure and wind resistance bearing capacity;
calculating a large index by checking a main structure including displacement angles and displacement ratios under the action of multiple earthquakes;
Checking the seismic fortification effect by adopting seismic waves, and checking whether the eccentricity of a seismic isolation layer meets the requirement of less than or equal to 3% or not by adopting 100% equivalent horizontal rigidity to account for equivalent viscous damping ratio for the parameters of the seismic isolation support;
Step five: according to the building earthquake resistance Specification GB50011-2010 12.2.7, earthquake resistance construction measures are evaluated, and when the damping coefficient is not more than 0.4 and a viscous damper is not more than 0.38, the earthquake resistance construction measures are reduced by one step for design;
Step six: different performance targets are set according to different parts and the importance degree of the components, and the components are divided into key components, important components and common components;
Checking whether the surface pressure, surface tension and deformation of the shock insulation support under the action of rare earthquakes meet the requirements of building shock resistance specifications, checking whether the displacement angle of the main structure under the action of rare earthquakes meets the requirements of less than 1/100, and whether the performance target of the component meets the preset performance target; if any one of the structural arrangement and the vibration isolation support arrangement does not meet the requirements, adjusting the structural arrangement and the vibration isolation support arrangement until the structural arrangement and the vibration isolation support arrangement meet the requirements;
step seven: and (3) continuously evaluating the integral model of the structure built in the step (six), calculating the relative deformation of the staggered rigid structure in the step (three), and adjusting the arrangement mode and model of the shock insulation support, the arrangement mode and size of the shear wall cylinder and the arrangement size of the staggered shear wall until the staggered rigid structure in the step (three) deforms consistently in the respective corresponding directions.
Further, the regularity overrun engineering is a frame-shear wall structure, the shear wall in the structure is a split-layer shear wall and a shear wall cylinder, the shear wall cylinder is a cylindrical structure formed by enclosing the shear wall, and stairs and elevator shafts of a building are arranged in the shear wall cylinder; among the two vibration isolation layer top plates on two sides of the staggered floor vibration isolation ditch, the vibration isolation layer top plate with higher position horizontally extends to the upper part of the vibration isolation layer top plate with lower position to form a vibration isolation layer extension section, and the vibration isolation layer extension section is a beam net fixedly connected with the staggered floor shear wall and the shear wall cylinder.
Further, in the fourth step, the nonlinear properties of the shock insulation support in the horizontal and vertical directions, which are not specified by GB50011-2010, are counted based on GBT 51408-2021.
In the seventh step, if the structural and seismic isolation layer calculation indexes meet all the following conditions under the action of rarely-estimated earthquake:
Condition 7.1: the interlayer displacement angle between adjacent shock insulation layers is not more than 1/1000;
Condition 7.2: the eccentricity of the shock insulation layer is not more than 3%;
Condition 7.3: the displacement ratio of the shock insulation supports is not more than 1.2, and is the ratio of the displacement of each shock insulation support to the displacement of the shock insulation support with the smallest displacement;
Condition 7.4: the displacement ratio of the shock insulation layer is not more than 1.4, and is the sum of the two times of the displacement of the shock insulation support with the largest displacement divided by the displacement of the shock insulation support with the largest displacement and the smallest displacement;
condition 7.5: the torsion angle of the shock insulation layer is smaller than 1/1000;
the staggered rigid structures are deformed uniformly in the respective directions.
Further, in the conditions 7.3, 7.4 and 7.5 of the seventh step, the final calculation result is that the average value of 7 calculation results is obtained under the unidirectional action of a single seismic wave.
Further, the calculation process in condition 7.1 is simplified in the following manner:
Only calculating the interlayer displacement angle between adjacent shock insulation layers with the fall;
the calculation process in condition 7.2 is simplified in the following manner:
only the eccentricities in the mutually perpendicular directions in two planes are calculated.
Further, the calculation process in condition 7.3 is simplified in the following manner:
calculating the displacement of corner control points in the mutually perpendicular directions in two planes, wherein the corner control points are shock insulation supports positioned at each corner on the structural boundary and shock insulation supports positioned at the structural boundary and positioned at the left and right sides of the staggered floor shock insulation ditch;
the calculation process in condition 7.4 is simplified in the following manner:
And calculating the displacement of the control points of the shock insulation layer in the mutually vertical directions in two planes, wherein the control points of the shock insulation layer are two corner control points with the largest horizontal distance in each direction.
Further, the calculation process in condition 7.5 is simplified in the following manner:
The edge of the vibration isolation layer plan is formed by encircling a plurality of line segments, the extending direction of each line segment is parallel to one of two mutually perpendicular straight lines, the two straight lines are parallel to the ground and pass through the center of gravity of the vibration isolation layer, and are respectively marked as an x-direction line and a y-direction line, the line segment of the edge of the vibration isolation layer plan, which is parallel to the x-direction line, is marked as an y-line, the intersection point of the straight line where each y-line is positioned and the x-direction line, two intersection points with the farthest distance are respectively marked as an A point and a B point, two intersection points with the farthest distance are respectively marked as a C point and a D point, and four points of ABCD are marked as torsion control points; the torsion angle is the ratio of the relative horizontal displacement of the point A and the point B in the y direction to the length of the line segment AB, and the ratio of the relative horizontal displacement of the point C and the point D in the x direction to the length of the line segment CD.
Further, the staggered floor isolation grooves of the isolation layers are parallel to easy-to-connect direction lines, and the easy-to-connect direction lines are the direction lines where the shorter one of the line segments AB and CD is located.
Further, in each partition of the seismic isolation layer, a basement sidewall, which is partially or entirely outside the subsurface partition, is a cantilever retaining wall.
Compared with the prior art, the design method of the high-drop multi-layer staggered floor shock insulation structure has the following beneficial effects:
According to the invention, the staggered vibration isolation layers are connected into a whole by using the staggered shear wall, the vibration isolation layers and a layer of continuous floor slab are connected into a staggered rigid structure by using the shear wall cylinder, and then the displacement and torsion of the whole staggered rigid structure in an earthquake are evaluated, so that the influence of irregular items on vibration isolation calculation is not shown outwards, and the structure is in a state similar to a black box. If the calculation shows that the deformation amplitude and the deformation direction of the staggered rigid structure are consistent (namely the structure is represented as a rigid structure), the earthquake-resistant calculation of the structure can be performed in a conventional calculation mode, so that the earthquake-resistant structure design and calculation of the overrun high-rise building in the regularity overrun engineering are possible.
Drawings
FIG. 1 is a schematic view of a construction of a building to which the present invention is applied;
FIG. 2 is a schematic diagram of a second construction of a building to which the present invention is applied, with the split-level rigid structure identified in phantom;
FIG. 3 is a schematic view of the setting positions of corner control points, wherein solid dots in the diagram are all shock-insulation supports, and the corner control points are shock-insulation supports at specific positions;
FIG. 4 is a schematic view of the positions of the control points of the shock insulation layer and the torsion control points;
In the figure, a top plate of a 1-vibration isolation layer, an extension section of the 2-vibration isolation layer, a 3-continuous floor slab, a 41-staggered shear wall, a 42-shear wall cylinder, a 5-corner control point, a 6-vibration isolation layer control point and a 7-torsion control point.
Detailed Description
Taking the northern hospital area of the hometown museum as an example, as shown in fig. 1-2, a design method of a high-fall, multi-layer and staggered floor shock insulation structure is used for designing a shock insulation structure of an overrun high-rise building in an overrun project of regularity; at least two fall exist at the position where the shock insulation layer is arranged in the regularity overrun engineering, and the maximum fall is not less than 15 meters.
In the regular overrun engineering, the impact on the shock insulation layer is the largest, namely, the height drop, the multilayer and the staggered floor, the high-rise building and the height drop, which means that the structure has large span in the horizontal direction and serious discontinuity, the drop in the vertical direction is huge, and the discontinuity of force transmission is obvious. Increasing the anti-side stiffness cannot overcome the discontinuity in the force transmission when there is a drop above 15 meters in the structure. In this embodiment, the drop is two, one is 10.5 meters and the other is 15.8 meters.
The design method comprises the following steps:
step one: a floor is selected above the top plate 1 of the vibration isolation layer with the highest elevation, the floor of the floor is marked as a continuous floor 3, and the continuous floor 3 meets the following conditions:
Condition 1.1: the floor slab is continuous and horizontal;
condition 1.2: the beam columns are rigidly connected, and the stress is continuous;
in the design, a floor above the seismic isolation layer is generally designed as a continuous floor 3. And the distribution range of the shock insulation layer is adjusted, so that the overlapping area of downward projection of the shock insulation layer and downward projection of the continuous floor slab 3 is maximized, and the subsequent staggered rigid structure area can cover the whole building. The length of the upper and lower overlapping edges of the top plates 1 of the shock insulation layers on the left side and the right side of the staggered floor shock insulation ditch is maximized, so that the staggered floor shear wall 41 is ensured to connect shock insulation layers at different elevations. The continuous floor slab 3 may be fused with the top plate 1 of the vibration insulating layer at the highest position.
Step two: designing the top plates 1 of the shock insulation layers at different elevations, wherein the top plates 1 of the shock insulation layers are floor slabs which are in contact with the shock insulation support and are positioned above the shock insulation support, and the top plates 1 of the shock insulation layers at different elevations can not yield under the action of rare earthquakes;
This part does not need to carry out verification calculation alone, and the subsequent modeling calculation process is completed.
Step three: the shear wall cylinder 42 is arranged to penetrate through the shock insulation layer and the continuous floor slab 3, the shear wall cylinder 42 is fixedly connected with the shock insulation layer top plate 1 and the continuous floor slab 3 respectively, and the shear wall cylinder 42 is uniformly distributed at the upper and lower overlapping positions of the shock insulation layer and the continuous floor slab 3;
the staggered shear wall 41 is arranged at the position with the fall of the vibration isolation layer top plate 1 and fixedly connected with the vibration isolation layer top plates 1 at two adjacent sides;
The continuous floor slab 3, the vibration isolation layer top plate 1, the staggered shear wall 41 and the shear wall cylinder 42 are connected into a staggered rigid structure;
Step four: building a structural integral calculation model, adopting the integration of the support with the shock insulation to design the shock insulation layer, and counting the nonlinear properties of the shock insulation support in the horizontal and vertical directions during modeling; the vibration isolation support is adjusted to meet the requirements of GB50011-2010 12.2.3 on long-term surface pressure and wind resistance bearing capacity; calculating a large index by checking a main structure including displacement angles and displacement ratios under the action of multiple earthquakes; the seismic wave is adopted to carry out checking calculation of fortification earthquake action, 100% equivalent horizontal rigidity is adopted as the parameters of the earthquake isolation support, the equivalent viscous damping ratio is calculated, and whether the eccentricity of the earthquake isolation layer meets the requirement of less than or equal to 3% is checked. The method is a conventional step, wherein the integral model is set as a column bottom hinge, and structural regularity is judged according to the local fortification intensity seismic influence coefficient (the class B building is improved by one degree and the seismic influence coefficient is amplified by 100 years according to design standard). The standard displacement angle (the interlayer displacement angle between the top plate 1 of the shock insulation layer and the floor slab/floor below) needs to satisfy 1/800, and the displacement ratio under the condition of considering accidental eccentric influence under the specified horizontal force should not be more than 1.5. The vibration isolation support is preliminarily arranged according to the structural form on the premise of meeting the requirements, and the vibration isolation support can be in the form of a lead core vibration isolation support, a common rubber vibration isolation support, an elastic sliding plate support, a lead core liftable support, a common rubber liftable support, a viscous damper and the like. The model of the shock insulation support and the diameter of the support are required to meet the requirement of 10Mpa for a class A building, 12Mpa for a class B building and 15Mpa for a class C building under long-term surface pressure; the earthquake is rare, the pressure of the first class building is 20Mpa, the pressure of the second class building is 25Mpa, the pressure of the third class building is 30Mpa, and the displacement index of the shock insulation support is satisfied with smaller values not more than 0.55D and 3 Tr. (specification requirements).
It should be noted that this and subsequent steps should account for the non-linear properties of the shock mounts in both the horizontal and vertical directions when modeling the building as a whole (using finite element software, described below). In the past shock insulation project, the shock insulation support is regarded as a hinge joint to simplify calculation due to insufficient calculation software, and nonlinear properties of the shock insulation support in the horizontal and vertical directions cannot be ignored because the staggered rigid structures are at different elevations.
Step five: according to the building earthquake resistance Specification GB50011-2010 12.2.7, earthquake resistance construction measures are evaluated, and when the damping coefficient is not more than 0.4 and a viscous damper is not more than 0.38, the earthquake resistance construction measures are reduced by one step for design;
Step six: different performance targets are set according to different parts and the importance degree of the components, and the components are divided into key components, important components and common components;
Checking whether the surface pressure, surface tension and deformation of the shock insulation support under the action of rare earthquakes meet the requirements of building shock resistance specifications, checking whether the displacement angle of the main structure under the action of rare earthquakes meets the requirements of less than 1/100, and whether the performance target of the component meets the preset performance target; if any one of the structural arrangement and the vibration isolation support arrangement does not meet the requirements, adjusting the structural arrangement and the vibration isolation support arrangement until the structural arrangement and the vibration isolation support arrangement meet the requirements;
The step is also a conventional step, and the integral model evaluation is carried out on the model with the shock insulation support, wherein the displacement angle under the action of multiple earthquakes is required to be less than or equal to 1/800, and the specified horizontal force action displacement ratio is not greater than 1.5; the eccentricity of the shock insulation layer of the support (100% equivalent rigidity) is not more than 3% under the action of the fortifying earthquake; the displacement angle under the action of rare earthquakes needs to be 1/100. (specification requires)
Step seven: and (3) continuously evaluating the integral model of the structure established in the step (six), calculating the relative deformation of the staggered rigid structure in the step (three), and adjusting the arrangement mode and model of the shock insulation support, the arrangement mode and size of the shear wall cylinder 42 and the arrangement size of the staggered shear wall 41 until the staggered rigid structure in the step (three) deforms consistently in the respective corresponding directions.
The deformation in the corresponding directions is consistent, namely the vibration isolation coordination layer shows the characteristic of a rigid structure, and the deformation amplitude of different parts of the vibration isolation coordination layer in the same direction is consistent.
In this embodiment, the regular overrun engineering structure system is a frame-shear wall structure, the shear walls in the structure are split-layer shear walls 41 and shear wall cylinders 42, the shear wall cylinders 42 are cylindrical structures formed by enclosing the shear walls, and stairs and elevator shafts of the building are arranged in the shear wall cylinders 42.
The split-level shear wall 41 and the shear wall cylinder 42 are arranged so as not to affect the use function of the building
Among the two top plates 1 of the shock insulation layer on two sides of the staggered floor shock insulation ditch, the top plate 1 of the shock insulation layer with higher position horizontally extends to the upper part of the top plate 1 of the shock insulation layer with lower position to form a shock insulation layer extension section 2, and the shock insulation layer extension section 2 is a beam net fixedly connected with the staggered floor shear wall 41 and the shear wall cylinder 42. As shown in fig. 1, in this embodiment, the split-layer shear wall 41 is not only disposed at the position of the split-layer isolation trench, but extends to cover more positions, but this is still insufficient to ensure that the connection effect of the split-layer shear wall 41 is rigid, so that the extending section 2 of the isolation layer is increased, and the rigidity between the split-layer isolation layers is further improved.
In the fourth step, the nonlinear properties of the shock insulation support in the horizontal and vertical directions, which are not specified by GB50011-2010, are counted based on GBT 51408-2021.
Both national standards are current, the latter is simple in calculation and low in cost, the former is high in cost, but the included calculation content is more. The non-linear properties of the shock-insulating support in the horizontal and vertical directions are not specified in the former, so if the national standard is adopted in the design, the latter needs to be referred to for relevant calculation, thereby ensuring accurate results and low manufacturing cost.
In the seventh step, if the structure meets all the following conditions under the action of predicting rare earthquakes:
Condition 7.1: the interlayer displacement angle between adjacent shock insulation layers is not more than 1/1000;
Condition 7.2: the eccentricity of the shock insulation layer is not more than 3%;
condition 7.3: the displacement ratio of the shock insulation supports is not more than 1.2, and the displacement ratio of the shock insulation supports is the ratio of the displacement of each shock insulation support to the displacement of the shock insulation support with the smallest displacement;
condition 7.4: the displacement ratio of the shock insulation layer is not more than 1.4, and is the double of the displacement of the shock insulation support with the largest displacement divided by the sum of the displacements of the shock insulation supports with the largest and smallest displacement;
condition 7.5: the torsion angle of the shock insulation layer is smaller than 1/1000;
the staggered rigid structures are deformed uniformly in the respective directions.
If the above 5 conditions are met, the staggered rigid structure can be regarded as a rigid floor slab which is positioned at the bottom of the structure and falls on the shock insulation support, and the characteristics of the rigid floor slab are consistent with those of a flat floor slab, so that the precondition of the fifth step and the sixth step is met.
The above 5 conditions are selected because the deformation of the seismic coordination layer is accurately reflected to be consistent under the condition that the 5 conditions can be designed with acceptable workload, and the workload of design is huge because the deformation amplitude and direction of each part of the seismic coordination layer are directly measured to be consistent. On the basis, the subsequent process also needs to be further refined, representative locations are selectively calculated.
In the conditions 7.3, 7.4 and 7.5 of the seventh step, the final calculation result is that the average value of 7 calculation results (two artificial seismic waves and 5 natural seismic waves) is obtained under the unidirectional action of a single seismic wave.
The directions involved in the calculations in the fourth, fifth, sixth, and seventh conditions 7.1, 7.2 are relatively single and can be calculated by approximation, but the directions involved in the seventh conditions 7.3, 7.4, 7.5 are too many to do so and must be as realistic as possible.
In the seventh step, the calculation related to each condition is to select the most representative part which is most likely to exceed the standard, but not all the parts, and the specific steps are as follows:
The calculation process in condition 7.1 is simplified in the following manner:
Only calculating the interlayer displacement angle between adjacent shock insulation layers with the fall;
the calculation process in condition 7.2 is simplified in the following manner:
only the eccentricities in the mutually perpendicular directions in two planes are calculated.
The calculation process in condition 7.3 is simplified in the following manner:
calculating the displacement of the corner control points 5 in the mutually perpendicular directions in two planes, wherein the corner control points 5 are shock insulation supports positioned at each corner on the structural boundary and shock insulation supports positioned at the structural boundary and positioned at the left and right sides of the staggered floor shock insulation ditch;
the calculation process in condition 7.4 is simplified in the following manner:
only the displacement of the seismic isolation layer control points 6 in the directions perpendicular to each other in the two planes is calculated, and as shown in fig. 4, the seismic isolation layer control points 6 are two corner control points 5 with the largest horizontal distance in each direction.
The calculation process in condition 7.5 is simplified in the following manner:
The edge of the vibration isolation layer plan is formed by encircling a plurality of line segments, the extending direction of each line segment is parallel to one of two mutually perpendicular straight lines, the two straight lines are parallel to the ground and pass through the center of gravity of the vibration isolation layer and are respectively marked as an x-direction line and a y-direction line, the line segment of the edge of the vibration isolation layer plan, which is parallel to the x-direction line, is marked as an y-line, the intersection point of the straight line of each y-line and the x-direction line, two intersection points with the farthest distance are respectively marked as an A point and a B point, the intersection point of the straight line of each x-line and the y-direction line, the two intersection points with the farthest distance are respectively marked as a C point and a D point, and four points of ABCD are marked as torsion control points 7; the torsion angle is the ratio of the relative horizontal displacement of the point A and the point B in the y direction to the length of the line segment AB, and the ratio of the relative horizontal displacement of the point C and the point D in the x direction to the length of the line segment CD.
The staggered floor isolation grooves of the isolation layer are parallel to easy-to-connect direction lines, and the easy-to-connect direction lines are the direction lines where the shorter one of the line segments AB and CD is located. This reduces the length of the split shear wall 41 as much as possible while ensuring the connection effect.
The shock insulation layer of the shock insulation building needs to deform under the action of earthquake, and a circle of shock insulation grooves are arranged around the building boundary, so that in each subarea of the shock insulation layer, the side wall of the basement, which is partially or completely positioned outside the subarea under the earth surface, is a cantilever retaining wall.
The above examples are only illustrative of the preferred embodiments of the present invention and are not intended to limit the scope of the present invention, and various modifications and improvements made by those skilled in the art to the technical solution of the present invention should fall within the scope of protection defined by the claims of the present invention without departing from the spirit of the present invention.
Claims (9)
1. The utility model provides a high fall, multilayer, staggered floor shock insulation structure design method for the shock insulation structure in the design rule overrun engineering, there are two at least falls in the position that sets up the shock insulation layer in the rule overrun engineering, and the biggest fall is not less than 15 meters, its characterized in that: the design method comprises the following steps:
Step one: selecting a floor above the top plate (1) of the vibration isolation layer with the highest elevation, wherein the floor of the floor is marked as a continuous floor (3), and the continuous floor (3) meets the following conditions:
Condition 1.1: the floor slab is continuous and horizontal;
condition 1.2: the beam columns are rigidly connected, and the stress is continuous;
Step two: designing the top plates (1) of the shock insulation layers at different elevations, wherein the top plates (1) of the shock insulation layers are floors which are in contact with the shock insulation support and are positioned above the shock insulation support, and the top plates (1) of the shock insulation layers at different elevations all meet the condition that yield does not occur under the action of rare earthquakes;
Step three: the method comprises the steps of arranging a shear wall cylinder body (42) to penetrate through a shock insulation layer and a continuous floor slab (3), wherein the shear wall cylinder body (42) is fixedly connected with a top plate (1) of the shock insulation layer and the continuous floor slab (3) respectively, and the shear wall cylinder body (42) is uniformly distributed at the upper and lower overlapping positions of the shock insulation layer and the continuous floor slab (3);
setting staggered shear walls (41) at the falling positions of the top plates (1) of the shock insulation layers to fixedly connect the top plates (1) of the shock insulation layers on two adjacent sides;
The continuous floor slab (3), the vibration isolation layer top plate (1), the staggered shear wall (41) and the shear wall cylinder (42) are connected into a staggered rigid structure;
Step four: building a structural integral calculation model, adopting the integration of the support with the shock insulation to design the shock insulation layer, and counting the nonlinear properties of the shock insulation support in the horizontal and vertical directions during modeling;
The vibration isolation support is adjusted to meet the requirements of GB50011-2010 12.2.3 on long-term surface pressure and wind resistance bearing capacity;
calculating a large index by checking a main structure including displacement angles and displacement ratios under the action of multiple earthquakes;
Checking the seismic fortification effect by adopting seismic waves, and checking whether the eccentricity of a seismic isolation layer meets the requirement of less than or equal to 3% or not by adopting 100% equivalent horizontal rigidity to account for equivalent viscous damping ratio for the parameters of the seismic isolation support;
Step five: according to the building earthquake resistance Specification GB50011-2010 12.2.7, earthquake resistance construction measures are evaluated, and when the damping coefficient is not more than 0.4 and a viscous damper is not more than 0.38, the earthquake resistance construction measures are reduced by one step for design;
Step six: different performance targets are set according to different parts and the importance degree of the components, and the components are divided into key components, important components and common components;
Checking whether the surface pressure, the surface tension and the deformation of the shock insulation support meet the building shock-proof standard requirements or not under the action of rare earthquakes; whether the displacement angle of the main body structure meets the requirement of less than 1/100 under the rare earthquake action or not; whether the component performance target meets a preset performance target; if any one of the structural arrangement and the vibration isolation support arrangement does not meet the requirements, adjusting the structural arrangement and the vibration isolation support arrangement until the structural arrangement and the vibration isolation support arrangement meet the requirements;
Step seven: continuously evaluating the integral model of the structure built in the step six, calculating the relative deformation of the staggered rigid structure in the step three, and adjusting the arrangement mode and model of the shock insulation support, the arrangement mode and size of the shear wall cylinder (42) and the arrangement size of the staggered shear wall (41) until the staggered rigid structure in the step three deforms consistently in the respective corresponding directions;
The regular overrun engineering structure system is a frame-shear wall structure, shear walls in the structure are split-layer shear walls (41) and shear wall cylinders (42), the shear wall cylinders (42) are cylindrical structures formed by surrounding the shear walls, and stairs and elevator shafts of a building are arranged in the shear wall cylinders (42); among the two vibration isolation layer top plates (1) on two sides of the staggered floor vibration isolation ditch, the vibration isolation layer top plate (1) with higher position horizontally extends to the upper part of the vibration isolation layer top plate (1) with lower position to form a vibration isolation layer extension section (2), and the vibration isolation layer extension section (2) is a beam net fixedly connected with the staggered floor shear wall (41) and the shear wall cylinder (42).
2. The method for designing the high-drop, multi-layer and staggered-layer shock insulation structure according to claim 1, wherein the method comprises the following steps of: in the fourth step, the nonlinear properties of the shock insulation support in the horizontal and vertical directions, which are not specified by GB50011-2010, are counted based on GBT 51408-2021.
3. The method for designing the high-drop, multi-layer and staggered-layer shock insulation structure according to claim 1, wherein the method comprises the following steps of: in the seventh step, if the structural and seismic isolation layer calculation indexes meet all the following conditions under the action of predicting rare earthquakes:
Condition 7.1: the interlayer displacement angle between adjacent shock insulation layers is not more than 1/1000;
Condition 7.2: the eccentricity of the shock insulation layer is not more than 3%;
Condition 7.3: the displacement ratio of the shock insulation supports is not more than 1.2, and is the ratio of the displacement of each shock insulation support to the displacement of the shock insulation support with the smallest displacement;
Condition 7.4: the displacement ratio of the shock insulation layer is not more than 1.4, and is the sum of the two times of the displacement of the shock insulation support with the largest displacement divided by the displacement of the shock insulation support with the largest displacement and the smallest displacement;
condition 7.5: the torsion angle of the shock insulation layer is smaller than 1/1000;
the split-layer rigid structures are considered to deform uniformly in the respective directions.
4. A method of designing a high drop, multi-layer, staggered-layer seismic isolation structure as defined in claim 3, wherein: and in the conditions 7.3, 7.4 and 7.5 of the seventh step, the final calculation result is that the average value of 7 calculation results is obtained under the unidirectional action of a single seismic wave.
5. The method for designing the high-drop, multi-layer and staggered-layer shock insulation structure according to claim 4, wherein the method comprises the following steps of: the calculation process in condition 7.1 is simplified in the following manner:
Only calculating the interlayer displacement angle between adjacent shock insulation layers with the fall;
the calculation process in condition 7.2 is simplified in the following manner:
Only the eccentricity of the seismic isolation layer in the mutually perpendicular directions in two planes is calculated.
6. The method for designing the high-drop, multi-layer and staggered-layer shock insulation structure according to claim 4, wherein the method comprises the following steps of: the calculation process in condition 7.3 is simplified in the following manner:
Calculating the displacement of the corner control points (5) in the mutually perpendicular directions in two planes, wherein the corner control points (5) are shock insulation supports positioned at each corner on the structural boundary and shock insulation supports positioned at the structural boundary and positioned at the left side and the right side of the staggered floor shock insulation ditch;
the calculation process in condition 7.4 is simplified in the following manner:
only the displacement of the control points (6) of the shock insulation layer in the mutually vertical directions in two planes is calculated, and the control points (6) of the shock insulation layer are two corner control points (5) with the largest horizontal distance in each direction.
7. The method for designing the high-drop, multi-layer and staggered-layer shock insulation structure according to claim 4, wherein the method comprises the following steps of: the calculation process in condition 7.5 is simplified in the following manner:
The edge of the vibration isolation layer plan is formed by encircling a plurality of line segments, the extending direction of each line segment is parallel to one of two mutually perpendicular straight lines, the two straight lines are parallel to the ground and pass through the center of gravity of the vibration isolation layer, and are respectively marked as an x-direction line and a y-direction line, the line segment of the edge of the vibration isolation layer plan, which is parallel to the x-direction line, is marked as an y-line, the intersection point of the straight line where each y-line is positioned and the x-direction line, two intersection points with the farthest distance are respectively marked as an A point and a B point, two intersection points with the farthest distance are respectively marked as a C point and a D point, and four points of ABCD are marked as torsion control points (7); the torsion angle is the ratio of the relative horizontal displacement of the point A and the point B in the y direction to the length of the line segment AB, and the ratio of the relative horizontal displacement of the point C and the point D in the x direction to the length of the line segment CD.
8. The method for designing the high-drop, multi-layer and staggered-layer shock insulation structure according to claim 7, wherein the method comprises the following steps of: the staggered floor isolation grooves of the isolation layers are parallel to easy-to-connect direction lines, and the easy-to-connect direction lines are the direction lines where the shorter one of the line segments AB and CD is located.
9. The method for designing the high-drop, multi-layer and staggered-layer shock insulation structure according to claim 1, wherein the method comprises the following steps of: in each subarea of the shock insulation layer, a part or all of the side wall of the basement outside the subarea under the ground is a cantilever retaining wall.
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| CN103774772A (en) * | 2014-01-29 | 2014-05-07 | 中国航空规划建设发展有限公司 | Method for controlling torsion of base isolation structure |
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