CN201103166Y - Building structure of high-rise building arch type commutation layer - Google Patents
Building structure of high-rise building arch type commutation layer Download PDFInfo
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- CN201103166Y CN201103166Y CNU2007201277661U CN200720127766U CN201103166Y CN 201103166 Y CN201103166 Y CN 201103166Y CN U2007201277661 U CNU2007201277661 U CN U2007201277661U CN 200720127766 U CN200720127766 U CN 200720127766U CN 201103166 Y CN201103166 Y CN 201103166Y
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Abstract
The utility model discloses an architectural construction of arch-type transfer floors of high-rise buildings. The transfer floor is arranged between an upper storey with a small spatial structure and a lower storey with a large spatial structure of the high-rise building. A top boom (1) and a lower boom (2) are arranged between a storey post (5) and a change place in the transfer floor. Diagonal web members (3) are arranged between the top boom (1) and the lower boom (2). A vertical web member (4) is arranged between the diagonal web members (3). The upper ends of the diagonal web member (3) and the vertical web member (4) are respectively connected with the upper storey with the small spatial structure so as to form the arch-type transfer floor. The architectural construction of arch-type transfer floors of high-rise buildings greatly reduces the consumption of materials for building, increases use space of the building and meets the requirements of strength and stiffness of the architectural construction as well.
Description
Technical field:
The utility model relates to a kind of high building structure; Relate in particular to a kind of building structure of high-rise building transfer floor.
Background technology:
The conversion layer of highrise building is located between little space structures floor in top and the bottom large spatial structure floor, plays the effect that supports the upper floor structure.Conversion layer commonly used at present is a beam-type transition layer.But in actual applications, this conversion layer needs sectional dimension big, it is very big to conduct oneself with dignity, earthquake response is violent, the non-prestressing tendon in the arrangement of reinforcement and the amount of presstressed reinforcing steel are all very big, and amount of deflection, crack width, antiarch value are all bigger, and manufacturing cost is also more, accounted for bigger architectural space simultaneously acute, also do not had more perfect solution at present.
The utility model content:
The technical deficiency that existing beam-type transition layer sectional dimension is big in order to overcome, materials are many; The purpose of this utility model provides a kind of building structure of encircleing the formula conversion layer, between upper chord, lower chord, be provided with diagonal web member, between diagonal web member, be provided with perpendicular web member, form arch formula conversion layer, such sectional dimension reduces greatly, and structural strength strengthens, and rigidity meets the demands, geological process weakens greatly, has striven for bigger usage space for building simultaneously.
For realizing that the technical scheme that the utility model purpose is taked is:
A kind of building structure of highrise building arch formula conversion layer, described conversion layer is located between little space structures floor in highrise building top and the bottom large spatial structure floor, it is characterized in that: apart from variation place upper chord, lower chord are set at story post in the described conversion layer, between upper chord, lower chord, be provided with diagonal web member, between diagonal web member, be provided with perpendicular web member, form arch formula conversion layer.
Diagonal web member between described upper chord, the lower chord is a pair of diagonal web member that is the Eight characters.
The upper end of described diagonal web member, perpendicular web member is connected with the little space structures floor in top respectively.
The lower end of described diagonal web member is connected with described conversion layer both sides respectively, and is connected with the two ends of lower chord.
Have between the upper end of described diagonal web member and perpendicular web member at interval.
Described lower chord is a prestressed member.
The beneficial effects of the utility model are: arch formula conversion layer quantity of reinforcement is significantly smaller than beam-type transition layer, and amount of deflection and antiarch value are all less than beam-type transition layer; Arch formula conversion layer amount of concrete is significantly smaller than beam-type transition layer, can alleviate dead load; Arch formula conversion layer earthquake response is significantly smaller than beam-type transition layer; On the basis of the above, arch formula conversion layer can increase the usage space of a floor for building.
Description of drawings:
Fig. 1 is the structural representation of the utility model embodiment;
Fig. 2 is the vertical uniform load q sketch of the utility model embodiment;
Fig. 3 is the physical dimension schematic diagram of beam-type transition layer embodiment;
Fig. 4 is the physical dimension schematic diagram of the utility model embodiment.
1, upper chord; 2, lower chord; 3, diagonal web member; 4, perpendicular web member; 5, story post.
The specific embodiment:
Below in conjunction with drawings and Examples the utility model is described in further detail.
As shown in Figure 1, described conversion layer of the present utility model is located between little space structures floor in highrise building top and the bottom large spatial structure floor.Apart from variation place upper chord 1, lower chord 2 are set at story post 5 in the conversion layer.Between upper chord 1, lower chord 2, be provided with two diagonal web members 3, be provided with perpendicular web member 4 between the diagonal web member 3, form arch formula conversion layer.Perpendicular web member 4 distributes in order to the internal force of regulating 2 of arch formula conversion layer structure upper chords 1, lower chord.The upper end of diagonal web member 3, perpendicular web member 4 is connected with the little space structures floor in top respectively, wherein is provided with story post 5 among Fig. 1.The lower end of diagonal web member 3 is connected with described conversion layer both sides respectively, and is connected with the two ends of lower chord 2.Have at interval between the upper end of diagonal web member 3 and adjacent perpendicular web member 4.
As shown in Figure 2, diagonal web member 3 (AC and DF), upper chord 1 (CD), lower chord 2 (AF), perpendicular web member 4 (being GH and ST among Fig. 2) form arch-type structure, upper floor post 5 pressure P
01, P
02, P
1, P
2All act on the described arch-type structure.At load pressure P
01, P
02, P
1, P
2Under the effect, lower chord 2 (AF) will produce horizontal pull H, and this can offset load P
01, P
02, P
1, P
2The part moment of flexure that in upper chord 1 (CD), produces.In addition, at load pressure P
1, P
2The application point bottom is provided with perpendicular web member 4 (GH, ST), and effect is with load pressure P
1, P
2Reasonable distribution is on upper chord 1 (CD) and lower chord 2 (AF), and promptly upper chord 1 bears concentrated force (P
1-X
1), (P
2-X
2), lower chord 2 bears concentrated force X
1, X
2, to reach the purpose of optimizing upper chord 1, lower chord 2 bending moments.This distribution principle is to adjust perpendicular web member 4 (GH, ST) axle power X by the relative rigidity of adjusting upper chord 1 (CD) and lower chord 2 (AF)
1, X
2Size, promptly increase upper chord 1 rigidity and can reduce X
1, X
2, can increase X and increase lower chord 2 rigidity
1, X
2Should also be noted that the part of upper chord 1 (CD), also receive the pressure effect, and lower chord 2 (AF) also receives big horizontal pull when bearing moment of flexure as arch-type structure.Lower chord 2 (AF) adopts prestressed member.3 power of diagonal web member are generally bigger, for satisfying ratio of axial compressive force to axial compressive ultimate capacity of section and force request, from economic angle, adopt the steel reinforced concrete member, and this will more help structural seismic.In arch-type structure, lower chord 2 applies prestressing force, can also offset the horizontal shear that diagonal web member 3 causes in the story post of described conversion layer bottom, and is favourable to structure stress.
Loading characteristic:
This arch-type structure has made full use of the loading characteristic of arch, and the moment of flexure that vertical load is produced in arch formula conversion layer upper chord 1 can be by the axle power partial offset in the lower chord 2.The load that described arch formula conversion layer upper floor post 5 transmits can be according to stiffness relation reasonable distribution in two members of upper chord 1, lower chord 2.Lower chord 2 spans are big, and its load can distribute lessly, and upper chord 1 span is little, and its load can distribute more greatly.And because upper chord 1 also receives the pressure effect, therefore when Cross section Design, upper chord 1 can be controlled at the large eccentric pressuring state, 1 power of upper chord will be effectively in sectional reinforcement.In addition, apply prestressing force at lower chord 2, not only own favourable to lower chord 2, also can offset the horizontal shear that diagonal web member 3 causes in the story post of arch formula conversion layer bottom, reduce to encircle the moment of flexure in the story post of formula conversion layer bottom.Therefore, the vertical load on arch formula conversion layer top can reasonably transmit in each rod member of arch formula conversion layer, and can make full use of each rod member stress performance, collaborative work.
Arch formula conversion layer structure can alleviate dead load, reduces the rigidity of conversion layer itself, therefore can reduce the earthquake response of structure, and is favourable to structural seismic.
Case history as shown in Figure 3, Figure 4:
A highrise building, the vertical post of its story post is apart from being 6m, and building laterally is provided with the conversion layer of 20m span in the bottom, and conversion layer top is provided with 10 story frame structures that span is 5m, and fortification intensity is 7 degree, II class place, the antidetonation grade is three grades.This engineering adopts the arch formula conversion layer structure that proposes in beam-type transition layer structure commonly used in the engineering and the utility model to analyze its analysis result such as table 1 respectively:
Table 1 beam-type transition layer compares with arch formula conversion layer analysis indexes
In addition, find that as calculated beam-type transition layer bottom floor geological process shearing is 932kN, arch formula conversion layer bottom floor geological process shearing is 458kN, as seen encircles formula conversion layer earthquake response and is significantly smaller than beam-type transition layer.
As shown in Table 1, the quantity of reinforcement of arch formula conversion layer is significantly smaller than beam-type transition layer, and amount of deflection and antiarch value are all less than beam-type transition layer.
Fig. 3, Fig. 4 are respectively beam-type transition layer that calculates and the structural layout plan that encircles the formula conversion layer, as seen from the figure under bottom space equates identical with conversion layer height situation, adopt arch formula conversion layer can obtain the usage space of 3 meters clear height of one deck, this is very significant to the owner more.
Claims (6)
1. the building structure of a highrise building arch formula conversion layer, described conversion layer is located between little space structures floor in highrise building top and the bottom large spatial structure floor, it is characterized in that: apart from variation place upper chord (1), lower chord (2) are set at story post (5) in the described conversion layer, between upper chord (1), lower chord (2), be provided with diagonal web member (3), between diagonal web member (3), be provided with perpendicular web member (4), form arch formula conversion layer.
2. the building structure of a kind of highrise building arch formula conversion layer according to claim 1, it is characterized by: the diagonal web member (3) between upper chord (1), the lower chord (2) is a pair of diagonal web member (3) that is the Eight characters.
3. the building structure of a kind of highrise building arch formula conversion layer according to claim 1 and 2, it is characterized by: the upper end of diagonal web member (3), perpendicular web member (4) is connected with the little space structures floor in top respectively.
4. the building structure of a kind of highrise building arch formula conversion layer according to claim 1 and 2, it is characterized by: the lower end of diagonal web member (3) is connected with described conversion layer both sides respectively, and is connected with the two ends of lower chord (2).
5. the building structure of a kind of highrise building arch formula conversion layer according to claim 3 is characterized by: have between the upper end of diagonal web member (3) and perpendicular web member (4) at interval.
6. the building structure of a kind of highrise building arch formula conversion layer according to claim 4, it is characterized by: lower chord (2) is a prestressed member.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007201277661U CN201103166Y (en) | 2007-08-10 | 2007-08-10 | Building structure of high-rise building arch type commutation layer |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007201277661U CN201103166Y (en) | 2007-08-10 | 2007-08-10 | Building structure of high-rise building arch type commutation layer |
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| Publication Number | Publication Date |
|---|---|
| CN201103166Y true CN201103166Y (en) | 2008-08-20 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNU2007201277661U Expired - Fee Related CN201103166Y (en) | 2007-08-10 | 2007-08-10 | Building structure of high-rise building arch type commutation layer |
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|---|---|
| CN (1) | CN201103166Y (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102383495A (en) * | 2011-08-31 | 2012-03-21 | 广州市设计院 | Double-layer vierendeel truss structure system of large cantilever structure |
| CN105442722A (en) * | 2015-11-03 | 2016-03-30 | 刘坤 | Truss shock insulation transfer layer |
| CN109235898A (en) * | 2018-09-19 | 2019-01-18 | 哈尔滨工业大学建筑设计研究院 | A kind of huge space transformational structure of novel large-span prestressed rigid body and its construction method |
-
2007
- 2007-08-10 CN CNU2007201277661U patent/CN201103166Y/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102383495A (en) * | 2011-08-31 | 2012-03-21 | 广州市设计院 | Double-layer vierendeel truss structure system of large cantilever structure |
| CN102383495B (en) * | 2011-08-31 | 2014-12-10 | 广州市设计院 | Double-layer vierendeel truss structure system of large cantilever structure |
| CN105442722A (en) * | 2015-11-03 | 2016-03-30 | 刘坤 | Truss shock insulation transfer layer |
| CN109235898A (en) * | 2018-09-19 | 2019-01-18 | 哈尔滨工业大学建筑设计研究院 | A kind of huge space transformational structure of novel large-span prestressed rigid body and its construction method |
| CN109235898B (en) * | 2018-09-19 | 2020-09-29 | 哈尔滨工业大学建筑设计研究院 | Large-span prestress rigid body giant space conversion structure and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20080820 Termination date: 20100810 |