CN104100096B - Vertical member leveling method - Google Patents
Vertical member leveling method Download PDFInfo
- Publication number
- CN104100096B CN104100096B CN201410362809.9A CN201410362809A CN104100096B CN 104100096 B CN104100096 B CN 104100096B CN 201410362809 A CN201410362809 A CN 201410362809A CN 104100096 B CN104100096 B CN 104100096B
- Authority
- CN
- China
- Prior art keywords
- vertical member
- vertical
- deformation
- described vertical
- leveling method
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The open a kind of vertical member leveling method of the present invention, vertical member vertical deformation leveling method under especially open a kind of high level and super high rise structure gravity laod, relate to technical field of structural engineering, the problem solving the vertical deformation leveling difficulty of vertical member in prior art.The described vertical member leveling method that the present invention provides, including: by hinged to horizontal member and vertical member；Carry out disposable gravity laod applying；Adjusting the sectional dimension of described vertical member, the vertical deformation making each described vertical member is identical, and pressuring stress level is uniform, and vertical deformation is consistent；Described horizontal member is just connect with described vertical member, carries out follow-up antidetonation, wind resisting structure design.Present invention is mainly used for executive information systems design.
Description
Technical field
The present invention relates to technical field of structural engineering, particularly relate to a kind of vertical member leveling method.
Background technology
Tall and super tall R.C. buidings is under gravity laod, and different vertical member pressuring stress levels are not
With, vertical member vertical deformation will be caused to there are differences, horizontal member adjacent thereto participates in vertical
The compatibility of deformation of component, to such an extent as to only under structure gravity laod, horizontal member there may be bigger
Additional internal force, is unfavorable for structural seismic, wind force proofing design, it is also possible to affects the installation of equipment and makes
With.
Under tall and super tall R.C. buidings gravity laod, vertical differential deformation problem has caused design
The attention of personnel, the most widely used computational methods have just connect model based on horizontal member；
Associated construction measure includes: horizontal member arranges pouring after settlement, construction adjusts flooring to designing mark
High.
But, horizontal member just connects with vertical member, under gravity laod, exists relatively in horizontal member
Big additional internal force, thus affect the leveling process of vertical member, and horizontal member and vertical member
Between internal force transfer complexity, and then be difficult to ensure that each floor in full building of executive information systems is each perpendicular
To component compressive stress uniformity, cause the vertical deformation leveling difficulty of vertical member.
Summary of the invention
Embodiments of the invention provide a kind of vertical member leveling method, solve of the prior art vertically
The problem of the vertical deformation leveling difficulty of component.
For reaching above-mentioned purpose, embodiments of the invention adopt the following technical scheme that
A kind of vertical member leveling method, including: by hinged to horizontal member and vertical member；Carry out once
Property gravity laod apply；Adjust the sectional dimension of described vertical member, make the vertical of each described vertical member
Deflection is identical；Described horizontal member is just connect with described vertical member.
Wherein, described horizontal member is between adjacent described vertical member；Described horizontal member and institute
State vertical member intersection to be articulated and connected.
Wherein, carry out the step of disposable gravity laod applying described in particularly as follows: structural stiffness matrix once
Generating, structure gravity laod once applies.
Specifically, the sectional dimension of the described vertical member of described adjustment, make the vertical of each described vertical member
The step that deflection is identical specifically includes: calculate the initial vertical deformation of different types of described vertical member
Amount Δ；Adjust the sectional dimension of different types of described vertical member, make the vertical change of each described vertical member
Shape amount is identical.
Wherein, sectional dimension and material by changing described vertical member adjust described vertical member
Vertical deformation.
During actual application, described vertical member is exterior frame column or inner core wall limb.
In the vertical member leveling method that the embodiment of the present invention provides, due to first by horizontal member and vertical structure
Part is hinged, and therefore during the leveling of vertical member, the additional internal force of horizontal member will be by hinged company
The mode connect discharges, and horizontal member is not involved in the compatibility of deformation of vertical member, it is not necessary to consider horizontal member with
Internal force transfer between vertical member, and then without carrying out successive ignition tentative calculation leveling, it is only necessary to disposably
The gravity laod applied carries out one-time leveling and calculates, make the vertical deformation leveling of vertical member simply,
Reliably.Treat that the vertical deformation of each vertical member is identical, will be after each vertical member leveling, then by level
Component just connects with vertical member, carries out follow-up antidetonation, wind resisting structure design.It addition, the present invention is real
Executing in the vertical member leveling method that example provides, horizontal member is hinged with vertical member, and structure weight
Power load once applies, and therefore can eliminate produced by structure later stage additional dead load and live loading
Relative settlement and additional internal force, it is to avoid the construction period is had a negative impact；Meanwhile, can avoid
Construction floor vertical deformation difference continues to build up, and fundamentally solves vertical member under gravity laod
The problem of pressuring stress level difference.
Accompanying drawing explanation
The flow chart of the vertical member leveling method that Fig. 1 provides for the embodiment of the present invention；
The schematic diagram of the step 1 in the vertical member leveling method that Fig. 2 provides for the embodiment of the present invention；
The schematic diagram of the step 2 in the vertical member leveling method that Fig. 3 provides for the embodiment of the present invention；
The flow chart of the step 3 in the vertical member leveling method that Fig. 4 provides for the embodiment of the present invention；
The schematic diagram of the step 3 in the vertical member leveling method that Fig. 5 provides for the embodiment of the present invention；
The schematic diagram of the step 4 in the vertical member leveling method that Fig. 6 provides for the embodiment of the present invention.
In figure, 1 is horizontal member；2 be vertical member, 21 be exterior frame column, 22 for inner core wall limb；Δ
It is that the initial vertical deformation of exterior frame column, Δ 2 are for interior for the different initial vertical deformations of vertical member, Δ 1
The final vertical deformation that the cylinder initial vertical deformation of wall limb, Δ ' are vertical member.
Detailed description of the invention
Below in conjunction with the accompanying drawings embodiment of the present invention one vertical member leveling method is described in detail.
The embodiment of the present invention provides a kind of vertical member leveling method, as it is shown in figure 1, include: step 1,
By hinged to horizontal member and vertical member；Step 2, carry out disposable gravity laod applying；Step 3, tune
The sectional dimension of whole vertical member, the vertical deformation making each vertical member is identical；Step 4, by horizontal structure
Part just connects with vertical member.
In the vertical member leveling method that the embodiment of the present invention provides, due to first by structure level component with perpendicular
Hinged to component, therefore during the leveling of vertical member, horizontal member is not involved in the change of vertical member
Shape is coordinated, and does not produce and may cause relatively owing to needing to coordinate vertical member deformation under gravity laod
Big internal force, during vertical member deformation leveling under gravity laod, stress is simple, it is not necessary to consider level
Internal force transfer between component and vertical member, and then without carrying out successive ignition tentative calculation leveling, it is only necessary to right
The disposable gravity laod applied carries out one-time leveling and calculates, and makes the vertical deformation leveling of vertical member
Simply, reliably.Treat that the vertical deformation of each vertical member is identical, will after each vertical member leveling, then
Horizontal member is just connect with vertical member, carries out follow-up antidetonation, wind resisting structure design.It addition, this
In the vertical member leveling method that inventive embodiments provides, horizontal member is hinged with vertical member, and
Structure gravity laod once applies, and therefore can eliminate structure later stage additional dead load and live loading institute
The relative settlement produced and additional internal force, it is to avoid the construction period is had a negative impact；Meanwhile, may be used
To avoid construction floor vertical deformation difference to continue to build up, fundamentally solve under gravity laod perpendicular
Problem to component pressuring stress level difference.
Wherein, in order to vertical member leveling method that the present invention provide is better described, with one group (two)
Illustrate as a example by vertical member, as in figure 2 it is shown, specifically may be used hinged for horizontal member 1 in step 1
Thinking, in skyscraper or high-rise building, (multiple) horizontal member 1 is positioned at adjacent (two)
Between vertical member 2, and the intersection of each horizontal member 1 and vertical member 2 is and is articulated and connected,
As shown in multiple circles between horizontal member 1 and vertical member 2 in Fig. 2, therefore, this is articulated and connected
Mode can be during the leveling of vertical member 2, the additional internal force of emission levels component 1, it is to avoid its
Deformation leveling on vertical member 2 produces impact, thus is conducive to flat for executive information systems regulation
Whole.
Wherein, the disposable gravity laod that carries out in step 2 applies to be specifically as follows, structural stiffness matrix
Once generating, gravity laod is disposably applied on different vertical members 2, as different vertical in Fig. 3
Shown in the arrow on component 2 top；And after this, adjust the sectional dimension of vertical member 2, make complete
The each floor in building each vertical member pressuring stress level is uniform, and vertical deformation is consistent.
Specifically, in the vertical member leveling method that the embodiment of the present invention provides, as shown in Figures 2 and 3,
Different types of vertical member 2 is specifically as follows exterior frame column 21 and inner core wall limb 22.It is of course also possible to be
Other vertical structure part in building.Wherein, the sectional dimension adjusting vertical member 2 in step 3,
The concrete steps making the vertical deformation of each vertical member 2 identical may include that step 31, calculate difference
The initial vertical deformation Δ of the vertical member 2 of type；Step 32, adjust different types of vertical member 2
Sectional dimension, the vertical deformation making each vertical member 2 is identical.
In the embodiment of the present invention, as it is shown on figure 3, the initial vertical of the exterior frame column 21 in vertical member 2 becomes
Shape amount is Δ 1, and the initial vertical deformation of the inner core wall limb 22 in vertical member 2 is Δ 2.Due to housing
Post 21 and inner core wall limb 22 belong to different types of vertical member 2, therefore in own material, specification and be subject to
Under the different factor such as power situation, its initial vertical deformation Δ is caused to there are differences, i.e. at the beginning of exterior frame column 21
Beginning vertical deformation Δ 1 is different from the initial vertical deformation Δ 2 of inner core wall limb 22, the most in figure 3,
Above-mentioned Δ 1 > Δ 2.In order to make the different types of vertical member 2 compressive stress water in executive information systems
The evenest, vertical deformation is consistent, i.e. each vertical member 2 in leveling building.
Shown in Fig. 5, step 32, adjust the sectional dimension of different types of vertical member 2, make each
The vertical deformation of vertical member 2 is final vertical deformation Δ '.Such as when Δ '=1/2* (Δ 1+ Δ 2),
Then adjust exterior frame column 21 so that it is initial vertical deformation is that Δ 1 diminishes, and equal to final vertical deformation Δ '；
Adjust inner core wall limb 22 so that it is initial vertical deformation is that Δ 2 becomes big, and equal to final vertical deformation Δ '；
The most now as it is shown in figure 5, the vertical deformation of each vertical member 2 in Jian Zhu is consistent.Certainly, in reality
In application, the final vertical deformation Δ ' of each vertical member 2 can be the arbitrary value in the range of Δ 1 to Δ 2.
Further, step 32 adjusts the cross section of different types of vertical member 2 be specifically as follows and pass through
Change the sectional dimension of different vertical member 2, and the material etc. of vertical member 2 adjusts different vertical
The vertical deformation of component 2, the pressuring stress level making each vertical member of each layer 2 of whole building is uniform,
The vertical deformation of the most each vertical member 2 is consistent, thus the structure peace of beneficially executive information systems
Congruence.
In the vertical member leveling method that the embodiment of the present invention provides, and Super High knot high-rise for major part
Structure is built, under not considering the horizontal force action that earthquake or wind load cause, only in gravity laod generation
Under tabular value effect, the axial compression ratio of above-mentioned different types of vertical member 2 can be 0.5, i.e. exterior frame column
21 and the axial compression ratio of inner core wall limb 22 desirable unanimously, thus in different types of vertical member 2
Exterior frame column 21 and inner core wall limb 22 can be by changing its cross section and material etc. so that it is vertically adjust
Put down and keep consistent.
During actual application, as Fig. 5 combines shown in Fig. 6, by horizontal member 1 and vertical member 2 in step 4
Just connect, to carry out follow-up structural seismic, wind force proofing design.
The above, the only detailed description of the invention of the present invention, but protection scope of the present invention is not limited to
In this, any those familiar with the art, can be easily in the technical scope that the invention discloses
Expect change or replace, all should contain within protection scope of the present invention.Therefore, the protection of the present invention
Scope should described be as the criterion with scope of the claims.
Claims (6)
1. a vertical member leveling method, it is characterised in that including:
At least one horizontal member is hinged with two adjacent vertical members respectively, and described horizontal member is between two adjacent described vertical members；
Described vertical member carries out disposable gravity laod applying, and described gravity laod includes deadweight and the deadweight of described horizontal member of described vertical member；
Adjusting the sectional dimension of described vertical member, the vertical deformation making each described vertical member is identical；
Described horizontal member is just connect with described vertical member.
Vertical member leveling method the most according to claim 1, it is characterised in that described horizontal member is between adjacent described vertical member；
Described horizontal member is articulated and connected with described vertical member intersection.
Vertical member leveling method the most according to claim 1, it is characterised in that described in carry out disposable gravity laod applying step particularly as follows:
Structural stiffness matrix once generates, and structure gravity laod once applies.
Vertical member leveling method the most according to claim 1, it is characterised in that the sectional dimension of the described vertical member of described adjustment, the step making the vertical deformation of each described vertical member identical specifically includes:
Calculate the initial vertical deformation of different types of described vertical member；
Adjusting the sectional dimension of different types of described vertical member, the vertical deformation making each described vertical member is identical.
Vertical member leveling method the most according to claim 4, it is characterised in that adjusted the vertical deformation of described vertical member by the cross section and material changing described vertical member.
Vertical member leveling method the most according to claim 1, it is characterised in that described vertical member is exterior frame column or inner core wall limb.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410362809.9A CN104100096B (en) | 2014-07-28 | 2014-07-28 | Vertical member leveling method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410362809.9A CN104100096B (en) | 2014-07-28 | 2014-07-28 | Vertical member leveling method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104100096A CN104100096A (en) | 2014-10-15 |
| CN104100096B true CN104100096B (en) | 2016-08-24 |
Family
ID=51668609
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410362809.9A Expired - Fee Related CN104100096B (en) | 2014-07-28 | 2014-07-28 | Vertical member leveling method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104100096B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112597558A (en) * | 2019-09-16 | 2021-04-02 | 深圳市建筑设计研究总院有限公司 | Method for loading torsion member and calculating pre-internal force |
| CN112597561B (en) * | 2020-11-10 | 2024-04-02 | 上海建工集团股份有限公司 | Pre-control method for deformation of super high-rise building structure |
| CN112554335A (en) * | 2020-12-10 | 2021-03-26 | 深圳大学建筑设计研究院有限公司 | Self-balancing lap joint column conversion structure of diagonal web member truss |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB0023292D0 (en) * | 2000-09-22 | 2000-11-08 | Surefoot Ltd | Self-levelling support |
| CN101787732B (en) * | 2010-02-11 | 2011-08-17 | 清华大学 | Cable-stayed multi-layer framework structure and construction control method thereof |
| CN202012203U (en) * | 2010-12-20 | 2011-10-19 | 北京市建筑工程研究院有限责任公司 | Prefabricated vertical member mounting tool type support |
| CN202324202U (en) * | 2011-11-15 | 2012-07-11 | 中建三局第二建设工程有限责任公司 | Adjustable device for connecting steel vertical component with steel horizontal component |
| CN102587656B (en) * | 2012-03-05 | 2015-10-07 | 中建三局建设工程股份有限公司 | Super highrise building rectangular steel pipe bending post or tilt column construction |
-
2014
- 2014-07-28 CN CN201410362809.9A patent/CN104100096B/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN104100096A (en) | 2014-10-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Yang et al. | Numerical analyses of steel beam–column joints subjected to catenary action | |
| Mazza et al. | Displacement-based seismic design of hysteretic damped braces for retrofitting in-elevation irregular rc framed structures | |
| Karavasilis et al. | Hysteretic model for steel energy dissipation devices and evaluation of a minimal-damage seismic design approach for steel buildings | |
| CN104100096B (en) | Vertical member leveling method | |
| CN105803941B (en) | A kind of double rope simultaneous tension unstress state construction control methods of cable-stayed bridge | |
| Rojas | Design of isolated footings of circular form using a new model | |
| Chen et al. | Experimental study on steel reinforced concrete columns subjected to combined bending–torsion cyclic loading | |
| CN104458455B (en) | Narrow base power transmission steel pipe tower space tower leg structured testing method | |
| D’Aniello et al. | Finite element analyses on free from damage seismic resisting beam-to-column joints | |
| CN104866688B (en) | Structural member size correction method based on acceleration sensitivity analysis | |
| CN112100729B (en) | Vertical deformation and differential deformation control method for super high-rise structure | |
| CN114841035B (en) | A finite element-based structural construction process simulation analysis method and system | |
| Whittle et al. | Performance of structural members in seismic retrofitted frames with viscous dampers | |
| Krolo et al. | The extended N2 method in seismic design of steel frames considering semi-rigid joints | |
| CN114459712B (en) | Earthquake simulation vibrating table experimental compensation method based on autoregressive model | |
| Xu et al. | A real-time hybrid testing based on shaking table and actuator for cable tray systems | |
| Tan et al. | Behaviour of different types of steel connections in steel frames against progressive collapse | |
| Lee et al. | Finite element analysis of optimized brace angle for the diagrid structural system | |
| Chen et al. | Elastoplastic analysis of shear resistance of special-shaped concrete-filled steel tubular connection | |
| Yun et al. | Fluid-structure interaction numerical analysis of the spent fuel pool and storage racks under earthquake | |
| Martinez-Garcia et al. | Benchmark studies to compare frame stability provisions | |
| Valente | Displacement-based seismic design of steel frames strengthened by buckling-restrained braces | |
| Lorenzana et al. | A nonlinear model for the elastoplastic analysis of 2D frames accounting for damage | |
| Arora et al. | Strengthening of High Rise Building with Outrigger System | |
| Paparo et al. | Performance-based approach for the retrofit of URM wall structures by RC walls |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 518060 Architectural Design Institute of Shenzhen University, Nanshan District, Shenzhen City, Guangdong Province Patentee after: Shenzhen University architectural design and Research Institute Co Ltd Address before: 518060 Architectural Design Institute of Shenzhen University, Nanshan District, Shenzhen City, Guangdong Province Patentee before: The Institute of Architecture Design & Research, Shenzhen University |
|
| CP01 | Change in the name or title of a patent holder | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160824 Termination date: 20200728 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |