CN106436991B - A kind of high-rise, super high-rise building curtain wall construction Optimization Design Method - Google Patents
A kind of high-rise, super high-rise building curtain wall construction Optimization Design Method Download PDFInfo
- Publication number
- CN106436991B CN106436991B CN201610669591.0A CN201610669591A CN106436991B CN 106436991 B CN106436991 B CN 106436991B CN 201610669591 A CN201610669591 A CN 201610669591A CN 106436991 B CN106436991 B CN 106436991B
- Authority
- CN
- China
- Prior art keywords
- section
- keel
- load
- region
- sectional
- 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.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- 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
- E04B2/88—Curtain walls
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Architecture (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Theoretical Computer Science (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Electromagnetism (AREA)
- Load-Bearing And Curtain Walls (AREA)
Abstract
The present invention provides a kind of high-rise, super high-rise building curtain wall construction optimum design method comprising five steps, are one: designing preliminary keel section according to the architectural appearance that architect provides；Two: profile manufacturer is issued into preliminary keel section, provides the smallest cross-sectional that can be done；Three: calculating the load for building each position according to test and load code, draw out built-loading distributed areas figure, region division is carried out to building according to curtain skeleton load and span；Four: calculating the peak load that can bear in step 2 by the smallest cross-sectional that profile manufacturer provides, the range that the smallest cross-sectional can use is irised out in the figure of built-loading distributed areas；Five: to remaining division region: calculating separately out smallest cross-sectional parameter needed for each region under the premise of being able to satisfy the code requirement, and design corresponding remaining subregion keel section.This optimum design method improves the stock utilization of curtain skeleton, improves the design efficiency and precision in column section.
Description
Technical field
The present invention relates to the design methods of building external envelope structure, are especially to provide a kind of high-rise, super high-rise building curtain wall
The optimum design method of structure.
Background technique
In recent years, with the fast development of construction market, building height is in the public building of 24m or more and ten layers or more
Skyscraper as residential architecture and building height are more than that the super high-rise building of 100m is more and more.Building curtain wall is as one
Kind senior building exterior wall, favors by architect and developer.The design of curtain wall is primarily referred to as constituting the critical component curtain of curtain wall
The design of wall keel, curtain skeleton include column and crossbeam.
Since the stress form of curtain skeleton is generally simply supported beam or twin spans beam form, stress is more clear, theoretical calculation
As a result generally with actual conditions relatively, therefore, it is not necessary to be stayed because some unknown or being not easy the unfavorable factor considered
More safe clearances can significantly design the section of curtain-wall stand-column or crossbeam according to notional result.So such as
What makes reasonable structural analysis and plan to entire curtain wall system will determine the utilization rate of the profile of column or crossbeam.
For curtain wall system of the same race or curtain wall construction form of the same race, the design method of conventional curtain skeleton scheme is according to knot
The worst region of structure stress determines the keel section of whole system.It is as shown in Figure 1 the design cycle of existing curtain wall, with curtain wall
For the section design of column: conventional curtain-wall stand-column section design cycle is usually, first by architect's design building shape, really
Determine layer height, lattice and the size range of interior facing keel profile etc. of curtain wall, then the building designed by relevant unit designer
Wind tunnel test is carried out, the column section that meets the requirements then is gone out by Curtain Wall Design person's primary Calculation, takes in whole building stress most
It is greatly that worst position opposition column section is checked, the section shape for the column for transferring to the confirmation of aluminum profile producer designed later
Whether shape is able to produce, and the column section that can oppose if improper is finely tuned, and feeding back to Curtain Wall Design later, person checks, really
By aluminum profile producer processing and fabricating after recognizing column section and can meeting the requirements.
The shortcomings that this design method, has:
1., with without exception complete: the load of an each position of building is different, the layer of building it is high and may there are many, it is special
It is not when building height is larger, the discreteness of load also can be larger, if still used conventional to build upper stress dominant bit
The way for carrying out the design of column section is set, material overall utilization rate can be very low, causes the significant wastage of material.
2., section design efficiency it is lower: in existing design method, usually first design keel section, then carry out
It calculates and checks, be adjusted when improper, calculating check again later ..., design in this way is first, calculates posterior method needs
Adjustment calculates repeatedly, and efficiency is lower when design section.
Summary of the invention
The purpose of the present invention is improving problem of the existing technology, a kind of high-rise, super high-rise building curtain wall construction is provided
Optimum design method.The optimum design method can biggish raising material overall utilization rate, reduce material utilization amount, while
The design efficiency that column section can be improved keeps section design more accurate, more efficient.
It is different with steel, the reinforced concrete structure in main structure.The most baseline of curtain wall construction optimization design, is material
The limit capacity of processing.Therefore, the design method of curtain wall construction optimization is also different with the optimum design method of main structure,
But it is based on identical principle.The design method of more advanced main structure is based on Probability ultimate state in the world
Design method.It includes ultimate limit states and serviceability limit state.In the invention referred to herein, the structure of curtain wall
Optimization design be that ultimate limit states and serviceability limit state and are combined based on material limits working ability,
Region division and limit arrangement are carried out, while considering the multi-purpose Optimal Structure Designing method of post pole limit.
The object of the present invention is achieved like this:
A kind of high-rise, super high-rise building curtain wall construction optimum design method comprising following design procedure:
Step 1: the layer of curtain wall known to the architectural appearance provided according to architect is high, the size of lattice and interior facing and
Curtain skeleton outer profile designs preliminary keel section；
Step 2: issuing profile manufacturer for the preliminary keel section designed, by profile manufacturer according to preliminary
Keel section provides the smallest cross-sectional that can be done, which is profile manufacturer according to its limit working ability to material
It obtains；
Step 3: the test result and load code calculated result done according to experimental unit obtain the lotus for building each position
It carries, draws out built-loading distributed areas figure, combine keel structure unique characteristics to carry out region division to building later；
Step 4: it calculates the smallest cross-sectional that is provided in step 2 by profile manufacturer and is meeting code requirement i.e. pair
Under the premise of ultimate limit states and serviceability limit state require, it can be held under different keel structure unique characteristics
The peak load received irises out the region model that the smallest cross-sectional can use in the built-loading distributed areas figure being ready for later
It encloses, which is the smallest cross-sectional of curtain skeleton；
Step 5: the design to keel section in remaining region:
At least one of with the following method:
A. the load and keel structure unique characteristics in the remaining area are found out, then, before being able to satisfy code requirement
The smallest keel cross section parameter needed for calculating the remaining area is put, corresponding keel is separately designed out later and cuts
Face.
B. the section of setting is allowed to be suitable for the remaining area by strengthening measure.
C. using the keel smallest cross-sectional in step 4.
Wherein:
In the step 2, material manufacturing limit ability: refer to that the keel in curtain wall construction include crossbeam, column
Material, the manufacturing limit ability processed with aluminium alloy.The processing method of Aluminum alloy column or crossbeam is extrusion molding, material processing
Limit capacity includes following aspects:
(1) width-thickness ratio: if the cross-sectional width of column, crossbeam is larger, the too thin i.e. width-thickness ratio of wall thickness is too big, it may appear that type
Material squeezes out difficult, and when extrusion deforms；
(2) thickness difference: when the thickness difference of adjacent panels is bigger in the section, not due to discharging speed and cooling procedure
Uniformly, it is likely to occur striped, deformation on the profile of extrusion, color difference occurs after being surface-treated；
(3) mold safety: extrusion die is usually the shape of thin edge thick middle, and unreasonable, mold is designed in the section
It just will receive bigger pressure, the edge of mold is likely to be broken at this time, that is, quick-fried mould occurs, mold goes out that crackle etc. is a series of to ask
Topic；
Therefore not in the case where Fabric utilization is not high, aluminum profile section can be continued to optimize.And it is also to foundation
The material limits working ability that profile manufacturer provides is stopped a little as optimization design at this stage one.
Specifically, profile manufacturer determines in smallest cross-sectional and generally can specifically do including working as follows:
1. if the wall thickness thickened preliminary keel section width-thickness ratio is unable to satisfy greatly very much processing request；
2. thickness difference is reduced if the thickness difference of the wall thickness of adjacent panels is bigger in preliminary keel section, such as
Relatively thin wall thickness is thickeied, or by thicker wall thickness reduction, or open larger corner R etc..
Ability about step 2, differential profiles manufacturer, shape extrusion is different, is capable of processing out this design section
Minimum wall thickness (MINI W.) is also different.In this optimum design method, the preliminary keel section designed first is given to profile manufacturer, by
It is thick that profile manufacturer provides the most thin-walled that the preliminary keel section can be made.
The keel structure unique characteristics refer to span
Improve the overall utilization rate of curtain skeleton, it is therefore necessary to according to the high distribution situation of the load of curtain wall and layer to whole
Piece curtain wall does region division, designs corresponding keel section to different regions later.
About step 3, i.e., building is carried out in region division, it should be pointed out that project biggish for the scale of construction,
If region division is too thin, although can be further improved material overall utilization rate, will increase die sinking amount, improve die sinking at
This, increases the complexity of the processes such as post-production stock, and difficulty is distinguished etc. when installation.It need to be comprehensively considered by designer, be drawn in region
Material overall utilization rate is got back larger raising in the case where point few, has both realized the minimized stock utilization of keel number of cross sections
It maximizes.Conventional project, which generally divides 4, can be realized the larger excellent of stock utilization with inner region, a new section of increase
Change.
Therefore, the span scope of each unit in building can be at least divided into region division large span and it is small across
Two groups are spent, the load of building everywhere is at least divided into big load and two groups of small load, then, such as is combined into four regions:
1. large-span；
2. large span small load；
3. small span small load；
4. the small big load of span.
In addition, the region of several divisions can also be merged when designing keel section, for example, by big load it is small across
Region and small load large span region merging technique are spent, design keel are same section.
Such as curtain-wall stand-column, load is wind pressure, in the step 3, i.e., according at the beginning of curtain skeleton load and span
Step can be in region division and do region division according to the span of unit and the wind pressure of each position to building, for vertical
Column section design, be divided into four regions, four regions can Preliminary division be the small wind pressure of small span, the big wind pressure of small span, greatly across
Several regions such as small wind pressure and the big wind pressure of large span are spent, the different region of condition is distinguished.
Later in step 4, it is i.e. minimum the most thin processable section that profile manufacturer provides need to be checked by designer
Whether section meets the regulation of specification, if not satisfied, designer, which thicken, feeds back to producer, then feasible by producer's judgement processing
Property, until profile manufacturer and check two are all satisfied.
In step 5 be also in this way, finding out load and keel structure unique characteristics in the remaining area, then,
The smallest keel cross section parameter needed for the remaining area is calculated under the premise of being able to satisfy code requirement, is separately designed out later
After corresponding keel section, profile manufacturer is issued, determines whether to be opened by it, if it is raw not to be able to satisfy profile
The limit working ability of producer is produced, then pair cross-section is finely adjusted；Then whether checking computations keel section meets specification to carrying again
The requirement of capacity limit state and serviceability limit state, it is final to determine corresponding remaining subregion section.
In the step 3 and step 4, the load, representative is leading load, and the leading load is often referred to
Several loads that may occur simultaneously are subjected to the combined load that reasonable combination obtains according to load code.
Can the leading load refers to meet the combined load that requirement plays a leading role to keel.
The combined load can be the combination of multiple loads, be also possible to single load.
For example, leading load is exactly wind load for column；For the crossbeam of facade curtain wall, leading load may be
Gravity laod；For the keel of horizontal lighting roof, leading load can be that be combined one of wind, snow, self weight combines again
Load.
The leading load is voluntarily determined by designer.
The design method can be suitble to column and crossbeam in curtain wall, be also applied for the optimization design of other rod pieces.
In the step 4, it is strong the ultimate limit states: to refer to that aluminium alloy extrusions reaches material design maximum
Degree, including bending strength, tensile strength, compression strength, shearing strength, local scour depth and by the profile of threaded connection
Screw thread tensile strength and have ornamental strip profile torque resistivity shearing strength, the intensity of notch.Any one
Bearing capacity reaches capacity state, all stops a little as optimization design at this stage one.
The serviceability limit state: refer to that aluminium alloy extrusions reaches the deformation for being unsuitable for continuing carrying.Including shadow
The deformation for ringing interior using effect, the deformation for influencing curtain wall watertightness performance, the deformation for influencing curtain wall air-tightness are resisted due to itself
The deformation for the outer connection ornamental strip that torsion stiffness deficiency generates influences deformation in elastic gap etc. between curtain wall a variety of materials.Appoint
What deformation state reaches capacity, and is all serviceability limit state, all the stopping a little at this stage as optimization design.
The using area that can adapt to the keel smallest cross-sectional that profile manufacturer provides, ordinary circumstance are selected in step 4
Under be the lesser region of load in divided region.But be also not excluded for, the keel smallest cross-sectional that profile manufacturer provides exists
The division region adapted in the figure of built-loading distributed areas is not the smallest region of load, then, the smaller region of load can also
Remaining division region can be become, in this way, in step 5, the remaining subregion section designed may than smallest cross-sectional also than
It is small.
In this case, in order to simplify therebetween, sometimes such remaining subregion is also just using the dragon of the smallest cross-sectional
Bone.
The structure unique characteristics are often referred to span.
In step 4 and step 5, calculates keel section lieutenant colonel's nuclear energy and meet under the premise of code requirement needed for each region
The parameter of smallest cross-sectional generally can be section resistance moment and the moment of inertia.
For example, if it is design column, the mainly resistance moment needed for column sections of load and span two influences and
The moment of inertia.
The remaining area can refer to the remaining region after the selection of step 4, be also possible to select in the step 4
Select the region after rear remaining region merges.
In step 5, the specific method in design keel section has:
In the step 5, after curtain skeleton is divided into several regions, the discrete type of each region load can be smaller,
The design in keel section is carried out for each region, waste of material situation can be reduced, and still, keel section specification also will increase,
Therefore it needs designer while considering how that keel is avoided excessively to be opened problem.Therefore, in step 5 or even in step 4, all
The method of combined region can be used to avoid dividing the excessive problem in region.
Further, it is divided in the design section of region for residue, the smallest cross-sectional can be carried out adding as follows
Strong measure:
1. local wall thickness thickeies.Preferably the side wall of the maximum such as front and back side of keel stress is thickeied.
2. changing opening section is silent section.
And when keel section is designed, designer should consider how the section for making to design in more unfavorable position
Reinforce (common practices is to increase lock pin) without another mold in use, can eaily do, accomplishes that a column is multi-purpose.
Therefore, strengthening measure can also be reinforcement on the basis of not changing section, for example, the side that can be mostly used using a column
Method, specifically:
One column is mostly used design method: refer on the basis of the aluminium alloy extrusions of setting, by setting reinforcer measure come
Its bearing capacity is improved, is allowed to be suitable for the more unfavorable remaining division region.
The aluminium alloy extrusions of the setting can be the aluminium alloy of existing aluminium alloy extrusions or the smallest cross-sectional
Profile, or the aluminium alloy extrusions of a kind of sectional dimension calculated in remaining area.
Realize that a kind of aluminium alloy extrusions in the application of multiple regions, avoids each region corresponding using a kind of new section
Profile reduces die sinking amount, that is, reduces the quantity of section material section type.
It is mostly used in method in a column, the reinforcer measure is to plug lock pin in the profile.
One column is mostly used design method, and to require designer's one column of forethought when designing keel section to be mostly used required some
The design of reinforcer fixture construction.
The reinforcer fixture construction can be designs reserved closed chamber in keel, inserts for being inserted into steel wherein
Core；And/or
The reinforcer fixture construction can be for clamping structure used in lock pin, for lock pin attachment.
When on the basis of existing profile by reinforcing still being unable to satisfy the region of remaining some stress differences, basis is needed
Mechanical analysis determines the minimum section for meeting requirement again simultaneously of a material incrementss, also uses this when a column multi-purpose
Method can be allowed to use by further strengthening new section both outside the region that new section meets next stress difference
In the worst region of stress, by entire curtain wall all standing.Cut in the smallest cross-sectional or for one kind of remaining area design
On the basis of face, which is adjusted.
Reinforcement design described in step 5 can be and reinforce on the basis of new section, be also possible to initial smallest cross-sectional into
Row inserts core reinforcement.
Section adjustment can apply simultaneously with the method using reinforcer, also can be used alone, successively use in design
Crossing sequence can also arbitrarily adjust.
The method that two kinds of specific methods of A, B and section are adjusted, it is also necessary to send out the remaining subregion section designed
Profile manufacturer is given, determines whether to be opened by it, or be finely adjusted section；Then whether keel section is checked again
Meet requirement of the specification to ultimate limit states and serviceability limit state, it is final to determine corresponding remaining subregion section.
High-rise, super high-rise building curtain wall construction optimum design method provided by the invention, change it is in the prior art with
The method that the peak load that keel are born carries out section design, the problem of avoiding " with without exception complete ", it is reasonable that building is carried out
Region division, there is respective keel section in each region；Again in order to reduce the quantity of mold, and propose to each region keel
The step of reinforcement design in section, " column is multi-purpose " is realized, in terms of saving material, simplifying technique and ensure structure
Equalization point is found, while also improving the design efficiency in column section.Therefore, this optimum design method is suitble to high-rise, Super High
Deng it is necessary to carry out the building curtain wall of region division design, can be biggish under the premise of guaranteeing structure safety, simple process
Improve stock utilization.
Detailed description of the invention
Fig. 1 is the design flow diagram of curtain-wall stand-column in the prior art.
Fig. 2 is vertical using high-rise, super high-rise building curtain wall construction optimum design method design curtain wall provided by the invention
The design flow diagram of column.
Fig. 3 is vertical using high-rise, super high-rise building curtain wall construction optimum design method design curtain wall provided by the invention
Building curtain wall region Preliminary division figure in the building of column.
Fig. 4 a to Fig. 4 g is as using high-rise, super high-rise building curtain wall construction optimum design method provided by the invention
The section structure diagram of several standard columns of the building curtain wall of design, in which:
Fig. 4 a is the section structure diagram of central post 1；
Fig. 4 b is the section structure diagram of central post 2；
Fig. 4 c is the section structure diagram of central post 3；
Fig. 4 d is the section structure diagram of public column 1；
Fig. 4 e is the section structure diagram of public column 2；
Fig. 4 f is the section structure diagram of public column 3；
Fig. 4 g is the section structure diagram of female column 1.
Fig. 5 a to Fig. 5 g is as using high-rise, super high-rise building curtain wall construction optimum design method provided by the invention
The section structure diagram of several reinforcement columns of the building curtain wall of design, in which:
Fig. 5 a is the section structure diagram for reinforcing central post 4, is to do section adjustment on the basis of central post 1；
Fig. 5 b is the section structure diagram for reinforcing central post 5, is to do section adjustment on the basis of central post 2；
Fig. 5 c is the section structure diagram for reinforcing central post 6, is to do section adjustment on the basis of central post 3；
Fig. 5 d is the section structure diagram for reinforcing public column 4, is to do section adjustment on the basis of public column 1；
Fig. 5 e is the section structure diagram for reinforcing public column 5, is to do section adjustment on the basis of public column 2；
Fig. 5 f is the section structure diagram for reinforcing public column 6, is to do section adjustment on the basis of public column 3；
Fig. 5 g is the section structure diagram for reinforcing female column 2, is to do section adjustment on the basis of female column 1.
Fig. 6 is the secondary strengthened structural schematic diagram of male and female column.
Fig. 7 is the secondary strengthened structural schematic diagram of central post.
Fig. 8 is the flow diagram being designed using this optimum design method for curtain-wall stand-column section.
Specific embodiment
As shown in Fig. 2, the present invention uses high-rise, super high-rise building curtain wall construction optimum design method provided by the invention
The design cycle of design curtain-wall stand-column is:
Architect designs architectural appearance, thus high, lattice and interior facing size and curtain wall with regard to the layer of known curtain wall
Keel outer profile A1.
Step 1: as shown in Fig. 8, column outer profile that Curtain Wall Design person designs according to architect according to column design
Specification Design goes out to meet the column section A 2 of appearance.
Step 2: the preliminary keel section (referring to Fig. 8) designed is issued into profile manufacturer, by profile manufacturer
The smallest cross-sectional that can be done is provided according to preliminary keel section, which is profile manufacturer according to its limit to material
What working ability obtained.
Step 3: the test and load code that are carried out according to experimental unit calculate the load for building each position, obtain
Load assignment situation everywhere is built, built-loading distributed areas figure is drawn out, combines keel span to carry out region to building later
It divides.
Wind tunnel test is carried out to the building by experimental unit, the test and load code carried out according to experimental unit calculates
The load for building each position obtains building load assignment situation everywhere, built-loading distributed areas figure is drawn out, such as Fig. 3 institute
Show.
A kind of building using high-rise, super high-rise building curtain wall construction optimum design method design provided by the invention,
The wind load discreteness obtained by wind tunnel experiment is very big, if not doing region division to curtain wall and only designing by most unfavorable combination vertical
Column section will cause very big waste of material.In terms of wind tunnel experimental results, the wind pressure major part of building is in 3kPa hereinafter, 3kPa-
4kPa is distributed in building corner, and wind pressure is more than the protruding parts that the region of 4kPa concentrates on building curved corner.Column span is then
There are tri- kinds of 4.2m, 4.8m and 5.6m.It, can be tentatively high, big by common wind pressure index bed height, the big layer of common wind pressure when region division
Wind pressure index bed height and the big layer height of big wind pressure do region division to curtain wall.Wherein the high region of common wind pressure index bed can cover whole
Lesser column section can be used in the more than half part of curtain wall in a building, this part.Layer height big for common wind pressure and big wind pressure mark
Quasi- layer height can generally share a kind of column section of reinforcement.Finally particularly poor to local pressure does special reinforcement.Thus
Material is taken full advantage of, also ensures the safety for the weakness zone that local load-bearing is big in project.
Specific division is as follows:
According to wind tunnel experiment, load code calculated result and column span, curtain wall is tentatively divided into several regions, is such as schemed
Shown in 3.
The big floor of A:5.6m high 2.52kPa or less wind pressure area；(the small wind pressure region of large span)
B:4.2m index bed high 3kPa or less wind pressure area；(the small small wind pressure region of span)
C:4.2m index bed 3.7kPa-4.79kPa wind pressure area；(small span strong wind intermediate pressure section)
D:4.8m floor high 3kPa or less wind pressure area；(the small small wind pressure region of span)
The big floor of E:5.6m high 5.11kPa (maximum) wind pressure area；(large span strong wind intermediate pressure section)
F:4.8m floor high 3.7kPa wind pressure area；(the small medium wind pressure region of span)
The area G:4.2m Ceng Gao 3kPa-3.7kPa；(the small small wind pressure region of span)
The high area 3kPa or less of H:4.3m floor.(the small small wind pressure region of span)
Step 4: it calculates the smallest cross-sectional that is provided in step 2 by profile manufacturer and is meeting code requirement i.e. pair
Under the premise of ultimate limit states and serviceability limit state require, the peak load that can bear, later
The range that the smallest cross-sectional can use is irised out in the figure of ready-made built-loading distributed areas, which is curtain skeleton
Smallest cross-sectional.
Design smallest cross-sectional: as shown in Fig. 4 a to Fig. 4 g, by the regulation of the outer profile of column, specification column minimum wall thickness (MINI W.)
And the working ability of producer designs minimum column section.Due to the influence of opening door-leaf on curtain wall, so that central post and public column
It is respectively to open two molds more, central post 1, central post 2 and 3 three kinds of central post neutral post molds are shared, there are also public columns 1, public
3 three kinds of public post molds of column 2 and public column, and the mold of female column 1.
Column bearing capacity is released according to above-mentioned several column sections are counter, as shown in table 1.
The region that standard column is able to satisfy is marked off according to column bearing capacity, in this way such as the area B, the area D, the area G, H in Fig. 3
Area just integrates, unified to use the standard material as shown in Fig. 4 a to Fig. 4 g, that is, standard column.
Step 5: to remaining division region:
Smallest cross-sectional parameter needed for each region under the premise of being able to satisfy the code requirement is calculated separately out, and is merged close
, the smallest cross-sectional obtained for step 2 carries out reinforcement design, in the present embodiment, as shown in Fig. 5 a to Fig. 5 g, in such as Fig. 4
Shown on standard upright post basic, to the adjustment that the thickness of its front-rear side walls is thickened, enable arranging in this way
It applies to reach and is able to bear corresponding load in remaining respective partition, be shown in Table 2.
1 standard column bearing capacity of table
Table 2: reinforce column bearing capacity
The area A, C, F just integrates in this way, is used uniformly the central post that section adjustment is reinforced, shown as shown in Figure 5 a to 5 c,
Male and female column is not reinforced.Reinforce if necessary to be done for male and female column, male and female column can be reinforced as shown in Fig. 5 d to Fig. 5 g.
It to the column of the big wind pressure position of local large span, needs to do special reinforcement: using the section tune as shown in Fig. 5 a to Fig. 5 g
Whole strengthened male and female column and central post do secondary reinforcement --- increase steel lock pin.It avoids to re-mold in this way, reduction is opened
Mould expense.As shown in fig. 6, plugging fixed steel lock pin B1 by the clamping structure 41 of design in the public column 4 shown in Fig. 5 d.Such as
Shown in Fig. 7, steel lock pin B2 is plugged in the closing chamber of central post 6 shown in Fig. 5 c.
In the above-described embodiments, the area E is special reinforcement area, wherein with it is as shown in Figure 6 and Figure 7 by section adjustment and plus
If steel lock pin, the reinforcement column of secondary hardening, that is, applicable on standard upright post basic.
It follows that using high-rise, super high-rise building curtain wall construction optimum design method design provided by the invention
Building, by using the design method, design result is as follows:
The big floor of A:5.6m high 2.52kPa or less wind pressure area；(the small wind pressure region of large span) adjusts column using section.
B:4.2m index bed high 3kPa or less wind pressure area；(the small small wind pressure region of span) uses standard column.
C:4.2m index bed 3.7kPa-4.79kPa wind pressure area；(small span strong wind intermediate pressure section) adjusts column using section.
D:4.8m floor high 3kPa or less wind pressure area；(the small small wind pressure region of span) uses standard column.
The big floor of E:5.6m high 5.11kPa (maximum) wind pressure area；(large span strong wind intermediate pressure section) uses slotting steel after the adjustment of section
The column of core.
F:4.8m floor high 3.7kPa wind pressure area；(the small medium wind pressure region of span) adjusts column using section.
The area G:4.2m Ceng Gao 3kPa-3.7kPa；(the small small wind pressure region of span) uses standard column.
The high area 3kPa or less of H:4.3m floor.(the small small wind pressure region of span) uses standard column.
By carrying out subregion to building, the utilization rate of overall column is improved.Optimum design method provided by the invention, for
It is not turned on the curtain wall of fan, the column preferred arrangement to entire curtain wall can be completed using two molds.
Fig. 8 shows another design method.Curtain Wall Design person designs column section A 1, using profile factory
Family, has obtained smallest cross-sectional A2, the suitable using area of A2 is had selected in zoning plan.For being unable to satisfy force request
Region when it is necessary to taking strengthening measure, such as increase front and back wall thickness and constitute section A 3.For being still unable to satisfy force request
Region, cross section structure can be changed again, such as opening section is changed to silent section A 4.
In optimum design method provided by the invention, region division is carried out for built-loading, for different regions
Load uses the keel of different cross section, and stock utilization can be improved.
In addition to this, there are one obvious features, exactly cut in the preliminary keel that the design according to architect obtains
Behind face, section design is not instead of first carried out according to load and keel structure unique characteristics, profile is issued into preliminary keel section
Manufacturer provides smallest cross-sectional by producer, finds the region that smallest cross-sectional is suitble to use.This design compared with the prior art
Then producer is given, in the process of verification after producer's modification, hence it is evident that much simpler in existing design section.Although to remaining area
It carries out that new section can be generated in the design of keel section, it is also necessary to give producer, there are also checks after producer's modification, but are few after all
The keel of amount, and in the keel design for remaining area, the method that can be mostly used using a column is thus avoided at all
Design, producer, the circulation checked again.Even further more, occurring new section, ordinary circumstance in remaining area keel design
Under maximum for such as keel stress position increase wall thickness, the section generally yielded generally all can be that producer can process,
A possibility that producer modifies is smaller.Therefore, the present invention can reduce or avoid substantially this cyclic process in design cycle.
Further more, it is of the invention, producer is first given into preliminary keel section, obtains most thin machinable smallest cross-sectional, in this way, also
The utilization rate of material can be improved.
And to remaining area by calculating anti-release keel smallest cross-sectional parameter required under the premise of meeting code requirement,
The keel section that satisfaction is designed by the cross section parameter, belongs to the reverse design to keel section, avoids repetition adjustment meter
The cyclic process of calculation improves the efficiency of section design.
As soon as here is that have a specific embodiment, wherein content not repeated description identical with previous embodiment.
A kind of high-rise, super high-rise building curtain wall construction optimum design method comprising following steps:
Step 1: layer height, lattice and the curtain skeleton outer profile of curtain wall known to the architectural appearance provided according to architect, if
Count out preliminary keel section；
Step 2: issuing profile manufacturer for the preliminary keel section designed, by profile manufacturer according to preliminary
Keel section provides the smallest cross-sectional that can be done, which is profile manufacturer according to its limit working ability to material
It obtains；
Step 3: the test and load code that are carried out according to experimental unit calculate the load for building each position, obtain
Building load assignment situation everywhere, draws out built-loading distributed areas figure, according to curtain skeleton load and span to build into
Row region division；
Step 4: it calculates the smallest cross-sectional that is provided in step 2 by profile manufacturer and is meeting code requirement i.e. pair
Under the premise of ultimate limit states and serviceability limit state require, the peak load that can bear, later
The range that the smallest cross-sectional can use is irised out in the figure of ready-made built-loading distributed areas, which is curtain skeleton
Smallest cross-sectional；
Step 5: to remaining division region:
Calculate separately out smallest cross-sectional parameter needed for each region under the premise of being able to satisfy the code requirement, and design with
Corresponding remaining area keel section, a region can be merged into if required smallest cross-sectional parameter similar with same
Kind keel section.
The smallest cross-sectional obtained for step 2 carries out reinforcement design, enables to reach by strengthening measure remaining
Respective partition is able to bear corresponding load.
In step 2, the limit working ability of profile producer is given full play to, makes its profile section that can be done, meanwhile,
It also needs design value that specification is combined to check the minimum wall thickness (MINI W.) whether profile wall thickness exceeds code requirement, is wanted in Machinability Evaluation and specification
When meeting when seeking common ground, the size of final smallest cross-sectional is determined.
According to " test result and load code that experimental unit carries out calculate knot in three this optimum design method the step of
Fruit " determines the load for building each position, built-loading is carried out subregion, and draw out load assignment administrative division map.
In step 3, after the subregion for completing load, it is small building tentatively can be divided into small span in conjunction with keel span
Several regions such as wind pressure, the big wind pressure of small span, the small wind pressure of large span and the big wind pressure of large span.
To remaining division region in step 5, released needed for each region in the case where meeting code requirement as designer is counter
Smallest cross-sectional parameter (generally refers to section resistance moment and the moment of inertia), when required smallest cross-sectional parameter is close, can be merged
For a region, which is gone out according to smallest cross-sectional parameter Preliminary design.Profile manufacturer is issued later, is determined by it
Whether can be opened or pair cross-section is finely adjusted；Then whether checking computations keel section meets specification to limit of bearing capacity shape again
The requirement of state and serviceability limit state, it is final to determine corresponding remaining subregion section.
Described to design at corresponding remaining area keel section in the step 5, designer is in order to realize
One column is multi-purpose and stays some convenient for doing the tectonic sieving further strengthened, such as is designed for used in lock pin on the end face of keel
Clamping structure is further strengthened by inserting core in profile, is allowed to bigger, the more unfavorable area suitable for remaining subregion carrying
Domain, to reduce the die sinking quantity of keel.
The smallest cross-sectional can also be directed to for remaining subregion section by doing reinforcement design.
In conclusion rationally designing column section by carrying out subregion to curtain wall, sufficiently optimizing analysis, generally all
The column of 60% area above of curtain wall can be made to be optimized, avoid and make the column of full wafer curtain wall because local pressure is poor
Surplus it is too big, cause waste of material.
The main inventive main points of optimum design method provided by the invention have the following:
1, subregion is carried out to the load in building everywhere；
2, region division is carried out to building in conjunction with keel span and load；
3, the working ability for giving full play to profile producer designs the smallest profile section, and calculating the section can be with
The range used；
4, to remaining area by calculating anti-release keel smallest cross-sectional parameter required under the premise of meeting code requirement,
The keel section of satisfaction is designed by the cross section parameter.The keel design of remaining area is belonged to the reversed of keel section
Design avoids the cyclic process that repetition adjustment calculates, improves the efficiency of section design.
High-rise, super high-rise building curtain wall construction optimum design method provided by the invention, embodies from following aspects
Its good effect out:
1, the design cycle of curtain wall construction is simplified.
2, the major control point of curtain wall construction design cycle is specified.
3, the concept of curtain wall construction optimization design is redefined.
4, the method for Super High curtain wall construction optimization design is proposed.
5, curtain wall major part keel are optimized, improves keel utilization rate, save material, while improved column and cutting
The design efficiency and precision in face.
Claims (10)
1. a kind of high-rise, super high-rise building curtain wall construction optimum design method comprising following steps:
Step 1: by architect's design building shape, and determine curtain wall include layer height, lattice, interior facing, keel profile ruler
Very little range, the size and curtain wall of high, lattice and interior facing dragon according to the layer of curtain wall known to the architectural appearance of architect's offer
Bone outer profile, Curtain Wall Design teacher design the preliminary keel for meeting the appearance of architect's requirement according to the design specification of keel
Section；
Step 2: profile manufacturer is issued in the preliminary keel section designed by Curtain Wall Design teacher, by profile manufacturer root
The smallest cross-sectional that can be done is provided according to preliminary keel section, which is that profile manufacturer adds the limit of material according to it
Work ability obtains, while there is no the changes that keel are made with outer profile for the smallest cross-sectional；
Step 3: the test result and load code calculated result done according to experimental unit obtain the load for building each position,
Built-loading distributed areas figure is drawn out, combines keel structure unique characteristics to carry out region division to building later；
Step 4: it calculates the smallest cross-sectional provided in step 2 by profile manufacturer and is meeting code requirement i.e. to carrying
Under the premise of capacity limit state and serviceability limit state require, it can bear under different keel structure unique characteristics
Peak load irises out the regional scope that the smallest cross-sectional can use in the built-loading distributed areas figure being ready for later,
The smallest cross-sectional is the smallest cross-sectional of curtain skeleton；
Step 5: the design to keel section in remaining area:
At least one of with the following method:
A. the load and keel structure unique characteristics in the remaining area are found out, then, under the premise of being able to satisfy code requirement
The smallest keel cross section parameter needed for the remaining area is calculated, separately designs out corresponding keel section later；
B. the section of setting is allowed to be suitable for the remaining area by strengthening measure；
C. using the keel smallest cross-sectional in step 4.
2. optimum design method according to claim 1, it is characterised in that:
In step 2, profile manufacturer, which determines, is specifically done in smallest cross-sectional including working as follows:
(1) if preliminary keel section width-thickness ratio is unable to satisfy greatly very much processing request, wall thickness is thickened；
(2) if the thickness difference of the wall thickness of adjacent panels is bigger in preliminary keel section, thickness difference is reduced, way has:
Relatively thin wall thickness is thickeied, or by thicker wall thickness reduction, or opened compared with big corner；And/or
The keel structure unique characteristics refer to span；And/or
In step 4, the smallest cross-sectional is checked through designer, if not satisfied, designer, which thicken, feeds back to producer, then
Machinability Evaluation is judged by producer, until profile manufacturer and check are all satisfied；And/or
In step 5, the remaining area refers to the remaining region after the selection of step 4, or in the step 4
The regional scope in region or remaining region and step 4 selection after remaining region merges after selection is closed
Region after and；And/or
In step 5, just take the strengthening measure specific method to be in the section of the setting: a column is mostly used design method: referring to
Be that its bearing capacity is improved by setting reinforcer measure, is allowed to applicable on the basis of setting the aluminium alloy extrusions in section
In the more unfavorable remaining area.
3. optimum design method according to claim 1 or 2, it is characterised in that:
In step 3, the structure unique characteristics, that is, span scope of each unit in building is at least divided into region division
The load of building everywhere is at least divided into big load and two groups of small load, then, is combined into four by large span and two groups of small span
Region:
One, large-span；
Two, large span small load；
Three, small span small load；
Four, the big load of small span；And/or
In step 3, the region of several divisions is merged, design keel are same section；And/or
In the step 3 and step 4, the load, representative is leading load, and the leading load refers to according to load
Several loads that may occur simultaneously are carried out the combined load that reasonable combination obtains by specification, and the leading load refers to
Can the combined load that requirement plays a leading role be met to keel.
4. optimum design method according to claim 3, it is characterised in that:
The leading load be multiple loads combination or single load；And/or
In step 3, when merging the region of several divisions, by the small span areas of big wind pressure and small wind pressure large span
Region merging technique, design keel are same section；And/or
In the step 5, described minimum section in the step 2 is in the section set reinforced by strengthening measure
Face or the section of existing keel.
5. optimum design method according to claim 3, it is characterised in that:
For column, the leading load is wind load；
For the crossbeam of facade curtain wall, leading load is gravity laod；
For the keel of horizontal lighting roof, leading load is the combined load that wind, snow, self weight are combined.
6. optimum design method according to claim 4, it is characterised in that:
For column, the leading load is wind load；
For the crossbeam of facade curtain wall, leading load is gravity laod；
For the keel of horizontal lighting roof, leading load is the combined load that wind, snow, self weight are combined.
7. optimum design method according to claim 1 or 2, it is characterised in that:
In the step 5, new remaining area section is designed using following at least one method:
(1) local wall thickness thickeies；
(2) changing opening section is silent section；And/or
In step 5, strengthening measure is taken for the section of the setting, existing aluminium alloy type is in the section set
Material section or the aluminium alloy extrusions section of the smallest cross-sectional, or a kind of remaining area calculated in remaining area are cut
The aluminium alloy extrusions section of face size；And/or
It is mostly used in method in a column, the reinforcer measure is to plug lock pin in the profile；And/or
One column is mostly used design method and designer's one column of forethought when designing keel section is required to be mostly used required some reinforcements
The design of part fixture construction.
8. optimum design method according to claim 7, it is characterised in that:
The specific method that local wall thickness in the step 5 thickeies is:
The side wall of side before and after keel is thickeied；And/or
The reinforcer fixture construction is that reserved closed chamber is designed in keel, for being inserted into steel lock pin wherein；And/or
The reinforcer fixture construction is for clamping structure used in lock pin, for lock pin attachment.
9. optimum design method according to claim 1, it is characterised in that: in step 4 and step 5, calculate keel
The parameter that section lieutenant colonel's nuclear energy meets smallest cross-sectional needed for each region under the premise of code requirement is section resistance moment and the moment of inertia.
10. optimum design method according to claim 1, it is characterised in that: finding out the load in the remaining area
The smallest dragon needed for the remaining area is then calculated under the premise of being able to satisfy code requirement with keel structure unique characteristics
Bone cross section parameter is issued profile manufacturer, is determined whether by it after separately designing out corresponding keel section later
It can be opened, if not being able to satisfy the limit working ability of profile manufacturer, pair cross-section is finely adjusted；Then checking computations are imperial again
Whether bone section meets the requirement standardized to ultimate limit states and serviceability limit state, final to determine corresponding residue
Regional cross section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610669591.0A CN106436991B (en) | 2016-08-15 | 2016-08-15 | A kind of high-rise, super high-rise building curtain wall construction Optimization Design Method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610669591.0A CN106436991B (en) | 2016-08-15 | 2016-08-15 | A kind of high-rise, super high-rise building curtain wall construction Optimization Design Method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106436991A CN106436991A (en) | 2017-02-22 |
| CN106436991B true CN106436991B (en) | 2019-02-22 |
Family
ID=58181201
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610669591.0A Active CN106436991B (en) | 2016-08-15 | 2016-08-15 | A kind of high-rise, super high-rise building curtain wall construction Optimization Design Method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106436991B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113536413A (en) * | 2020-06-16 | 2021-10-22 | 广州汉森建筑设计有限公司 | Design method of super high-rise building |
| CN112699454B (en) * | 2021-03-23 | 2021-06-18 | 上海建工集团股份有限公司 | Method for monitoring vertical deformation construction of super high-rise building |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE10300662A1 (en) * | 2003-01-10 | 2004-07-22 | Fenster-Keller Gmbh & Co. | Weather protected panel rotating apparatus for use in building facades, has each keel of tubular closed cross section mounting each panel and is installed with lift link that is driven with gear box or worm gear to rotate panel |
| CN102535690A (en) * | 2010-12-15 | 2012-07-04 | 深圳市瑞华建设股份有限公司 | Automatic statistical and numbering method of materials of building curtain wall |
| CN104102765A (en) * | 2014-06-23 | 2014-10-15 | 金刚幕墙集团有限公司 | BIM (Building Information Modeling)-based curtain wall parametrization design method |
| CN105608294A (en) * | 2016-01-28 | 2016-05-25 | 武汉凌云建筑装饰工程有限公司 | Single-curved plate fitting hyperbolic modeling method for curtain wall design and construction |
-
2016
- 2016-08-15 CN CN201610669591.0A patent/CN106436991B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE10300662A1 (en) * | 2003-01-10 | 2004-07-22 | Fenster-Keller Gmbh & Co. | Weather protected panel rotating apparatus for use in building facades, has each keel of tubular closed cross section mounting each panel and is installed with lift link that is driven with gear box or worm gear to rotate panel |
| CN102535690A (en) * | 2010-12-15 | 2012-07-04 | 深圳市瑞华建设股份有限公司 | Automatic statistical and numbering method of materials of building curtain wall |
| CN104102765A (en) * | 2014-06-23 | 2014-10-15 | 金刚幕墙集团有限公司 | BIM (Building Information Modeling)-based curtain wall parametrization design method |
| CN105608294A (en) * | 2016-01-28 | 2016-05-25 | 武汉凌云建筑装饰工程有限公司 | Single-curved plate fitting hyperbolic modeling method for curtain wall design and construction |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106436991A (en) | 2017-02-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107587603B (en) | Assembly type light steel structure and mounting method thereof | |
| CN106436991B (en) | A kind of high-rise, super high-rise building curtain wall construction Optimization Design Method | |
| CN114197715A (en) | Prefabricated wallboard of assembled, floor and connection structure thereof | |
| CN105822020A (en) | Multi-cavity concrete filled steel tube combined column with C-type steel and manufacturing method | |
| CN203654456U (en) | Three-dimensional honeycomb-shaped pyramid building | |
| CN211640369U (en) | Prefabricated assembled non-bearing external wall panel production mould | |
| CN110397187A (en) | Assembled architecture and construction method | |
| CN206916998U (en) | A kind of frame joint assembled wall body construction | |
| CN209369028U (en) | A kind of assembled beam-column connecting node | |
| CN109372109A (en) | A kind of assembled beam-column connecting node | |
| CN201326219Y (en) | Modularized building structure | |
| CN206034711U (en) | Autoclaved lightweight concrete coincide floor | |
| CN205822591U (en) | A kind of multi-cavity steel tube concrete coupled column of band C-type steel | |
| CN208309812U (en) | Timber structure beam column friction energy-dissipating node | |
| CN105178447B (en) | The concealed energy consumption connector of rectangular-ambulatory-plane timber structure | |
| CN112376692A (en) | Splicing node and splicing method between box type modular steel structure building boxes | |
| US20240011281A1 (en) | Prefabricated module | |
| CN106446334A (en) | Analysis model and calculation method for anti-side bearing capacity of anti-buckling steel plate shear wall | |
| CN105672570A (en) | Multi-bundle-shaped ultra-high-performance concrete constraint common concrete T-shaped column and T-shaped short-leg shear wall | |
| CN206722154U (en) | Aluminium alloy combined concrete shear wall connected vertically | |
| CN105926858B (en) | Timber structure coupled column | |
| CN217759733U (en) | High-strength prefabricated wallboard structure based on civil engineering | |
| CN205024848U (en) | Ladder well formula connecting piece is hidden to timber structure | |
| CN219569276U (en) | Building decoration grid system | |
| CN202990103U (en) | Ductile energy-consumption shock-resistant steel frame |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |