CN106991248A - A kind of wide span house cap coordinates the design method of stress with supporting structure - Google Patents
A kind of wide span house cap coordinates the design method of stress with supporting structure Download PDFInfo
- Publication number
- CN106991248A CN106991248A CN201710255985.6A CN201710255985A CN106991248A CN 106991248 A CN106991248 A CN 106991248A CN 201710255985 A CN201710255985 A CN 201710255985A CN 106991248 A CN106991248 A CN 106991248A
- Authority
- CN
- China
- Prior art keywords
- wide span
- house cap
- support
- hinged
- span house
- 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.)
- Granted
Links
Classifications
-
- 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
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Civil Engineering (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Architecture (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The present invention relates to the design method that a kind of wide span house cap and supporting structure coordinate stress.The load that the wide span house cap is born is in addition to itself load of floor, also include dead load, live load, level and Vertical Earthquake Loads, temperature action that top steel-frame structure is transmitted, the wide span house cap is hinged with top steel-frame structure, the power that top steel-frame structure passes to wide span house cap only has horizontal force, does not transmit torque.The large span is the orthogonal truss of plane across roof structure, and the orthogonal truss of plane is made up of main couple and jack truss.The supporting structure is coagulation frame structure, and the wide span house cap is connected with lower support structure by hinged-support.The hinged-support is slip hinged-support before wide span house cap and top steel frame are not installed, along horizontal direction slidably, after wide span house cap and top steel-frame structure installation, the template of wide span house cap is removed, treats that by baffle limiting sliding support is formed into fixed-hinged support after the completion of wide span house cap deformation.
Description
Technical field
The invention belongs to Structural Engineering long strands field, more particularly to a kind of wide span house cap is coordinated with supporting structure
The design method of stress.
Background technology
Long Span Roof Structures are various because of its flexible structure, beautiful design, and people are to building span and architectural image
It is required that more and more higher, different roof emerges in an endless stream.Although wide span house cap moulding is enriched, power transmission is clear and definite, actual work
The deformation of wide span house cap and supporting structure is uncoordinated in journey, has a very long time all by wide span house cap and branch
Support structure separate computations, are calculated although require in recent years wide span house cap and supporting structure setting up block mold,
Consider the synergy of wide span house cap and supporting structure, actually monomer model is with being to have many in block mold result of calculation
Difference, to ensure safety, the method that everybody is generally designed using monomer model and general assembly model envelope now so that be designed to
Fruit occurs in that fertile beam, fat post, deep foundation, the bulky structure of roof structure are especially common, causes a certain degree of waste.How
Allow Long Span Roof Structures and its support structure design accomplish stress clearly, economical rationality, while cause again wide span house cap with
Supporting structure deformation more coordinate, make body and stress perfect adaptation be engineering in need solution the problem of.
The content of the invention
For wide span house cap and supporting structure deformation, so as to fertile beam, fat post, deep foundation, roof structure occur
Heavy the problem of, the present invention proposes the design method that a kind of wide span house cap coordinates stress with supporting structure.The design method
So that wide span house cap is more coordinated with supporting structure deformation, the burden of supporting structure and wide span house cap is alleviated again, it is to avoid
Unnecessary waste.
The present invention relates to the design method that a kind of wide span house cap and supporting structure coordinate stress.The wide span house cap is held
The load received in addition to itself load of floor, in addition to top steel-frame structure transmit dead load, live load, level and vertically
Shake effect, temperature action, the wide span house cap are hinged with top steel-frame structure, and top steel-frame structure passes to large span
The power of roof system only has horizontal force, does not transmit torque.The large span is the orthogonal truss of plane across roof structure, and the plane is orthogonal
Truss is made up of main couple and jack truss.The supporting structure is coagulation frame structure, the wide span house cap and lower support
Structure is connected by hinged-support.The hinged-support is hinged to slide before wide span house cap and top steel frame are not installed
Seat, along horizontal direction slidably, after wide span house cap and top steel-frame structure installation, removes wide span house cap
Template, treats that by baffle limiting sliding support is formed into fixed-hinged support after the completion of wide span house cap deformation.
The design method that a kind of described wide span house cap coordinates stress with supporting structure is comprised the following steps that：
Step 1, type selecting is carried out to wide span house cap.According to relevant design standard, wide span house cap, top steel framework are considered
The horizontal layout and load-bearing situation of frame structure, type selecting is carried out to wide span house cap, and contrast by analysis uses the orthogonal truss of plane.
Step 2, wide span house cap bearing is arranged.The location arrangements bearing of bearing can be set first, to large span room
Sheet body Model carries out calculating analysis, according to the stressing conditions of each bearing, adjusts the arrangement of bearing, cancels unnecessary bearing,
Ensure that power transmission is more direct, stress is more reasonable.
Step 3, the selection of support style.To better account for the interaction between truss and agent structure, the step
Analysis uses block mold, and pivoting support is used according to force analysis wide span house cap and bottom concrete frame, for whether
Wide span house cap horizontal restraint is discharged, we have done following analysis：According to fixed-hinged support, due to the axial direction of wide span house cap
Deformation and steel truss and the stiffness difference of concrete lower part, will make concrete parts produce larger pulling force.Consider, intend adopting
Use following scheme：In the construction stage using hinged-support is slided, the horizontal restraint of wide span house cap is discharged, hinged-support top institute is treated
There is structure construction to complete that hinged-support will be slided again and be fixed into as fixed-hinged support, then bottom concrete frame and bearing are subjected only to live
The horizontal force produced is carried, analysis is computed, after the constraint of construction stage emission levels, bottom concrete frame structure pulling force is significantly
Reduce.Analysis is under dead load again simultaneously, wide span house cap when fixed-hinged support and slip two kinds of different situations of hinged-support
The amplitude of variation of amount of deflection is smaller through comparing amplitude of variation.It can be seen that the method for use construction stage emission levels constraint, can both make big
Span roof system does not produce excessive pulling force to supporting structure, ensures that the integrally-built resistance to overturning of service stage, is one
Plant preferable solution.
Step 4, the Strength co-mputation of wide span house cap.Calculate wide span house cap intensity when, it is contemplated that block mold and point
Two kinds of situations of body Model, during sub-model, the effect of bottom concrete frame is not considered, only calculates wide span house cap and upper steel
Framework.Strength co-mputation process:Check web member maximum stress ratio, chord member maximum stress ratio, the bearing of block mold and sub-model
Surrounding member maximum stress ratio.Actual conditions compare block mold greatly for the component stress of sub-model, especially near bearing.
In view of block mold closer to real stressing conditions, therefore built-up pattern control stress ratio as strict as possible, chord member is less than 0.8, abdomen
Bar is less than 0.9, and nearby rod member is less than 0.75 to bearing.Independent model is then less than 1.0 controls by maximum stress ratio.
Step 5, the Rigidity Calculation of wide span house cap.When calculating wide span house cap rigidity, it is contemplated that block mold and split
Two kinds of situations of model, during calculated rigidity, only consider the mobile load of 1.0 dead load of Load Combination+1.0, disregard the effect of strengthening floor slab rigidity.Rigidity
Calculate：Check whether large-span truss maximum vertical displacement meets code requirement in block mold and sub-model.Sub-model
Large-span truss maximum vertical displacement be more than block mold large-span truss maximum vertical displacement.When wide span house cap has outstanding
When choosing, the unfavorable distribution of mobile load need to be considered when calculating wide span house cap vertical displacement, end mobile load is 0 by encorbelmenting, and dead load is multiplied by
0.9 reduction coefficient is calculated, and analysis calculates the displacement increasing degree of gained wide span house cap, if meet code requirement.
Further, the chord member of the main couple of the orthogonal truss of the plane and jack truss, web member section are I-shaped, material
Matter is Q345B.
Further, the post of the bottom coagulation frame structure is rectangular concrete column, and material is C40, concrete frame
Beam is Rectangular Concrete beam, and material is C30.
Further, the post of the top steel-frame structure is circular steel tubing string, and material is Q345B, girder steel section for
I-shaped, material is Q345B.
The stress ratio is the ratio of Load Combination effect design load and component load-bearing ability, and this ratio is less than 1 with regard to generation
Table safety, this ratio is lower, and respective members are safer, more low also more waste of materials.
Beneficial effect
（1）The core for the design method that a kind of wide span house cap coordinates stress with supporting structure is wide span house cap with
Portion's supporting structure is connected by hinged-support, and the hinged-support is before wide span house cap and top steel-frame structure are not installed
Slide hinged-support, along horizontal direction slidably, after wide span house cap and top steel-frame structure installation, remove it is big across
Spend roof system template, treat wide span house cap deformation after the completion of by sliding support by baffle limiting formation fixed-hinged support so that
The dead load of itself dead load of the wide span house cap that bottom concrete frame structure and hinged-support are born and steel superstructure frame structure
The horizontal force that caused deformation is produced is released.So that the horizontal force that bears of bottom concrete frame and bearing only remain it is big across
The horizontal force that degree roof system is deformed and produced caused by live load, is computed analysis, after the constraint of construction stage emission levels, under
Portion's concrete frame structure pulling force significantly reduces.Analysis is under dead load again simultaneously, fixed-hinged support and slip hinged-support two
The amplitude of variation of wide span house cap amount of deflection during kind different situations is smaller through comparing amplitude of variation.A kind of large span room of the present invention
Covering the design method for coordinating stress with supporting structure causes wide span house cap is deformed with supporting structure more to coordinate, and branch is alleviated again
The burden of bearing structure and wide span house cap, it is to avoid unnecessary waste.
（2）Coordinate have new breakthrough in the design method of stress in wide span house cap and supporting structure, be industry technology
Personnel provide new design method.
Brief description of the drawings
Fig. 1 is overall structure graphics（Block mold）；
Fig. 2 is Split type structure graphics（Split type structure）；
Fig. 3 is wide span house cap floor plan；
Fig. 4 is double bearing truss arrangement figure (scheme one)；
Fig. 5 is single bearing truss arrangement figure (scheme two)；
Fig. 6 is final bearing truss arrangement figure；
Fig. 7 is the flow chart of the inventive method.
In each accompanying drawing：1 plane girder（Main couple）；2 plane girders（Jack truss）；3 wide span house caps；4 bottom concrete
Frame structure；5 top steel-frame structures；6 hinged-supports；7 outer annulated columns；Annulated column in 8；9 entablature crossbeams；10 ring beams.
Embodiment
By taking certain cultural art center engineering as an example, to illustrate that the wide span house cap of the present invention coordinates stress with supporting structure
Design method.
1. type selecting is carried out to wide span house cap 3.
According to relevant design standard, wide span house cap 3, the horizontal layout of top steel-frame structure 5 and load-bearing are considered
Situation, type selecting is carried out to wide span house cap 3.It is ball screen cinema on wide span house cap 3, therefore wide span house cap 3 removes and bears itself
Outside load of floor, attended a banquet also subject to ball screen cinema and its function room load.Ball screen cinema seating area and function are adopted with room area
With steel-frame structure 5, post bottom connects with truss crown hinge, and only transmission horizontal force and vertical force, do not transmit torque.Wide span house cap 3 is examined
The load case of worry has：Auditorium's top plate, the dead load of ball screen cinema and mobile load, level and Vertical Earthquake Loads, temperature action.Greatly
Span roof system 3 is shape of a hoof plane, and there is double circular column in west side, is made up of interior annulated column 8 and outer annulated column 7, interior annulated column 8 and outer annulated column
7 3.4 meters of spacing, east side is proscenium crossbeam 9,18 meters of span.33.6 meters of the north-south truss maximum span of wide span house cap 3,
Distance is that distance is 39.1 meters between 35.7 meters, with outer annulated column 7 between entablature crossbeam 9 arrives interior annulated column 8.Consider large span room
The horizontal layout and stressing conditions of lid, using level-crossing truss, 3.5 meters of truss depth, about 2.2 meters of the spacing of jack truss 1, main truss
About 4.5 meters of the spacing of frame 2.As shown in Figure 1, Figure 2, Figure 3 shows.
2. wide span house cap bearing is arranged.
It is double pillar circular column that the west side of wide span house cap 3 is considered when scheme one is designed, intend in the annular capital of double pillar and
Hinged-support 6 is respectively provided with ring beam 10, to reduce wide span house cap span and cantilever span.Wide span house cap layout drawing such as Fig. 2, figure
3rd, shown in Fig. 4.When double annular hinged-support 6 is set, as shown in figure 4, the external annulated column 7 of wide span house cap 3 produces larger pull out force,
The live load operating mode of 1.0 dead load+1.0, maximum pull out force is 438kN.In view of outer annulated column 7 from 12.0 meters of absolute altitudes to wide span house cap
3 bottoms（18.0 rice absolute altitude）In the range of without floor, below 12.0 absolute altitudes, will encorbelment generation because of bottom concrete frame structure again
Pull out force, two kinds of pulls out force, which are superimposed, causes outer annulated column 7 to turn into stretch bending component, and pulling force is larger, totally unfavorable to reinforced column.
Scheme two cancels the hinged-support 6 on interior annulated column 8, only retains the bearing on outer annulated column and ring beam, as shown in Figure 5.It is main
Pressure is only produced to bottom concrete frame structure in view of single hinged-support, if bearing is arranged on interior annulated column 8, length of encorbelmenting
3.4 meters of degree increase, if bearing is arranged at outer annulated column 7, although East and West direction truss span increases by 3.4 meters, but cantilever span is constant,
The pressure that transmits downwards of outer row hinge bearing 6 can offset bottom concrete structure and encorbelment the pull out force of generation simultaneously.By result of calculation
It has been shown that, without pull out force at program lower hinge support 6, minimum pressure 392kN, the kN of maximum pressure 2209 under dead load.Therefore design
Shi Caiyong schemes two, that is, abandon the bearing 6 on interior annulated column 8, sets one to enclose hinged-support 6 using outer annulated column 7 and surrounding member.As schemed
Shown in 5.
Arrangement to the hinged-support 6 of scheme two is optimized, if setting hinged-support in the place being connected with every Pin jack truss 2
6, as shown in Figure 5.Bearing is arranged along ring beam 10, although end reaction is more uniform, and wide span house cap rigidity is larger, but ring beam 10
Upper arrangement bearing can make ring torsion beam suspension, and Path of Force Transfer is not also direct.Therefore, the upper hinge support 6 of ring beam 10 is cancelled, only in outer annulated column
7 tops set hinged-support 6.Across the entablature crossbeam 9 in 18 meters of east side is respectively provided with hinged-support 6 with the place intersected per Pin jack truss 2, makes entablature
Stress is evenly on crossbeam 9.Finally, the position of hinged-support 6 is as shown in Figure 6.Maximum pressure under dead load under the arrangement form
3481kN, though there is increase, acts on outer annulated column 7 and pushes up, power transmission is more direct, and stress is more reasonable.
3. the selection of support style.
The south and north flanks of wide span house cap 3 are joined directly together with agent structure floor, and the equal non-floor in thing both sides is connected, and is more preferable
Ground considers the interaction between wide span house cap and agent structure, and analysis uses block mold.And with sub-model carry out pair
Than.As depicted in figs. 1 and 2.
Truss and concrete parts use hinged-support 6, for whether discharging the horizontal restraint of hinged-support 6, we done as
Lower analysis.According to fixed-hinged support 6, deformation and the stiffness difference of concrete lower part due to wide span house cap will make coagulation
Native part, especially produces larger pulling force to ring beam 10.When for fixed-hinged support 6, drawn by result of calculation, ring beam 10 is maximum
Pulling force is 1380kN, and the pulling force of entablature crossbeam 9 then reaches 2707kN.The maximum shear of north-south hinged-support 6 is 2162kN；East and West direction
The outer topmast seat 6 of annulated column 7 shearing is 1739 kN, post is produced larger moment of flexure.
Scheme one is to increase the mode of support in wide span house cap truss lower edge, to strengthen truss rigidity, it is desirable to be able to
Bottom concrete deformation is coordinated, and reduces truss deformation, and result of calculation shows that the pulling force of program lower ring slightly has reduction, maximum
Pulling force is 1314kN, reduces 6%, pulling force is still larger, that is, effect is not good.
Scheme two is, using hinged-support 6 is slided, to discharge the horizontal restraint of hinged-support 6, treat all tops in the construction stage
Structure construction completes that slip hinged-support 6 is fixed as into fixed-hinged support 6 again, then ring beam 10 and hinged-support 6 are subjected only to all tops
The horizontal force that the mobile load of structure is produced.It is computed, after the constraint of construction stage emission levels, the axle pulling force of ring beam 10 significantly subtracts
It is small, 325kN is reduced to by original 1394kN, the pulling force of entablature crossbeam 9 is also reduced to 623kN by 2706kN.During using scheme two,
Wide span house cap amount of deflection increases to 68mm by the 60mm of scheme one under same case, and amplitude of variation is smaller.It can be seen that using construction rank
The method of section emission levels constraint, can both make truss unlikely and produce excessive pulling force to bearing concrete parts, and ensure that and use
The resistance to overturning of the structure in stage, is a kind of preferable solution.Therefore scheme two is used.
4. the Strength co-mputation of wide span house cap.
When calculating wide span house cap 3, it is contemplated that two kinds of situations of block mold and sub-model, during sub-model, do not consider
The effect of bottom concrete frame structure 4, only calculates wide span house cap 3 and top steel-frame structure 5,
It is computed, the web member maximum stress of block mold wide span house cap 3 compares 0.848, chord member maximum stress compares 0.783, hinged
6 surrounding member maximum stresses of seat compare 0.75.Each component maximum stress of sub-model compares 0.98.The component stress of sub-model is compared
Block mold is big, especially near hinged-support 6.In view of block mold closer to real stressing conditions, therefore block mold
Control stress ratio as strict as possible, chord member is less than 0.8, and web member is less than 0.9, and nearby rod member is less than 0.75 to hinged-support 6.Sub-model is then by most
Big stress ratio is less than 1.0 controls.
5. the Rigidity Calculation of wide span house cap.
The big vertical displacement 67.3mm of the most middle wide span house cap 3 of block mold, is the 1/499 of its span, and meeting specification will
Ask.The maximum vertical displacement 49.1mm of wide span house cap 3 in sub-model, less than the vertical displacement of block mold.Calculate roof system firm
The live load of 1.0 dead load of Load Combination+1.0 is considered when spending, plate effect is disregarded.Encorbelment more, count 8 meters because wide span house cap has
The unfavorable distribution of live load is considered when calculating 3 vertical displacement of wide span house cap, end live load is 0 by encorbelmenting, and dead load is multiplied by 0.9
Reduction coefficient calculated, calculate gained wide span house cap displacement and be increased slightly, but amplification is smaller.This result of calculation considers
Flooring and top steel-frame structure 5 are come from because seeing wide span house cap primary load, place's load influence of encorbelmenting is smaller.Final large span
Roof system maximum vertical displacement 68.6mm, is the 1/489 of span, preferably meets code requirement.
Claims (6)
1. a kind of wide span house cap coordinates the design method of stress with supporting structure, it is characterised in that comprise the following steps that：
Step 1, type selecting is carried out to wide span house cap：According to relevant design standard, wide span house cap, top steel frame are considered
The horizontal layout and load-bearing situation of structure, type selecting is carried out to wide span house cap, and contrast by analysis uses the orthogonal truss of plane.
Step 2, wide span house cap bearing is arranged：The location arrangements bearing of bearing can be set first, to wide span house cap list
Body Model carries out calculating analysis, according to the stressing conditions of each bearing, adjusts the arrangement of bearing, cancels unnecessary bearing, it is ensured that
Power transmission is more direct, and stress is more reasonable.
Step 3, the selection of support style：To better account for the interaction between truss and agent structure, step analysis
Using block mold, pivoting support is used according to force analysis wide span house cap and bottom concrete frame, for whether discharging
Wide span house cap horizontal restraint, we have done following analysis：According to fixed-hinged support, due to the axial deformation of wide span house cap
And steel truss and the stiffness difference of concrete lower part, concrete parts will be made to produce larger pulling force.Consider, intend using such as
Lower scheme：In the construction stage using hinged-support is slided, the horizontal restraint of wide span house cap is discharged, all knots in hinged-support top are treated
Structure construction, which completes that hinged-support will be slided again, to be fixed into as fixed-hinged support, then bottom concrete frame and bearing are subjected only to mobile load production
Raw horizontal force, is computed analysis, after the constraint of construction stage emission levels, bottom concrete frame structure pulling force significantly subtracts
It is small.Analysis is under dead load again simultaneously, and wide span house cap when fixed-hinged support and slip two kinds of different situations of hinged-support is scratched
The amplitude of variation of degree is smaller through comparing amplitude of variation.It can be seen that the method for use construction stage emission levels constraint, can both make it is big across
Spend roof system and excessive pulling force is not produced to supporting structure, ensure that the integrally-built resistance to overturning of service stage, be a kind of
Preferable solution.
Step 4, the Strength co-mputation of wide span house cap：When calculating the intensity of wide span house cap, it is contemplated that block mold and split pattern
Two kinds of situations of type, during sub-model, the effect of bottom concrete frame is not considered, only calculates wide span house cap and top steel framework
Frame.Strength co-mputation process:Check that web member maximum stress ratio, chord member maximum stress ratio, the bearing of block mold and sub-model are all
Side component maximum stress ratio.Actual conditions compare block mold greatly for the component stress of sub-model, especially near bearing.Examine
Block mold is considered closer to real stressing conditions, therefore built-up pattern control stress ratio as strict as possible, chord member is less than 0.8, web member
Less than 0.9, nearby rod member is less than 0.75 to bearing：Independent model is then less than 1.0 controls by maximum stress ratio.
Step 5, the Rigidity Calculation of wide span house cap.When calculating wide span house cap rigidity, it is contemplated that block mold and sub-model
Two kinds of situations, during calculated rigidity, only consider the mobile load of 1.0 dead load of Load Combination+1.0, disregard the effect of strengthening floor slab rigidity.Rigidimeter
Calculate：Check whether large-span truss maximum vertical displacement meets code requirement in block mold and sub-model.Sub-model
Large-span truss maximum vertical displacement is more than the large-span truss maximum vertical displacement of block mold.Encorbelmented when wide span house cap has
When, the unfavorable distribution of mobile load need to be considered when calculating wide span house cap vertical displacement, end mobile load is 0 by encorbelmenting, and dead load is multiplied by 0.9
Reduction coefficient calculated, analysis calculate gained wide span house cap displacement increasing degree, if meet code requirement.
2. a kind of wide span house cap according to claim 1 coordinates the design method of stress with supporting structure, its feature exists
In：The main couple of the orthogonal truss of plane and the chord member of jack truss, web member section are I-shaped, and material is Q345B.
3. a kind of wide span house cap according to claim 1-2 coordinates the design method of stress, its feature with supporting structure
It is：The post of the bottom coagulation frame structure is rectangular concrete column, and material is C40, and concrete frame beam is rectangle coagulation
Tu Liang, material is C30.
4. a kind of wide span house cap according to claim 1-3 coordinates the design method of stress, its feature with supporting structure
It is：The post of the bottom coagulation frame structure is rectangular concrete column, and material is C40, and concrete frame beam is rectangle coagulation
Tu Liang, material is C30.
5. a kind of wide span house cap according to claim 1-4 coordinates the design method of stress, its feature with supporting structure
It is：The post of the top steel-frame structure is circular steel tubing string, and material is Q345B, and girder steel section is I-shaped, and material is
Q345B。
6. a kind of wide span house cap according to claim 1-5 coordinates the design method of stress, its feature with supporting structure
It is：It is characterized in that comprising the following steps that：
1. type selecting is carried out to wide span house cap 3：
According to relevant design standard, wide span house cap 3, the horizontal layout of top steel-frame structure 5 and load-bearing situation are considered,
Type selecting is carried out to wide span house cap 3.It is ball screen cinema on wide span house cap 3, therefore wide span house cap 3 removes and bears itself floor lotus
Carry outer, attended a banquet also subject to ball screen cinema and its function room load.Ball screen cinema seating area and function use steel framework with room area
Frame structure 5, post bottom connects with truss crown hinge, and only transmission horizontal force and vertical force, do not transmit torque.The lotus that wide span house cap 3 considers
Carrying operating mode has：Auditorium's top plate, the dead load of ball screen cinema and mobile load, level and Vertical Earthquake Loads, temperature action.Large span room
Lid 3 is shape of a hoof plane, and there is double circular column in west side, is made up of interior annulated column 8 and outer annulated column 7, interior annulated column 8 and outer annulated column 7 spacing
3.4 meters, east side is proscenium crossbeam 9,18 meters of span.33.6 meters of the north-south truss maximum span of wide span house cap 3, entablature is big
Distance is that distance is 39.1 meters between 35.7 meters, with outer annulated column 7 between beam 9 arrives interior annulated column 8.Consider the flat of wide span house cap
Face is arranged and stressing conditions, using level-crossing truss, 3.5 meters of truss depth, about 2.2 meters of the spacing of jack truss 1, between main couple 2
Away from about 4.5 meters.
2. wide span house cap bearing is arranged：
It is double pillar circular column that the west side of wide span house cap 3 is considered when scheme one is designed, and is intended in the annular capital of double pillar and ring beam
Hinged-support 6 is respectively provided with 10, to reduce wide span house cap span and cantilever span, when double annular hinged-support 6 is set, large span
The external annulated column 7 of roof system 3 produces larger pull out force, in the live load operating mode of 1.0 dead load+1.0, and maximum pull out force is 438kN, it is contemplated that outer
Annulated column 7 from 12.0 meters of absolute altitudes to the bottom of wide span house cap 3 in the range of without floor, again will be because of bottom coagulation below 12.0 absolute altitudes
Native frame structure is encorbelmented generation pull out force, and two kinds of pulls out force, which are superimposed, causes outer annulated column 7 as stretch bending component, and pulling force is larger, to reinforcing bar
Concrete column is totally unfavorable.
Scheme two cancels the hinged-support 6 on interior annulated column 8, only retains the bearing on outer annulated column and ring beam, as shown in Figure 5.Mainly examine
Consider single hinged-support and pressure is only produced to bottom concrete frame structure, if bearing is arranged on interior annulated column 8, cantilever span increases
Plus 3.4 meters, if bearing is arranged at outer annulated column 7, although East and West direction truss span increases by 3.4 meters, but cantilever span is constant, simultaneously
The pressure that outer row hinge bearing 6 is transmitted downwards can offset bottom concrete structure and encorbelment the pull out force of generation.Shown by result of calculation,
Without pull out force at program lower hinge support 6, minimum pressure 392kN, maximum pressure 2209kN under dead load；Using side when therefore designing
Case two, that is, abandon the bearing 6 on interior annulated column 8, sets one to enclose hinged-support 6 using outer annulated column 7 and surrounding member.As shown in Figure 5.
Arrangement to the hinged-support 6 of scheme two is optimized, if setting hinged-support 6, branch in the place being connected with every Pin jack truss 2
Seat is arranged along ring beam 10, although end reaction is more uniform, and wide span house cap rigidity is larger, but arranges that bearing can make on ring beam 10
Ring torsion beam suspension, Path of Force Transfer is not also direct.Therefore, the upper hinge support 6 of ring beam 10 is cancelled, hinged-support only is set on outer annulated column 7 top
6.Across the entablature crossbeam 9 in 18 meters of east side is respectively provided with hinged-support 6 with the place intersected per Pin jack truss 2, makes on entablature crossbeam 9 stress more
Uniformly.Finally, maximum pressure 3481kN under dead load under the arrangement form, though there is increase, acts on outer annulated column 7 and pushes up, power transmission is more
Directly, stress is more reasonable.
3. the selection of support style：
The south and north flanks of wide span house cap 3 are joined directly together with agent structure floor, and the equal non-floor in thing both sides is connected, and is preferably to examine
Consider the interaction between wide span house cap and agent structure, analysis uses block mold.And contrasted with sub-model.Such as
Shown in Fig. 1 and Fig. 2.
Truss and concrete parts use hinged-support 6, and for whether discharging the horizontal restraint of hinged-support 6, we have done following point
Analysis.According to fixed-hinged support 6, deformation and the stiffness difference of concrete lower part due to wide span house cap will make concrete section
Point, larger pulling force is especially produced to ring beam 10.When for fixed-hinged support 6, drawn by result of calculation, the maximum pull of ring beam 10
For 1380kN, the pulling force of entablature crossbeam 9 then reaches 2707kN.The maximum shear of north-south hinged-support 6 is 2162kN；East and West direction outer shroud
The topmast seat 6 of post 7 shearing is 1739kN, post is produced larger moment of flexure.
Scheme one is to increase the mode of support in wide span house cap truss lower edge, to strengthen truss rigidity, it is desirable to be able to bottom
Concrete deformation is coordinated, and reduces truss deformation, and result of calculation shows that the pulling force of program lower ring slightly has reduction, maximum pull
For 1314kN, 6% is reduced, pulling force is still larger, that is, effect is not good.
Scheme two is, using hinged-support 6 is slided, to discharge the horizontal restraint of hinged-support 6, treat all superstructures in the construction stage
Construction completes that slip hinged-support 6 is fixed as into fixed-hinged support 6 again, then ring beam 10 and hinged-support 6 are subjected only to all superstructures
Mobile load produce horizontal force.It is computed, after the constraint of construction stage emission levels, the axle pulling force of ring beam 10 significantly reduces, by
1394kN originally is reduced to 325kN, and the pulling force of entablature crossbeam 9 is also reduced to 623kN by 2706kN.It is identical during using scheme two
In the case of wide span house cap amount of deflection 68mm is increased to by the 60mm of scheme one, amplitude of variation is smaller.It can be seen that the use construction stage releases
The method of zoom level constraint, can both make truss unlikely and produce excessive pulling force to bearing concrete parts, and ensure that service stage
Structure resistance to overturning, be a kind of preferable solution.Therefore scheme two is used.
4. the Strength co-mputation of wide span house cap：
When calculating wide span house cap 3, it is contemplated that two kinds of situations of block mold and sub-model, during sub-model, bottom is not considered
The effect of concrete frame structure 4, only calculates wide span house cap 3 and top steel-frame structure 5,
It is computed, the web member maximum stress of block mold wide span house cap 3 compares 0.848, chord member maximum stress compares 0.783, hinged
6 surrounding member maximum stresses of seat compare 0.75.Each component maximum stress of sub-model compares 0.98.The component stress of sub-model is compared
Block mold is big, it is contemplated that block mold is closer to real stressing conditions, therefore block mold control stress ratio, chord member as strict as possible
Less than 0.8, web member is less than 0.9, and nearby rod member is less than 0.75 to hinged-support 6.Sub-model is then less than 1.0 controls by maximum stress ratio
System.
5. the Rigidity Calculation of wide span house cap：
The big vertical displacement 67.3mm of the most middle wide span house cap 3 of block mold, is the 1/499 of its span, meets and requires；Split pattern
The maximum vertical displacement 49.1mm of wide span house cap 3 in type, less than the vertical displacement of block mold；Consider when calculating Roof stiffness
The live load of 1.0 dead load of Load Combination+1.0, disregards plate effect；Encorbelmented because wide span house cap has, calculate wide span house cap 3 and erect
To the unfavorable distribution that live load is considered during displacement, by encorbelmenting, end live load is 0, and the reduction coefficient that dead load is multiplied by 0.9 is carried out
Calculate, final wide span house cap maximum vertical displacement 68.6mm is the 1/489 of span, meet and require.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710255985.6A CN106991248B (en) | 2017-04-18 | 2017-04-18 | Design method for coordinated stress of large-span roof and supporting structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710255985.6A CN106991248B (en) | 2017-04-18 | 2017-04-18 | Design method for coordinated stress of large-span roof and supporting structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106991248A true CN106991248A (en) | 2017-07-28 |
| CN106991248B CN106991248B (en) | 2021-02-09 |
Family
ID=59415200
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710255985.6A Active CN106991248B (en) | 2017-04-18 | 2017-04-18 | Design method for coordinated stress of large-span roof and supporting structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106991248B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110485566A (en) * | 2019-09-12 | 2019-11-22 | 天津大学建筑设计研究院 | A kind of petal space truss structural system of roof of large-span steel |
| CN110485612A (en) * | 2018-05-21 | 2019-11-22 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of building roof structure |
| CN111723425A (en) * | 2020-06-16 | 2020-09-29 | 北京市建筑设计研究院有限公司 | Design method of long-span and short-span combined large-span structure |
| CN114837483A (en) * | 2022-04-29 | 2022-08-02 | 北京建工集团有限责任公司 | High-low span portal steel frame building structure and construction process thereof |
| CN115075562A (en) * | 2022-06-29 | 2022-09-20 | 浙江精工钢结构集团有限公司 | Method for releasing sectional construction additional stress of large-span truss structure |
| CN116861702A (en) * | 2023-09-01 | 2023-10-10 | 北京城建集团有限责任公司 | Horizontal force control analysis method for large-scale steel roof multi-support system |
| CN117272465A (en) * | 2023-09-18 | 2023-12-22 | 中铁建工集团有限公司 | Judgment method for safety of roof sliding structure and sliding construction control method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101581917A (en) * | 2009-06-26 | 2009-11-18 | 清华大学 | Integrated control method for large-span roof support dismantlement construction |
| CN105569187A (en) * | 2016-01-18 | 2016-05-11 | 江苏沪宁钢机股份有限公司 | Inverted arch beam string structure roof of large-span steel structure and construction method thereof |
-
2017
- 2017-04-18 CN CN201710255985.6A patent/CN106991248B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101581917A (en) * | 2009-06-26 | 2009-11-18 | 清华大学 | Integrated control method for large-span roof support dismantlement construction |
| CN105569187A (en) * | 2016-01-18 | 2016-05-11 | 江苏沪宁钢机股份有限公司 | Inverted arch beam string structure roof of large-span steel structure and construction method thereof |
Non-Patent Citations (3)
| Title |
|---|
| RICHARD HARRIS ET AL.: "The Savill Garden Gridshell design and construction", 《10TH WORLD CONFERENCE OF TIMBER ENGINEERING》 * |
| 林志野: "大跨度空间钢结构滑移法施工全过程力学行为研究", 《中国优秀硕士学位论文全文数据库 工程科技Ⅱ辑》 * |
| 遇瑞: "深圳大运中心主体育馆钢屋盖施工工况模拟分析", 《施工技术》 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110485612A (en) * | 2018-05-21 | 2019-11-22 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of building roof structure |
| CN110485566A (en) * | 2019-09-12 | 2019-11-22 | 天津大学建筑设计研究院 | A kind of petal space truss structural system of roof of large-span steel |
| CN110485566B (en) * | 2019-09-12 | 2024-03-29 | 天津大学建筑设计规划研究总院有限公司 | Large-span steel structure petal-shaped space truss roof structure system |
| CN111723425A (en) * | 2020-06-16 | 2020-09-29 | 北京市建筑设计研究院有限公司 | Design method of long-span and short-span combined large-span structure |
| CN111723425B (en) * | 2020-06-16 | 2022-11-18 | 北京市建筑设计研究院有限公司 | Design method of long-span and short-span combined large-span structure |
| CN114837483A (en) * | 2022-04-29 | 2022-08-02 | 北京建工集团有限责任公司 | High-low span portal steel frame building structure and construction process thereof |
| CN114837483B (en) * | 2022-04-29 | 2023-04-28 | 北京建工集团有限责任公司 | High-low span portal steel frame building structure and construction process thereof |
| CN115075562A (en) * | 2022-06-29 | 2022-09-20 | 浙江精工钢结构集团有限公司 | Method for releasing sectional construction additional stress of large-span truss structure |
| CN116861702A (en) * | 2023-09-01 | 2023-10-10 | 北京城建集团有限责任公司 | Horizontal force control analysis method for large-scale steel roof multi-support system |
| CN116861702B (en) * | 2023-09-01 | 2023-11-10 | 北京城建集团有限责任公司 | Horizontal force control analysis method for large-scale steel roof multi-support system |
| CN117272465A (en) * | 2023-09-18 | 2023-12-22 | 中铁建工集团有限公司 | Judgment method for safety of roof sliding structure and sliding construction control method |
| CN117272465B (en) * | 2023-09-18 | 2024-05-17 | 中铁建工集团有限公司 | Judgment method for safety of roof sliding structure and sliding construction control method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106991248B (en) | 2021-02-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106991248A (en) | A kind of wide span house cap coordinates the design method of stress with supporting structure | |
| CN105256713B (en) | Half assembled steel concrete combination beam and its method of construction | |
| CN107700360B (en) | A kind of assembling method of truss bridge section | |
| CN103711201A (en) | Large-span prestressed concrete beam board frame structural system | |
| CN105821750B (en) | A kind of precast prestressed T plate and its application method | |
| CN109736206A (en) | Wavelike steel webplate continuous bridge end bay closes up cast-in-place support structure and construction method | |
| CN107190650B (en) | Truss type pull-rod-free hydraulic climbing formwork system and construction process thereof | |
| CN105002930B (en) | The beam-column node structure built using steel loop plate and its method | |
| CN112391949B (en) | Large-span steel-concrete gallery bridge structure concrete crack control construction method | |
| CN202520017U (en) | Construction structure of variable cross-section prestress overhanging type folding beam for stand | |
| CN105625732B (en) | Superelevation overhanging steel structure truss support free construction method | |
| CN105275120B (en) | The light steel concrete plate-column structure of prefabrication and assembly construction and its construction method | |
| CN104775363B (en) | The spelling method of upper king-post strut reinforcing bar sections | |
| CN103306211B (en) | A kind of No. 0 block reinforcing bar binding construction method of growing up based on framework beam | |
| CN207452684U (en) | Stiff skeleton straining beam structure built in high pier | |
| CN107965054B (en) | A kind of prestressed assembly formula truss-like steel reinforced concrete structure system and its assembling method | |
| CN213539798U (en) | Existing concrete column newly-increased concrete beam connection structure | |
| CN105220609B (en) | Combined beam self-anchored suspension bridge and construction process thereof | |
| CN209670187U (en) | A kind of prefabricated convex beam of limited destructing | |
| CN110175389B (en) | Main span and side span constant load configuration method for cable-stayed bridge | |
| CN105298097B (en) | A kind of shaftless ferris wheel wheel disc assembly and Construction of Supporting method | |
| CN208965579U (en) | A kind of non-console mode lattice tower crane platform | |
| CN208105079U (en) | Cast-in-place cantilever hanging basket system applied to variable cross-section continuous beam on many supports | |
| CN206815548U (en) | The prestressing force integral node of steel core concrete column and beams of concrete | |
| CN106193446A (en) | The groove type plate of skeleton made by a kind of steel truss |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |