CN105971289A - High-altitude sliding construction method for long-span curved-surface reticulated shell - Google Patents
High-altitude sliding construction method for long-span curved-surface reticulated shell Download PDFInfo
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- CN105971289A CN105971289A CN201610289878.0A CN201610289878A CN105971289A CN 105971289 A CN105971289 A CN 105971289A CN 201610289878 A CN201610289878 A CN 201610289878A CN 105971289 A CN105971289 A CN 105971289A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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Abstract
The invention discloses a high-altitude sliding construction method for a long-span curved-surface reticulated shell. The high-altitude sliding construction method comprises the steps that a sliding part of the long-span curved-surface reticulated shell is worked out; the space position of a sliding track is determined according to the sliding part which is worked out; a track supporting frame is built according to the determined space position of the sliding track; a sliding track is installed on the track supporting frame and comprises a plurality of arc-shaped sliding rails with circle centers being on a straight line, the arc-shaped sliding rails are arranged side by side and form a regular cone in spatial terms; and the sliding part is divided into a plurality of sliding units, and high-altitude curve sliding is conducted on the multiple sliding unit on the multiple arc-shaped sliding rails through an accumulative sliding method. According to the high-altitude sliding construction method for the long-span curved-surface reticulated shell, the integrity and safety of the sliding units in the sliding process are improved through the accumulative sliding method; unequal-elevation non-synchronous same-angular-speed sliding is conducted on a high-altitude curve, and an independent model analysis method considering geometric nonlinearity is provided; and the sliding construction process analysis shows that the conditions that in the construction process, structural stress occurs, and a deformation state exceeds a forming state happen.
Description
Technical field
The present invention relates to the sliding construction field of a kind of latticed shell structure, the high-altitude curve particularly relating to a kind of surface net shell is sliding
Move construction method.
Background technology
Sliding method is a kind of advanced method of space structure construction, and huge to those structural styles, supporting-point is arranged in parallel,
Length indulges bigger cylindrical reticulated shell structure or big across truss structure, and sliding method has obvious economic and technical advantage, at present
The most numerous engineerings have obtained application widely.
It is right that sliding method refers to that the flat unit that certain is divided into bar section is slid onto design attitude on the slide rail arranged in advance
After be assembled into entirety construction method.According to the difference of slipping, method etc., sliding method can be carried out point by following 4 kinds of modes
Class:
(1) it is divided into wall scroll blockslide method and piece by piece sliding methed method by the mode of sliding.
(2) roller sliding and slidingtype sliding can be divided into by friction mode in slipping.Roller sliding is at net
Roller is installed on the bearing of frame, carries out sliding by the rolling friction mode of roller and slide rail；Slidingtype sliding is sliding list
Unit's base-plate is rest directly upon on slide rail, through lubrication, is carried out by the sliding friction mode of sliding element base plate and slide rail.
(3) support sliding method and unit sliding method can be divided into by the mobile object in slipping.
(4) it is divided into drawing method sliding and incremental launching method sliding by sliding pull strength model of action.
Sliding method is simple and practical, flexible operation, good in economic efficiency, and oneself is applied, at present in many engineerings at home
Domestic employing sliding method is constructed following characteristics:
(1) structural span is increasing, as Huaneng Group, Beijing power plant indoor coal storage yard 120m span have employed accumulation slippage construction.
(2) sliding construction technique becomes increasingly complex, and the comparison of general large-scale steel structure engineering employing horizontal linear sliding is many,
Such as Harbin International Exhibition Center, Pudong International Airport first stage of the project, Guangzhou conference and exhibition center steel structural roof etc., along with skill
The continuous progress of art, gliding method is not limited only to former planar slip construction method, such as Guangzhou New Baiyun International Airport boat station
Building roof system uses the construction of frane curve slide method, and Zhengzhou International Conference and Exhibition Center meeting part steel worm-gearing uses radial rotary sliding to execute
Work.
(3) form of Sliding Structures gets more and more, and is not limited only to former rack latticed shell structure, truss string structure, steel arch purlin
Frame, the new construction the most widely used sliding construction technology such as reticulated shell-string is built.
(4) sliding construction equipment is increasingly advanced with machinery, various novel mechanical pulling equipments, synchronism control equipment,
Construction monitoring instrument etc. is widely used, and the accurate forming ensureing sliding construction is provided with the guarantee of profit.
Huge to structural style, cylindrical reticulated shell structure that longitudinal opposite side supports and big across truss structure, sliding method has bright
Aobvious economic and technical advantage, but in slipping, pull strength is uneven and displacement asynchronous cause sliding element partial twist, cunning
Moving track out-of-flatness causes sliding element vibration under dynamic load, mechanical breakdown to cause pulling equipment to shut down suddenly rushing of causing
Hit load etc. and all will cause the additional internal force of rod member.The most domestic system general lack of for the technical problem during sliding construction
The research of system and summary, all lack certain theory to the stress situation of change in structure slipping and calculation on Construction method and grind
The basis studied carefully.
About the technical problem during sliding construction, following five key issues: (1) sliding method construction traction
The calculating of power；(2) the asynchronous influence research of spatial mesh structure sliding；(3) sliding method construction exciting influence research；(4) sliding
Unit piecemeal stability study in work progress；(5) structure stress shaping influence is studied by sliding piecemeal.
The proposition of problem above and achievement in research are all based on the situation of sliding path rule, such as horizontal linear sliding, footpath
To rotation-sliding, the achievement in research for sliding path irregular conditions is few at present, and engineer applied is the most little.
Summary of the invention
The technical problem to be solved is to provide one and is capable of not waiting the asynchronous same angular velocity sliding of absolute altitude
The high-altitude curve sliding construction method of large span surface net shell.
For realizing above-mentioned technique effect, the invention discloses the high-altitude curve sliding construction party of a kind of large span surface net shell
Method, including step:
Draft the sliding part of large span surface net shell；
The locus of sliding rail is determined according to the described sliding part drafted；
Track bracing frame is set up in locus according to the described sliding rail determined；
Mounting slip track on described track bracing frame, described sliding rail includes that the center of circle sets in a straight line and side by side
The multiple tracks arc-shaped slide rail put, arc-shaped slide rail described in multiple tracks spatially forms right circular cone；
Described slipping part graduation is divided into multiple sliding element, uses accumulative sliding technique right on arc-shaped slide rail described in multiple tracks
Multiple described sliding elements carry out high-altitude curve sliding.
The high-altitude curve sliding construction method of described large span surface net shell is further improved by, and described track supports
Frame includes being located at many support columns below arc-shaped slide rail described in per pass, drawknot horizontal truss knot between described support column
Structure and the drawknot guy structure between described support column and base surface.
The high-altitude curve sliding construction method of described large span surface net shell is further improved by, described horizontal truss
Structure includes that the ground floor horizontal truss arranged along described arc-shaped slide rail direction and drawknot are below adjacent described arc-shaped slide rail
Second layer horizontal truss between described support column, described second layer horizontal truss is positioned at the upper of described ground floor horizontal truss
Side, described second layer horizontal truss is provided with along the described arc-shaped slide rail direction drawknot overhanging horizontal girder between described support column
Frame, the end of described overhanging horizontal truss is encorbelmented in the outside of described track bracing frame, forms overhanging section of horizontal truss.
The high-altitude curve sliding construction method of described large span surface net shell is further improved by, described guy structure
Between the drawknot every described support column and base surface below described ground floor horizontal truss absolute altitude.
The high-altitude curve sliding construction method of described large span surface net shell is further improved by, and props up in described track
Mounting slip track on support, including:
Install the track girder of sliding rail in the top of the support column of track bracing frame, described track girder is along described arc
Shape slide rail direction is arranged；One end of described track girder is encorbelmented in the outside of described track bracing frame, forms track girder cantilever segment,
And described track girder cantilever segment is corresponding to overhanging section of described horizontal truss；
Cantilever diagonal bracing is installed between described track girder cantilever segment and overhanging section of described horizontal truss；
Shape adaptation is connected in the track secondary beam of sliding part between described track girder；
Arc-shaped slide rail is installed on described track girder.
The high-altitude curve sliding construction method of described large span surface net shell is further improved by, and uses accumulation slippage
Method carries out high-altitude curve sliding to multiple described sliding elements on arc-shaped slide rail described in multiple tracks, including:
Step a, according to divide after described sliding element set up platform for lining at the first end of arc-shaped slide rail described in multiple tracks；
Step b, on described platform for lining assembled first sliding element；
Step c, first sliding element that assembly is completed along arc-shaped slide rail described in multiple tracks to the of described arc-shaped slide rail
Two end sliding one segment distances, make to reserve the first assembled space assembled for second sliding element on described platform for lining；
Step d, in described first assembled space assembled second sliding element；
Step e, first sliding element and second sliding element are docked；
Step f, by first sliding element after docking with second sliding element entirety along arc-shaped slide rail described in multiple tracks
To the second end sliding one segment distance of described arc-shaped slide rail, make to reserve on described platform for lining for next sliding element assembly
Second assembled space；
Step g, in the second assembled space assembled next sliding element, repeat step e to g, until completing last
The assembly of individual sliding element.
The high-altitude curve sliding construction method of described large span surface net shell is further improved by, described sliding element
Track piston shoes are used to be slidedly arranged on described arc-shaped slide rail.
The high-altitude curve sliding construction method of described large span surface net shell is further improved by, and described track supports
Frame props up to be located on basement roof, and the bottom of described basement roof is provided with floor ruggedized construction, described floor ruggedized construction from
Basement bottom board top is to described basement roof.
The high-altitude curve sliding construction method of described large span surface net shell is further improved by, and described track supports
Frame is lattice bracing frame.
Due to the fact that and have employed above technical scheme so that it is have the advantages that
(1) for area coverage extensively and the highest aluminium alloy mesh shell slippage engineering, sliding method construction is used to subtract
The input of few a large amount of full hall scaffolds, controls construction cost；For high-altitude curve sliding, preferably use accumulation sliding method to improve cunning
Move unit globality in slipping and safety.
(2) for big scale of construction support jig design, use lattice column, lattice girder and pull wind combination formed lattice pull wind body
System, as sliding construction moulding bed, has preferable safety and economy.
(3) for the sliding rail beam of arch, the box-type section design that lateral rigidity is bigger is used, it is possible to being substantially reduced should
Force rate, saves material.
(4) high-altitude curve is not waited to the asynchronous same angular velocity sliding of absolute altitude, it is proposed that consider the independence of geometrical non-linearity
Model analysis method, sliding construction process analysis shows occur in that structural stress in work progress and deform more than the feelings of completed state
Condition, need to check the safety checking structure with this state.
Accompanying drawing explanation
Fig. 1 is the flow chart of the high-altitude curve sliding construction method of large span surface net shell of the present invention.
Fig. 2 is the operating mode schematic diagram of the high-altitude curve sliding construction method of large span surface net shell of the present invention.
Fig. 3 is the floor map of large span surface net shell in the present invention.
Fig. 4 is the elevational schematic view of large span surface net shell in the present invention.
Fig. 5 is the schematic diagram that in the present invention, large span surface net shell drafts sliding part and glide direction.
Fig. 6 is the layout schematic diagram of sliding rail in the present invention.
Fig. 7 is the horizontal layout schematic diagram of sliding rail in the present invention.
Fig. 8 is the elevational schematic view of sliding rail in the present invention.
Fig. 9 is the coordinate mutual relation schematic diagram of each point of mean camber net shell of the present invention.
Figure 10 is the perspective view of middle orbit bracing frame of the present invention.
Figure 11 is the facade structures schematic diagram of middle orbit bracing frame of the present invention.
Figure 12 is the side structure schematic diagram of middle orbit bracing frame of the present invention.
Figure 13 is the plan structure schematic diagram of middle orbit bracing frame of the present invention.
Figure 14 is the structural representation of sliding rail beam in the present invention.
Figure 15～22 be large span surface net shell of the present invention high-altitude curve sliding construction method in 4 of accumulative sliding technique
The plane in stage and the view of facade.
Figure 23 is the connection floor map of the sliding rail in the present invention and surface net shell.
Figure 24 is the connection node elevational schematic view of the sliding rail in the present invention and surface net shell.
Figure 25 is that the high-altitude curve sliding construction method of the large span surface net shell of the present invention facade in dome position is laid
Schematic diagram.
Figure 26 is that the high-altitude curve sliding construction method of the large span surface net shell of the present invention plane in dome position is laid
Schematic diagram.
Detailed description of the invention
Below in conjunction with the accompanying drawings and detailed description of the invention the present invention is further detailed explanation.
The high-altitude curve sliding construction method of the present invention a kind of large span surface net shell be primarily adapted for use in area coverage wide and
The highest aluminium alloy mesh shell slippage process, huge to structural style, cylindrical reticulated shell structure that longitudinal opposite side supports and greatly across
Truss structure, sliding method has obvious economic and technical advantage, but in slipping, pull strength is uneven and displacement is asynchronous
The sliding element partial twist, the sliding rail out-of-flatness that cause cause sliding element vibration under dynamic load, mechanical breakdown to cause leading
Draw equipment to shut down suddenly the impact load etc. caused and all will cause the additional internal force of rod member.
Refering to shown in Fig. 1 and Fig. 2, the invention provides the high-altitude curve sliding construction party of a kind of large span surface net shell
Method, mainly includes step:
S001: draft the sliding part of large span surface net shell；
S002: determine the locus of sliding rail according to the sliding part drafted；
S003: set up track bracing frame according to the locus of the sliding rail determined；
S004: mounting slip track on track bracing frame；
S005: slipping part graduation is divided into multiple sliding element, uses accumulative sliding technique to multiple cunnings on sliding rail
Move unit and carry out high-altitude curve sliding.
Below as a example by roof structure, illustrate the high-altitude curve sliding construction party of large span surface net shell of the present invention
The application of method.Refering to shown in Fig. 2～4, roof system 10 is single-layer latticed shell, and in Irregular Boundary Surface form, therefore roof system 10 is one
Planting large span surface net shell, maximum span 130.0m, maximum height 56.3m, roof system 10 west side is supported in mountain, bottom along outer edge
On slope, middle and east side is all opened wide, and only sets 11-1 axle, 11-2 axle, 11-3 axle, four dendriform supports 101 of 11-4 axle, roof system 10
Oval xoncrete structure is had below east side.
The net shell grid of roof system 10 is between 3-4m, and rod member uses aluminium alloy extrusions, and material is 6061-T6, and specification is main
For work 200*550*9.5*11, mouth 290*550*10*12, work 180*550*12*22, mouth 290*550*12*22, work 220*550*
11*14.Dendriform support uses steel construction, material Q345B.
Intersects to reduce to support to install with tree, draft sliding part as it is shown in figure 5, total sliding weight about 310 tons.
During sliding, the vertical Path of Force Transfer of surface net shell is: surface net shell → crawl device → sliding rail →
Track bracing frame → ground, it is seen that track bracing frame, sliding rail, crawl device are the key components of sliding system, because of
This, the present invention is this specialized designs sliding rail and track bracing frame.
Refering to shown in Fig. 6～8, sliding rail is used for supporting surface net shell and slides onto design attitude from assembled position, this
Sliding rail in bright includes that the center of circle in a straight line and the multiple tracks arc-shaped slide rail 12 that is arranged side by side, in the present embodiment, uses 5
The arc-shaped slide rail 12 of bar circular arc.Article 5, arc-shaped slide rail 12 spatially forms right circular cone, thereby ensure that constant angular velocity is sliding in the same direction
During row, the coordinate mutual relation of each point of surface net shell is constant.
Make description and relation explanation with the coordinate of any 2 on 2 arc-shaped slide rails any in coordinate system below, coordinate figure
Shown in 9.
Assume to have on wantonly 2 arc-shaped slide rails any A, B at 2, cylindrical coordinate (r,A (R1, θ 1, L1), B are described under z)
(R2, θ 2, L2).The length of AB is A, the r that B is 2, and the coordinate difference in tri-directions of φ, z determines.
Working as A, when B is slided by constant angular velocity ω, A point R1, L1 is constant, and θ 1=θ 1+ ω t, t is coasting time；Similarly, B
R2, L2 are constant for point, θ 2=θ 2+ ω t.
Therefore, the Δ r of A, B 2 on new position,Δ z is constant,Length does not changes.
Coordinating shown in Figure 10～13, the track bracing frame 11 in the present invention uses lattice bracing frame, is located at often including
Horizontal truss structure between support column 111 of many support columns 111 below road arc-shaped slide rail 12, drawknot and drawknot are in support
Guy structure between post 111 and base surface.Wherein, horizontal truss structure includes the ground floor that arcuately slide rail 12 direction is arranged
Second layer horizontal truss 113 between horizontal truss 112 and drawknot support column 111 below adjacent arc-shaped slide rail 12, second
Layer horizontal truss 113 is positioned at the top of ground floor horizontal truss 112, and second layer horizontal truss 113 is provided with arcuately slide rail 12
The direction drawknot overhanging horizontal truss 114 between support column 111, encorbelments and supports in track in the end of overhanging horizontal truss 114
The outside of frame 11, forms horizontal truss overhanging section 1141.Guy structure 115 drawknot is below ground floor horizontal truss 112 absolute altitude
Every support column 111 and base surface between.
Concrete, track bracing frame 11 uses 2m × 2m lattice bracing frame, and track bracing frame 11 is arranged according to following former
Then determine:
(1) according to the position of 5 arc-shaped slide rails, immediately below arc-shaped slide rail, the support column 111 of lattice, support column are set
111 set 4 roads, spacing 22 meters for 131 times altogether at every track girder；
(2) support column 111 arranges the ground floor horizontal truss 112 in arcuately slide rail direction at 27 meters of elevation location, 39
Rice elevation location arranges the second layer horizontal truss 113 of two horizontal directions；
(3) two-way cable wind rope and ground are set between all support columns of ground floor horizontal truss less than 112 111 of 27 meters of absolute altitudes
Face anchors, and every support column 111 has 8 cable wind ropes to fix.
(4) owing to having oval xoncrete structure below roof system east side, support column 111 does not extends into track girder 131 and pushes up
End, for the track girder cantilever segment 1311 of supporting track girder, the overhanging horizontal truss 114 overhanging 8 of second layer horizontal truss 113
Rice, forms horizontal truss overhanging section 1141.
Coordinating shown in Figure 14, sliding rail installs the support column 111 at track bracing frame 11 by sliding rail beam 13
Top.Step S004: mounting slip track on track bracing frame, specifically includes:
The track girder 131 of sliding rail, track girder 131 is installed in the top of the support column 111 of track bracing frame 11
Arcuately slide rail 12 direction is arranged；One end of track girder 131 is encorbelmented in the outside of track bracing frame 11, forms track girder cantilever
Section 1311, and track girder cantilever segment 1311 is corresponding to the horizontal truss overhanging section 1141 of overhanging horizontal truss 114；
Cantilever diagonal bracing 1312 is installed between track girder cantilever segment 1311 and horizontal truss overhanging section 1141；
Shape adaptation is connected in the track secondary beam 132 of sliding part between track girder 131；
Arc-shaped slide rail is installed on track girder 131.
Concrete, the supporting measure of sliding rail beam 13 has following 4 aspects:
Position 1: platform for lining position, track girder has non-yielding prop；
Position 2: arrange the strong point at the bottom of track girder and between lattice support jig, position is just gone up lattice support column center
Side, links together track girder with capital with 4 rod members in computation model；
Position 3: lattice support column span centre position, arranges elongated pipe and supports restriction track girder lateral displacement；
Position 4: owing to having oval xoncrete structure below roof system east side, moulding bed support column does not extends into track back
End, track girder maximum has about 18.5m cantilever, to this end, at the 2nd layer of overhanging 8m of moulding bed longitudinal horizontal bracing, and steel pipe diagonal brace is set.
Accumulative sliding technique refers to first by after segment unit sliding one segment distance, after having reconnected second segment unit, and two sections of lists
Unit's sliding one segment distance together, reconnects the 3rd segment unit, three sections of another sliding one segment distances, and so circulation operation is until connecing
Till upper final stage unit.Compared with monolithic sliding, can reserve benefit shelves space between accumulation slippage unit, net shell is tied
Structure integral slipping puts in place.
Coordinating shown in Figure 15～22, accumulation slippage analysis is divided into the sliding model in 4 stages of analysis, and sliding part is divided into
4 sliding elements 14, wherein, the width of two sliding elements of east side ledge is respectively 15m, 11m, remaining sliding element
It is 20m.Sliding platform position net shell part after preceding units sliding puts in place, directly assembled molding.Specifically include following step
Rapid:
Step a, according to divide after sliding element set up platform for lining at the first end of multiple tracks arc-shaped slide rail；
Step b, on platform for lining assembled first sliding element；
Step c, first sliding element that assembly is completed along multiple tracks arc-shaped slide rail to the second end of described arc-shaped slide rail
Sliding one segment distance, makes to reserve the first assembled space assembled for second sliding element on platform for lining；
Step d, in the first assembled space assembled second sliding element；
Step e, first sliding element and second sliding element are docked；
Step f, by first sliding element after docking with second sliding element entirety along multiple tracks arc-shaped slide rail to arc
Second end sliding one segment distance of shape slide rail, makes to reserve the second assembled sky assembled for next sliding element on platform for lining
Between；
Step g, in the second assembled space assembled next sliding element, repeat step e to g, until completing last
The assembly of individual sliding element.
Slip analysis load
Slip analysis mainly considers the effect of vertical load:
(1) aluminium alloy net shell deadweight, node is thought of as rod member deadweight increase by 5%；
(2) sliding rail, the deadweight of track bracing frame, node is thought of as rod member deadweight increase by 10%；
(3) construction live load, is arranged on net shell node, it is considered to area load 0.1kN/m2.
The supporting measure of aluminium alloy net shell
Connection between sliding rail and surface net shell is track piston shoes, and as shown in figure 23, this programme takes net to particular location
The shell strong point directly over track with near net shell rod member intersect, in computation model, typical supporting way is as shown in figure 24.
Track bracing frame and the relation of civil engineering structure
Track bracing frame props up to be located on basement roof, and the bottom of basement roof is provided with floor ruggedized construction, and floor adds
Fixing structure from basement bottom board top to basement roof.Big dome sliding part and the relation such as figure of track bracing frame and little dome
Shown in 25 and Figure 26.It can be seen that the first row column of moulding bed enters little dome, to reserve during the least dome installation
The position of moulding bed column, fills after i.e. reserving the rod member of a node.Big dome sliding part and track bracing frame and civil engineering structure
Relation as shown in Figure 1.Track bracing frame layout is on the civil engineering top board of ± 0 absolute altitude, and the position of track bracing frame is due to soil
The axis building structure is irregular, is difficult to fall directly on capital, therefore can realize track with the form taking floor to reinforce and support
The basis of frame.The counter-force of track bracing frame does not weighs due to the weight of big dome and track bracing frame, is therefore assigned to each track
The weight of bracing frame is little.Floor reinforcement measure is for push up to ± 0 superstructure from basement always.
Slip analysis result
Surface net shell displacement: in 4 slip locations considered, the maximum slip locations in each stage is both present in boundary bit
Put.Vertical deflection aspect, 4 slip phase maximum vertical amounts of deflection are at 67mm-117mm, and wherein the maximum vertical of construction stage 3 is scratched
Degree 117mm, about 1/680；Lateral deflection aspect, all slip phase lateral displacements all can be controlled between 20mm-30mm, its
Middle maximum lateral deflection occurs in slip phase 1, for 31mm.
Surface net shell stress ratio: in 4 slip locations considered, extremely indivedual net mould component stress ratios 0.85 to 1.0 it
Between.98% net mould component in the stress ratio of 4 slip locations below 0.6.
Sliding rail displacement: in 4 stages of sliding, track girder displacement can control.Wherein, maximum vertical amount of deflection controls
31mm-42mm, the maximum lateral displacement of limit track is maintained at 9mm-16mm.
Sliding rail stress ratio:
In 4 stages of sliding, track girder intensity stabilization stress ratio is satisfied by requirement.
Lattice support jig and track girder support pipe stress ratio: at 4 stages of sliding, lattice support jig and track
Beam supports the intensity stabilization stress ratio of pipe and substantially meets requirement.The intensity stabilization of all components of slip phase 1-3 meets requirement；
Slip phase 4, the intensity stabilization index supporting pipe meets requirement, and support jig is at overhanging section of horizontal truss and support jig post
The position connected has 27 component angle steel ungratified situation stably occur around weak axle.
Net shell and the comparison of track girder Connection Release: whether sliding is affected by net shell with track girder horizontal thrust Connection Release
Discussion in terms of 3, i.e. net shell-side shifting, track girder sidesway and track girder lateral thrust.
Surface net shell sidesway compares: in 4 slip locations considered, the maximum lateral sliding position in each stage is both present in
Boundary position.Sliding element uses track piston shoes to be slidedly arranged on arc-shaped slide rail, it is achieved horizontal thrust discharges.Horizontal thrust release
Lateral displacement is more than situation about not discharging.Situation about not discharging, all slip phase lateral displacements all can be controlled in 20mm-30mm
Between, maximum lateral displacement occurs in the stage 1, for 31mm；Release situation, all slip phase lateral displacements reach 61mm it
Between, maximum lateral displacement occurs in the stage 3.
Track girder sidesway compares: in 4 slip locations considered, the lateral displacement of release conditions is all much smaller than not discharging feelings
Condition
Track girder lateral thrust compares: in 4 slip locations considered, the lateral thrust of release conditions is all much smaller than not releasing
To one's heart's content condition.
Material Takeoff in the high-altitude curve sliding construction method of the present invention a kind of large span surface net shell such as following table table 1 institute
Show.
The high-altitude curve sliding Material Takeoff of table 1. large span surface net shell
The Safety Conclusions using the net shell of this arrangement and method for construction, track and moulding bed to support is as follows:
(1) at 4 slip locations considered, maximum vertical amount of deflection 117mm of net shell, amount of deflection ratio about 1/680；Maximum side
To Bit andits control at 31mm.
(2) in 4 slip locations considered, net shell stress ratio meets requirement, and 98% net mould component is 4 slip locations
Stress ratio is below 0.6, and extremely indivedual net mould component stress ratios are between 0.85 to 1.0.
(3) the track girder intensity stabilization of the program meets requirement.Track girder displacement can control, and maximum vertical amount of deflection controls
31mm-42mm, the maximum lateral displacement of limit track is maintained at 9mm-16mm.
(4) the moulding bed support strength of the program stably substantially meets requirement, at overhanging horizontal truss with support jig post even
Connect position and occur that a small amount of component is unsatisfactory for, it is proposed that take working measure local strengthening.
(5) considering the piston shoes release lateral thrust to track girder, net shell lateral displacement will increase to 60mm from about 30mm
Left and right, but the sidesway of track girder and lateral thrust all decline.
Being described in detail the present invention above in association with drawings and Examples, those skilled in the art can basis
The present invention is made many variations example by described above.Thus, some details in embodiment should not constitute limitation of the invention,
The present invention by the scope that defines using appended claims as protection scope of the present invention.
Claims (9)
1. the high-altitude curve sliding construction method of a large span surface net shell, it is characterised in that include step:
Draft the sliding part of large span surface net shell；
The locus of sliding rail is determined according to the described sliding part drafted；
Track bracing frame is set up in locus according to the described sliding rail determined；
On described track bracing frame mounting slip track, described sliding rail includes that the center of circle in a straight line and is arranged side by side
Multiple tracks arc-shaped slide rail, arc-shaped slide rail described in multiple tracks spatially forms right circular cone；
Described slipping part graduation is divided into multiple sliding element, uses accumulative sliding technique to multiple on arc-shaped slide rail described in multiple tracks
Described sliding element carries out high-altitude curve sliding.
2. the high-altitude curve sliding construction method of large span surface net shell as claimed in claim 1, it is characterised in that: described rail
Road bracing frame includes being located at many support columns below arc-shaped slide rail described in per pass, drawknot level between described support column
Truss structure and the drawknot guy structure between described support column and base surface.
3. the high-altitude curve sliding construction method of large span surface net shell as claimed in claim 2, it is characterised in that: described water
Plane frame work structure includes that the ground floor horizontal truss arranged along described arc-shaped slide rail direction and drawknot are in adjacent described arc-shaped slide rail
Second layer horizontal truss between the described support column of lower section, described second layer horizontal truss is positioned at described ground floor horizontal truss
Top, described second layer horizontal truss is provided with along the described arc-shaped slide rail direction drawknot overhanging water between described support column
Plane frame work, the end of described overhanging horizontal truss is encorbelmented in the outside of described track bracing frame, forms overhanging section of horizontal truss.
4. the high-altitude curve sliding construction method of large span surface net shell as claimed in claim 3, it is characterised in that: described cable
Between the wind structure drawknot every described support column and base surface below described ground floor horizontal truss absolute altitude.
5. the high-altitude curve sliding construction method of large span surface net shell as claimed in claim 3, it is characterised in that in described
Mounting slip track on track bracing frame, including:
Install the track girder of sliding rail in the top of the support column of track bracing frame, described track girder is sliding along described arc
Rail direction is arranged；One end of described track girder is encorbelmented in the outside of described track bracing frame, forms track girder cantilever segment, and institute
State track girder cantilever segment corresponding to overhanging section of described horizontal truss；
Cantilever diagonal bracing is installed between described track girder cantilever segment and overhanging section of described horizontal truss；
Shape adaptation is connected in the track secondary beam of sliding part between described track girder；
Arc-shaped slide rail is installed on described track girder.
6. the high-altitude curve sliding construction method of large span surface net shell as claimed in claim 1, it is characterised in that use tired
Long-pending sliding method carries out high-altitude curve sliding to multiple described sliding elements on arc-shaped slide rail described in multiple tracks, including:
Step a, according to divide after described sliding element set up platform for lining at the first end of arc-shaped slide rail described in multiple tracks；
Step b, on described platform for lining assembled first sliding element；
Step c, first sliding element that assembly is completed along arc-shaped slide rail described in multiple tracks to the second end of described arc-shaped slide rail
Sliding one segment distance, makes to reserve the first assembled space assembled for second sliding element on described platform for lining；
Step d, in described first assembled space assembled second sliding element；
Step e, first sliding element and second sliding element are docked；
Step f, by first sliding element after docking with second sliding element entirety along arc-shaped slide rail described in multiple tracks to institute
State the second end sliding one segment distance of arc-shaped slide rail, make on described platform for lining, to reserve second for next sliding element assembly
Assembled space；
Step g, in the second assembled space assembled next sliding element, repeat step e to g, until it is sliding to complete last
Move the assembly of unit.
7. the high-altitude curve sliding construction method of large span surface net shell as claimed in claim 6, it is characterised in that: described cunning
Moving unit uses track piston shoes to be slidedly arranged on described arc-shaped slide rail.
8. the high-altitude curve sliding construction method of large span surface net shell as claimed in claim 1, it is characterised in that: described rail
Road bracing frame props up to be located on basement roof, and the bottom of described basement roof is provided with floor ruggedized construction, and described floor is reinforced
Structure from basement bottom board top to described basement roof.
9. the high-altitude curve sliding construction method of large span surface net shell as claimed in claim 1, it is characterised in that: described rail
Road bracing frame is lattice bracing frame.
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| CN201610289878.0A CN105971289B (en) | 2016-05-04 | 2016-05-04 | A kind of high-altitude curve sliding construction method of large span surface net shell |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106499238A (en) * | 2016-10-31 | 2017-03-15 | 环球汇能（北京）科技有限公司 | A kind of method and the canopy that is built for building canopy |
| CN106760529A (en) * | 2016-12-06 | 2017-05-31 | 中铁三局集团建筑安装工程有限公司 | Roof system steel truss slipping and assembling operation platform and installation method |
| CN106812236A (en) * | 2017-03-07 | 2017-06-09 | 新乡学院 | A kind of construction technology of large-span shell steel structural roof |
| CN107060344A (en) * | 2017-03-13 | 2017-08-18 | 中铁四局集团钢结构有限公司 | A kind of space lattice truss structure accumulation slippage construction method |
| CN107780663A (en) * | 2017-09-29 | 2018-03-09 | 浙江精工钢结构集团有限公司 | A kind of network camber line displacement accumulation slippage construction method |
| CN110295756A (en) * | 2019-06-26 | 2019-10-01 | 浙江精工钢结构集团有限公司 | Construction method is spelled in a kind of rotation with one heart in situ of facade arc sliding element |
| CN110778115A (en) * | 2019-09-19 | 2020-02-11 | 中建钢构有限公司 | Vertical arc-shaped sliding device of steel structure roof, mounting structure and construction method |
| CN111997378A (en) * | 2020-08-11 | 2020-11-27 | 陕西建工机械施工集团有限公司 | Fixed-point rotation follow-up method for circular structure |
| CN112647717A (en) * | 2020-08-11 | 2021-04-13 | 陕西建工机械施工集团有限公司 | Symmetrical rotation accumulated sliding method for space chord truss structure |
| CN116122626A (en) * | 2023-03-20 | 2023-05-16 | 中建二局安装工程有限公司 | Supporting system for atrium and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103216109A (en) * | 2013-04-26 | 2013-07-24 | 江苏沪宁钢机股份有限公司 | Construction method of track gauge variation block slippage of long span spatial composite roof truss |
| CN103216108A (en) * | 2013-04-24 | 2013-07-24 | 江苏沪宁钢机股份有限公司 | Hydraulic pushing curve sliding installation method of five tracks of long span spatial composite roof truss |
| CN103603502A (en) * | 2013-10-21 | 2014-02-26 | 中冶天工集团有限公司 | High altitude spherical net rack splicing method based on large gymnasium frame continuous beam |
| CN103821376A (en) * | 2014-02-28 | 2014-05-28 | 中天建设集团有限公司 | Single-layer reticulated shell structure high-altitude inclined rail accumulated slide moving construction method |
| CN104929373A (en) * | 2015-06-19 | 2015-09-23 | 中建二局第二建筑工程有限公司 | Large-span square steel pipe truss and accumulative sliding construction method thereof |
-
2016
- 2016-05-04 CN CN201610289878.0A patent/CN105971289B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103216108A (en) * | 2013-04-24 | 2013-07-24 | 江苏沪宁钢机股份有限公司 | Hydraulic pushing curve sliding installation method of five tracks of long span spatial composite roof truss |
| CN103216109A (en) * | 2013-04-26 | 2013-07-24 | 江苏沪宁钢机股份有限公司 | Construction method of track gauge variation block slippage of long span spatial composite roof truss |
| CN103603502A (en) * | 2013-10-21 | 2014-02-26 | 中冶天工集团有限公司 | High altitude spherical net rack splicing method based on large gymnasium frame continuous beam |
| CN103821376A (en) * | 2014-02-28 | 2014-05-28 | 中天建设集团有限公司 | Single-layer reticulated shell structure high-altitude inclined rail accumulated slide moving construction method |
| CN104929373A (en) * | 2015-06-19 | 2015-09-23 | 中建二局第二建筑工程有限公司 | Large-span square steel pipe truss and accumulative sliding construction method thereof |
Non-Patent Citations (1)
| Title |
|---|
| 高继领等: "沈阳仙桃国际机场T3航站楼屋盖安装关键技术", 《施工技术》 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106499238A (en) * | 2016-10-31 | 2017-03-15 | 环球汇能（北京）科技有限公司 | A kind of method and the canopy that is built for building canopy |
| CN106760529A (en) * | 2016-12-06 | 2017-05-31 | 中铁三局集团建筑安装工程有限公司 | Roof system steel truss slipping and assembling operation platform and installation method |
| CN106812236A (en) * | 2017-03-07 | 2017-06-09 | 新乡学院 | A kind of construction technology of large-span shell steel structural roof |
| CN107060344A (en) * | 2017-03-13 | 2017-08-18 | 中铁四局集团钢结构有限公司 | A kind of space lattice truss structure accumulation slippage construction method |
| CN107060344B (en) * | 2017-03-13 | 2019-06-07 | 中铁四局集团钢结构有限公司 | A kind of space lattice truss structure accumulation slippage construction method |
| CN107780663A (en) * | 2017-09-29 | 2018-03-09 | 浙江精工钢结构集团有限公司 | A kind of network camber line displacement accumulation slippage construction method |
| CN110295756A (en) * | 2019-06-26 | 2019-10-01 | 浙江精工钢结构集团有限公司 | Construction method is spelled in a kind of rotation with one heart in situ of facade arc sliding element |
| CN110295756B (en) * | 2019-06-26 | 2021-12-03 | 浙江精工钢结构集团有限公司 | Vertical face arc-shaped sliding unit in-situ concentric rotary splicing construction method |
| CN110778115A (en) * | 2019-09-19 | 2020-02-11 | 中建钢构有限公司 | Vertical arc-shaped sliding device of steel structure roof, mounting structure and construction method |
| CN111997378A (en) * | 2020-08-11 | 2020-11-27 | 陕西建工机械施工集团有限公司 | Fixed-point rotation follow-up method for circular structure |
| CN112647717A (en) * | 2020-08-11 | 2021-04-13 | 陕西建工机械施工集团有限公司 | Symmetrical rotation accumulated sliding method for space chord truss structure |
| CN116122626A (en) * | 2023-03-20 | 2023-05-16 | 中建二局安装工程有限公司 | Supporting system for atrium and construction method thereof |
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