CN215166849U - Giant column full frame support shear wall structure system - Google Patents
Giant column full frame support shear wall structure system Download PDFInfo
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- CN215166849U CN215166849U CN202120562443.5U CN202120562443U CN215166849U CN 215166849 U CN215166849 U CN 215166849U CN 202120562443 U CN202120562443 U CN 202120562443U CN 215166849 U CN215166849 U CN 215166849U
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
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Abstract
The utility model discloses a complete frame of giant column props up shear wall structural system, this structural system include the conversion layer, the conversion layer below cover down the structure and the conversion layer above by the structure of shear force wall constitute by frame and frame prop up the frame structure, cover down the structure and be located between ground and the conversion layer, for the first floor in ground, the frame prop up the frame of covering down the structure has the frame pillar, the structural system is the high-rise building complex structure of track traffic upper cover, the conversion layer adopts the conversion of striding more, the frame pillar is steel reinforced concrete giant column or steel pipe concrete giant column, and the span between the frame pillar satisfies monorail or the requirement is striden to the line of double track. The structure system can realize the conversion of the shear wall with the area exceeding 50% for the high-rise building of the rail transit upper cover.
Description
Technical Field
The utility model relates to the technical field of building, in particular to complete frame and prop up shear wall structural system.
Background
According to the regulations of the technical rules of concrete structures of high-rise buildings (JGJ 3-2010), the high-rise buildings refer to residential buildings with 10 floors and more than 10 floors or with the height of more than 28 meters, and other high-rise civil buildings with the height of more than 25 meters. Because the axial force born by the lower floor of the high-rise building is larger, in order to ensure the stability and the safety of the structure, the lower floor is required to have higher rigidity, more walls and more densely arranged column nets are arranged, and the walls and the column nets are reduced along with the rise of the building floor according to the requirement of the lateral rigidity resistance of the structure.
In recent years, in order to seek more commercial interest, building developers have developed high-rise buildings into multi-functional and comprehensive uses, that is, a floor structure requiring a large bay, such as a house or a hotel, on an upper floor, a shop, and an entertainment facility, on the same high-rise building. The structure requires that the number of walls is reduced as much as possible and the distribution of the column nets is sparser as much as possible, so that the rigidity of the lower floor is too low, and the rigidity of the upper floor is further increased because the number of the walls is too large and the column nets are densely arranged, so that the rigidity ratio of the upper floor to the lower floor is reduced, and serious hidden danger is caused to the structural safety of a high-rise building.
In order to solve this problem, the technical code of high-rise building concrete structures (JGJ 3-2010) stipulates that a conversion structural member needs to be arranged between an upper floor and a lower floor to complete the structural form conversion from the upper floor to the lower floor or the arrangement change from the upper floor to the lower floor, and the floor where the conversion structural member is arranged is called a conversion floor, and the building structure is in the form of a frame-supported shear wall structure.
The frame-supported shear wall structure has the great characteristic that part of the shear wall of the upper floor can not fall to the ground due to building requirements and directly falls on a conversion layer, so that the structure is also called as a partial frame-supported shear wall structure, and the structure is easy to be damaged due to overlarge lateral movement and insufficient ductility under the action of an earthquake because the rigidity between the upper floor and the lower floor is suddenly changed. Thus, the "technical code for high-rise concrete structures" (JGJ 3-2010) states that the frame-to-frame frames of a partial frame-to-shear wall structure (i.e. the combination of all frame struts and frame beams from the transfer floor to the bottom floor, including the underground floor) should bear less than 50% of the total seismic overturning moment of the structure, which means that the shear wall area that lands on the transfer floor cannot exceed 50%.
The mutual interval between the frame pillar in the current frame support shear wall structure is less, and the interval can not satisfy the requirement of track traffic upper cover. The conventional partial frame-supported shear wall structure cannot be used on rail transit and cannot realize an upper cover of the rail transit. Because the conventional partial frame-supported shear wall structure can only convert the area of the shear wall by no more than 50 percent and can not convert the shear wall in a single direction, when the area of the shear wall needing to be converted exceeds 50 percent, even when the upper shear wall needs to be completely converted. The general partial frame-support conversion structure can not meet the requirement of building function. Therefore, it is necessary to install a full-frame conversion layer on the floor of structure conversion and take reinforcement measures to make a large-column full-frame shear wall structure system.
However, if the frame-supported shear wall structure is used in a rail transit superstructure, especially a rail transit superstructure located at a starting and ending station of rail transit or a rail transit superstructure in a rail transit overhaul storage area, due to the technical requirements of matched overhaul base storehouses, a lower floor is required to have a larger bay relative to a shop and an entertainment facility, the spacing between frame pillars is usually determined by the bay distance of the building, and the bay distance of the building determines which shear walls cannot fall to the ground, so that the area of the shear wall required for the upper floor to fall on a conversion floor exceeds 50% or even 100%, that is, all the shear walls do not fall to the ground, and the technical requirement obviously far exceeds the specification in the technical code of high-rise building concrete structures (JGJ 3-2010), and belongs to the over-limit engineering.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a huge post full frame props up shear wall structural system aims at guaranteeing under high-rise building's the safe and anti-seismic performance's of structure prerequisite, to the high-rise building of track traffic upper cover, realizes exceeding the shear wall conversion of 50% area.
The utility model discloses this purpose adopts following technical scheme to realize:
a giant-column full-frame-supported shear wall structure system comprises a conversion layer, a cover lower structure and a cover upper structure, wherein the cover lower structure is arranged below the conversion layer and consists of a frame and a frame support frame, the cover upper structure is arranged above the conversion layer and consists of a shear wall structure, the cover lower structure is arranged between the ground and the conversion layer and is a ground first layer, and the frame support frame of the cover lower structure is provided with a frame support column, and the giant-column full-frame-supported shear wall structure system is characterized in that: the structural system is a high-rise building complex structure of a rail transit upper cover, the conversion layer adopts multi-span conversion, the frame pillars are steel reinforced concrete pillars or steel pipe concrete pillars, the span between the frame pillars meets the requirement of line span of a single rail or a double rail, the axial pressure ratio of the frame pillars is not more than 0.4, all shear walls of the upper cover structure do not fall to the ground or a one-way shear wall falls to the ground, and the shear-resistant bearing capacity ratio of the frame pillars is not less than 0.65;
the bottom of the frame pillar is provided with a bearing platform, the bearing platform is buried underground, a unidirectional ground beam is arranged between every two bearing platforms in a direction parallel to the track and is in tie connection, and filling stones are buried below the track;
the frame and the frame support frame of the under-cover structure and the bottom reinforcing area of the shear wall adopt cast-in-situ structures;
the ratio of the interlayer displacement angle of the conversion layer to the adjacent upper layer is less than 0.5, and the displacement angle between the frame support layers of the cover-under-structure is not more than 1/2000.
The utility model discloses a complete frame of huge post props up shear wall structural system is frame pillar huge post + shear force wall is whole not to fall to the ground or one-way shear force wall falls to the ground + rail transit upper cover + high-rise building's building complex structure, this structural system adopts frame pillar huge post to support, satisfies high-rise building structure's intensity requirement, adopt all not falling to the ground or one-way shear force wall of shear force wall to fall to the ground, can make and cover the structure initial layer and have bigger division, satisfy the required space requirement of rail transit of laying on the ground initial layer, realize the rail transit upper cover. The structure system realizes the optimized design of the building complex, has multiple functions, and can effectively save space on the premise of meeting the safety and anti-seismic performance of the building structure.
On the basis, the utility model discloses can also have following improvement:
the frame pillars of the under-cover structure are arranged in a crossing mode according to a single-track line, the core cylinder of the high-rise building is arranged in a falling mode, the frame pillars in the range of the core cylinder are steel-reinforced concrete giant pillars, the rest frame pillars of the under-cover structure are steel-reinforced concrete giant pillars, and the conversion layer is a beam type conversion layer.
The frame pillars of the under-cover structure are arranged in a crossing mode according to a monorail line, the core cylinder of the high-rise building is arranged on the ground, the frame pillars in the range of the core cylinder are steel reinforced concrete giant pillars, the rest frame pillars of the under-cover structure are steel pipe concrete giant pillars, and the conversion layer is a thick plate conversion layer.
The frame supporting columns of the under-cover structure are arranged in a spanning mode according to two track lines, the core cylinder of the high-rise building does not fall to the ground, all the frame supporting columns of the under-cover structure are steel reinforced concrete giant columns, and the conversion layer is a thick plate conversion layer.
The arrangement of the frame struts is as follows: in the direction parallel to the track line, the distance between adjacent frame pillars is 10-40 m; and in the direction vertical to the track line, the distance between the adjacent frame pillars is 10-40 m.
The utility model discloses in, the cross-section of steel reinforced concrete huge post or steel pipe concrete huge post is circular or square, and circular shape diameter is 1 meter ~ 4 meters, and the length of side of square is 1 meter ~ 4 meters.
On the basis, the utility model discloses can also have following improvement:
the section length of the steel-reinforced concrete giant column is 6-9 times of that of the upper structural shear wall, and the section length of the steel-reinforced concrete giant column is not less than 1 m.
Furthermore, the longitudinal reinforcement ratio of the frame strut is that the specific side column and the specific center column are not less than 1.4 percent, and the angle column is not less than 1.6 percent; the first-level side column and the middle column are not less than 1.2 percent, and the corner column is not less than 1.4 percent; the secondary side column and the middle column are not less than 1.0 percent, and the corner column is not less than 1.2 percent.
Furthermore, the hoop characteristic value of the frame pillar should be increased by 0.02% compared with the value required by a common frame pillar, and the hoop area ratio should not be less than 1.6%.
Compared with the prior art, the utility model discloses following beneficial effect has:
(1) the utility model discloses a complete frame of huge post props up shear wall structural system is that frame pillar huge post + shear force wall are whole not to fall to the ground or one-way shear force wall falls to the ground + track traffic upper cover + high-rise building's building complex structure, have multi-functionally, satisfy under the prerequisite of building structure safety and anti-seismic performance, can also effectually save space.
(2) The giant column is adopted to replace a large number of horizontal shearing forces of the floor shear wall under the action of wind and earthquake, compared with a conventional part frame-to-support conversion structure, the large column has higher earthquake resistance, the interlayer displacement angle is smaller than 1/1000, the construction is convenient, the construction efficiency is improved, and the construction period is shortened;
(3) by adopting the arrangement of the one-way ground beam drawknot structure, the ground beam is prevented from being crushed when the bottom of the building passes through the rail traffic, and meanwhile, the problem that the bottom of the existing partial frame-to-frame conversion structure cannot pass through the rail traffic is effectively solved by adopting a stone filling method.
(4) On the premise of ensuring the structural safety and the anti-seismic performance of the high-rise building, the shear wall conversion of more than 50% of the area of the high-rise building of the rail transit upper cover can be realized.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
FIG. 1 is a schematic view of a vertical structure of one of the structural forms of the giant-column full-frame shear wall structure of the present invention;
fig. 2 is a top view of the giant-column full-frame shear wall structure system of the present invention, wherein the frame columns are arranged in a single-track line;
fig. 3 is a top view of the giant-column full-frame shear wall structure system of the present invention, wherein the frame columns are arranged in a straddling manner according to another single-track line;
fig. 4 is a schematic view of a vertical structure of a large column full-frame shear wall structure system according to the present invention, when the frame columns are arranged according to two track lines;
FIG. 5 is a top view of the foundation arrangement of FIG. 4;
fig. 6 is a schematic view of the vertical structure of the foundation.
Wherein: a 1-conversion layer; 2-under cover structure; 3-covering the structure; 4-frame support; 5-steel reinforced concrete giant columns; 6-core barrel range; 7-track line; 8-steel pipe concrete giant column; 9-a cushion cap; 10-a ground beam; 11-breaking stone.
Detailed Description
The structure system of a giant-column full-frame-supported shear wall as shown in fig. 1 to 6 includes a conversion layer 1, a cover lower structure 2 composed of a frame and a frame-supported frame below the conversion layer 1, and a cover upper structure 3 composed of a shear wall structure above the conversion layer 1, the cover lower structure 2 is located between the ground and the conversion layer 1 and is a ground first floor, the frame-supported frame of the cover lower structure 2 has a frame support 4, the structure system is a high-rise building complex structure of a rail transit upper cover, the cover lower structure 2 composed of a frame and a frame-supported frame is below the conversion layer 1, and the cover upper structure 3 composed of a shear wall structure is above the conversion layer 1.
Specifically, the conversion layer 1 adopts multi-span conversion and is arranged on two layers of a skirt house of a high-rise building, frame pillars 4 of a cover lower structure 2 are steel reinforced concrete huge pillars 5 or steel pipe concrete huge pillars 8, the axial pressure ratio of the steel reinforced concrete huge pillars is not more than 0.4, the span between the frame pillars 4 meets the requirement of single-track or double-track line span, all shear walls of a cover upper structure 3 do not fall to the ground or the one-way shear walls fall to the ground, the shear bearing force ratio of the frame pillars 4 of the first layer (namely the ground first layer or the ground layer) of the cover lower structure 2 is not less than 0.65, bearing platforms 9 are arranged at the bottoms of the frame pillars 4, the bearing platforms 9 are buried underground, one-way ground beams 10 are arranged between every two bearing platforms 9 in a direction parallel to the track direction and are connected in a pulling mode, filling stones 11 are buried below the track, the frames and the frame supporting frames of the cover lower structure 2 and the bottom reinforcing areas of the shear walls adopt a cast-in-place structure, the ratio of the displacement angle between the conversion layer 1 and the adjacent upper layer is less than 0.5, and the displacement angle between the frame support layers of the under-cover structure 2 is not more than 1/2000.
The giant-column full-frame shear wall structure system is a building complex structure of a frame-column giant column and a shear wall which are not completely grounded or a one-way shear wall which is grounded, a rail transit upper cover and a high-rise building, and can effectively save space on the premise of meeting the requirements of building structure safety and anti-seismic performance.
Specifically, when the frame strut 4 is the steel section concrete giant column 5, the steel section steel content is not less than 4%, the minimum reinforcement ratio of the longitudinal steel bars is not less than 1.0%, the cross-sectional dimension of the frame strut 4 is not less than 1.4m × 1.4m, but when the cross-sectional aspect ratio of the frame strut 4 is greater than 2, the minimum dimension of the short side of the cross section is not less than 1200 mm.
Specifically, the longitudinal reinforcement ratio of the frame pillar 4 is not less than 1.4% of the special-grade side pillar and the special-grade middle pillar, and not less than 1.6% of the special-grade corner pillar; the first-level side column and the middle column are not less than 1.2 percent, and the first-level corner column is not less than 1.4 percent; the secondary side column and the middle column are not less than 1.0 percent, and the secondary corner column is not less than 1.2 percent.
Specifically, the axial compression ratio of the frame pillar 4 is not more than 0.4, the hoop characteristic value of the stirrup should be increased by 0.02 compared with the value required by the common frame pillar, and the hoop ratio of the area of the stirrup should not be less than 1.6%.
Specifically, the rigidity and the bearing capacity of the structural system are uniformly distributed along the directions of the two main shafts. The conversion layer 1 is not suitable for secondary or multiple conversion design, and can be replaced by thick plate conversion, and the conversion thick plate design is in accordance with the regulations JGJ 3-201010.2.14 of technical regulations of high-rise building concrete structures.
The structural system has the following three structural arrangement forms:
as shown in fig. 2, the frame pillars in the under-cover structure are arranged in a straddling manner according to a monorail line 7, the core tube of the high-rise building is arranged on the ground, the core tube range 6 adopts a steel reinforced concrete giant column 5, the rest frame pillars of the under-cover structure adopt a steel pipe concrete giant column 8, and the arrangement of the frame pillars 4 is as follows: in the direction parallel to the track line, the distance between adjacent frame pillars 4 is 10-40 m; and in the direction vertical to the track line, the distance between the adjacent frame support columns 4 is 10-40 meters, a beam type conversion layer can be adopted for layer conversion, and the conversion thick plate of the thick plate conversion layer is not less than 2 meters.
The arrangement form shown in fig. 2 can realize that all shear walls or one-way shear walls do not fall to the ground, and the one-way shear walls do not fall to the ground means that one direction of the shear walls is converted, and the other direction is not converted and directly falls to the top of the foundation, so that the building arrangement of the structure covered on the high-rise building except the core tube which falls to the ground can be adjusted at will.
As shown in fig. 3, the frame pillars in the under-cover structure are arranged in a straddling manner according to a monorail line 7, the core tube of the high-rise building is arranged in a landing manner, the core tube range 6 adopts a steel reinforced concrete giant column 5, and the frame pillars 4 are arranged in a manner that: in the direction parallel to the track line, the distance between adjacent frame pillars 4 is 10-40 m; and in the direction vertical to the track line, the distance between adjacent frame support columns 4 is 10-40 m, the rest frame support columns of the under-cover structure adopt steel pipe concrete giant columns 8, the conversion layer can adopt a thick plate conversion layer, and the conversion thick plate of the thick plate conversion layer is not less than 2 m.
The arrangement form shown in fig. 3 can realize that all shear walls do not fall to the ground or the shear walls do not fall to the ground in two directions, the shear walls only fall to the conversion layer, so that the core cylinders of the high-rise building can be adjusted in a band-shaped range formed by the steel reinforced concrete giant columns, and the building arrangement of the covering structure 3 can be adjusted at will.
As shown in fig. 4, the frame support columns 4 in the under-cover structure 2 are arranged in a straddling manner according to two track lines 7, the core tube of the high-rise building does not fall to the ground, all the frame support columns 4 of the under-cover structure 2 adopt steel reinforced concrete large columns 5, and the arrangement of the frame support columns 4 is as follows: in the direction parallel to the track line, the distance between adjacent frame pillars 4 is 10-40 m; and in the direction vertical to the track line, the distance between the adjacent frame support columns 4 is 10-40 m. The conversion layer adopts a thick plate conversion layer, and the conversion thick plate of the thick plate conversion layer is not less than 2.5 meters.
The arrangement form shown in fig. 4 can realize that all shear walls do not fall to the ground or the two directions of the shear walls do not fall to the ground, the building arrangement of the covering structure 3 can be randomly adjusted, meanwhile, the large-span arrangement of the covering structure 2 is realized, the requirement that the building has the largest free and flexible space to the lower covering structure is met, and the arrangement form is most suitable for high-rise buildings of the rail transit upper covering.
Specifically, in the three arrangement forms, the section of the steel reinforced concrete giant column or the steel pipe concrete giant column can be circular or square, the diameter of the circle is 1-4 meters, and the side length of the square is 1-4 meters. If the frame support column 4 adopts a steel-reinforced concrete giant column, the length of the section of the frame support column is 6-9 times of that of the shear wall covering the structure 3, namely the diameter or the side length of the frame support column 4 is 6-9 times of the minimum width of the shear wall, and if the frame support column 4 adopts a steel-reinforced concrete giant column, the length of the section is not less than 1 meter.
For current building standard regulation, the utility model discloses a huge post is whole frame and is propped up shear wall structure belongs to transfinite engineering. But this example proves that the utility model discloses a huge column full frame props up shear wall structure still can satisfy structural safety requirement and anti-seismic performance requirement under the condition of transfiniting. The utility model discloses a complete frame of huge post props up shear wall structural system is frame pillar huge post + shear force wall is whole not to fall to the ground or one-way shear force wall falls to the ground + track traffic upper cover + high-rise building's building complex structure, still guarantee to satisfy building structure safety and anti-seismic performance under the condition of transfiniting, and make and cover the first floor of lower structure and have bigger division, satisfy the required space requirement of track traffic of laying on the first floor of ground, realize high-rise building's track traffic upper cover, optimized building complex design.
The giant-column full-frame-supported shear wall structure system can realize shear wall conversion of more than 50% of the area of a high-rise building of a rail transit upper cover on the premise of ensuring the structural safety and the anti-seismic performance of the high-rise building.
The above embodiments of the present invention are not right the utility model discloses the limited protection scope, the utility model discloses an embodiment is not limited to this, all kinds of basis according to the above-mentioned of the utility model discloses an under the above-mentioned basic technical thought prerequisite of the utility model, right according to ordinary technical knowledge and the conventional means in this field the modification, replacement or the change of other multiple forms that above-mentioned structure made all should fall within the protection scope of the utility model.
Claims (8)
1. A giant-column full-frame-supported shear wall structure system comprises a conversion layer, a cover lower structure and a cover upper structure, wherein the cover lower structure is arranged below the conversion layer and consists of a frame and a frame support frame, the cover upper structure is arranged above the conversion layer and consists of a shear wall structure, the cover lower structure is arranged between the ground and the conversion layer and is a ground first layer, and the frame support frame of the cover lower structure is provided with a frame support column, and the giant-column full-frame-supported shear wall structure system is characterized in that: the structural system is a high-rise building complex structure of a rail transit upper cover, the conversion layer adopts multi-span conversion, the frame pillars are steel reinforced concrete pillars or steel pipe concrete pillars, the span between the frame pillars meets the requirement of line span of a single rail or a double rail, the axial pressure ratio of the frame pillars is not more than 0.4, all shear walls of the upper cover structure do not fall to the ground or a one-way shear wall falls to the ground, and the shear-resistant bearing capacity ratio of the frame pillars is not less than 0.65;
the bottom of the frame pillar is provided with a bearing platform, the bearing platform is buried underground, a unidirectional ground beam is arranged between every two bearing platforms in a direction parallel to the track and is in tie connection, and filling stones are buried below the track;
the frame and the frame support frame of the under-cover structure and the bottom reinforcing area of the shear wall adopt cast-in-situ structures;
the ratio of the interlayer displacement angle of the conversion layer to the adjacent upper layer is less than 0.5, and the displacement angle between the frame support layers of the cover-under-structure is not more than 1/2000.
2. The giant-column full-frame shear wall structural system according to claim 1, wherein: the frame pillars of the under-cover structure are arranged in a crossing mode according to a single-track line, the core cylinder of the high-rise building is arranged in a falling mode, the frame pillars in the range of the core cylinder are steel-reinforced concrete giant pillars, the rest frame pillars of the under-cover structure are steel-reinforced concrete giant pillars, and the conversion layer is a beam type conversion layer.
3. The giant-column full-frame shear wall structural system according to claim 1, wherein: the frame pillars of the under-cover structure are arranged in a crossing mode according to a monorail line, the core cylinder of the high-rise building is arranged on the ground, the frame pillars in the range of the core cylinder are steel reinforced concrete giant pillars, the rest frame pillars of the under-cover structure are steel pipe concrete giant pillars, and the conversion layer is a thick plate conversion layer.
4. The giant-column full-frame shear wall structural system according to claim 1, wherein: the frame supporting columns of the under-cover structure are arranged in a spanning mode according to two track lines, the core cylinder of the high-rise building does not fall to the ground, all the frame supporting columns of the under-cover structure are steel reinforced concrete giant columns, and the conversion layer is a thick plate conversion layer.
5. The system of large column full-frame shear wall structure according to any one of claims 2 to 4, wherein: the arrangement of the frame struts is: in the direction parallel to the track line, the distance between adjacent frame pillars is 10-40 m; and in the direction vertical to the track line, the distance between the adjacent frame pillars is 10-40 m.
6. The system of large column full-frame shear wall structure according to any one of claims 1 to 4, wherein: the section length of the steel-reinforced concrete giant column is 6-9 times of that of the upper structural shear wall, and the section length of the steel-reinforced concrete giant column is not less than 1 m.
7. The structure system of giant-column full-frame shear wall according to claim 6, wherein: the longitudinal reinforcement ratio of the frame strut is that the specific side column and the specific center column are not less than 1.4 percent, and the angle column is not less than 1.6 percent; the first-level side column and the middle column are not less than 1.2 percent, and the corner column is not less than 1.4 percent; the secondary side column and the middle column are not less than 1.0 percent, and the corner column is not less than 1.2 percent.
8. The system of claim 7, wherein: the hooping characteristic value of the frame pillar should be increased by 0.02 compared with the numerical value required by a common frame pillar, and the hooping area hooping rate should not be less than 1.6%.
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