CN101440667A - Mounting method for wide span single layer rain shed reticulated shell structure - Google Patents
Mounting method for wide span single layer rain shed reticulated shell structure Download PDFInfo
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- CN101440667A CN101440667A CNA2008100211384A CN200810021138A CN101440667A CN 101440667 A CN101440667 A CN 101440667A CN A2008100211384 A CNA2008100211384 A CN A2008100211384A CN 200810021138 A CN200810021138 A CN 200810021138A CN 101440667 A CN101440667 A CN 101440667A
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Abstract
The invention discloses a method for mounting large-span single-layer canopy lattice shell structures, which comprises the following steps: using a space of four adjacent pillars arranged in transversal direction and longitudinal direction of a site as a unit, integrally lofting three units of a whole truss lattice shell main arch, a side girder frame and a roof square-tube purlin in the manufacture site according to a ratio of 1:1, machining the whole truss component, dividing the component into sections and blocks according to the three units of the main arch, the side girder frame and the roof square-tube purlin, transporting the sections and the blocks to the construction site, and assembling the sections and the blocks as a whole truss single-layer lattice shell. The method of lifting the main structure in units is used for rationally arranging bearing scaffolds, effectively controls down warping deformation of the main arch, the side girder frame and the roof square-tube purlin, improves accuracy and progress of lifting the components to the utmost extent, ensures accuracy and quality for mounting the single-layer canopy lattice shell, and has the characteristics of simple equipment, less investment, easy operation, high work efficiency, flexible and convenient site construction, and short construction period. Compared with the scaffold arranged integrally, the method saves large amount of cost for assembling and disassembling the scaffold.
Description
Technical field
The invention belongs to a kind of building operations worker method, specifically is a kind of mounting method of wide span single layer rain shed reticulated shell structure.
Background technology
For adapting to present railway fast development and demand of passenger transport, substantially improve that the passenger waits, the boarding environment, railroad train station platform just progressively develops no platform post steel truss awning, no platform post steel mesh frame awning and does not have platform post single-layer lattice shell awning.No platform post single-layer lattice shell awning is as a new steel work, and it is used in the railway terminal makes the passenger visual field more open, and it is convenient, quick to go on a journey.The single-layer lattice shell awning is because of having modern design, attractive in appearance simultaneously, be beneficial to the expansion of architectural space, and weight own is light, short construction period, good, the broad view of shock resistance, and is beneficial to advantage such as environmental protection, and railway terminal does not at home have platform post awning and uses more and more widely.
Summary of the invention
The purpose of this invention is to provide a kind of mounting method for wide span single layer rain shed reticulated shell structure, characteristics such as this construction short construction period is produced awning net shell and had the structural strength height, and shock resistance is good, and is in light weight.
Technical scheme of the present invention is as follows:
Mounting method for wide span single layer rain shed reticulated shell structure, it is characterized in that: to be installed on being taken up space to adjacent 4 root posts in length and breadth of place is a unit, to put in order the whole setting-out of Pin net shell main arch, fringe truss and three unit of roofing square tube purlin 1:1 mold in making the place, put in order the processing of Pin member, divide main arch, fringe truss and three unit sections of being divided into of roofing square tube purlin, piece again, be transported to the job site,, be assembled into whole Pin single-layer lattice shell by following operation:
(1), main arch welding: at column column cap welding locating piece, needs according to main arch segmentation welding, set up the load-bearing scaffolding platform in the place, install on the load-bearing scaffolding platform and be used for the rest that each section of main arch adjustment position is used, with the supporting section hoisted in position at position, main arch diagonal angle, supporting section and column intersecting mouth weld successively; With the interlude hoisted in position between the supporting section of position, diagonal angle, weld again; The Using such method welding obtains the main arch overall structure; Can help the location of supporting section, interlude by rest;
(2), fringe truss welding:, that the intersecting mouth on fringe truss and the main arch is integrally welded with the fringe truss hoisted in position;
(3), roofing square tube purlin welding: roof system net shell is the space single-layer lattice shell, to pass through the roofing square tube purlin piece that welding production forms mutually with vertical straight-bar by lateral brace, weld mutually with main arch by former cutting intersecting mouth, be integral adopting vertical web member to be welded to connect between the adjacent lateral brace again, obtain the large-span shell structure, remove the load-bearing scaffold;
(4), in the lifting components process, follow the principle that first main structure is wanted member once more.
Main arch welding: locate the supporting section of welded mesh shell main arch and the composite welds of steel post earlier, net shell main arch supporting section and steel post tacking are connected, the top and bottom of location welding composite welds, and backing welding; Next lifts net shell main arch interlude, and tacking connects net shell main arch interlude, is symmetrically welded all composite welds and butt weld more comprehensively.
Described net shell main arch and fringe truss, roofing square tube purlin, when making, amount of deflection h2 sum under the camber h1 that its actual arch camber degree is theoretical radius of the radian and the theory of calculating according to span and steel strength.
Advantage of the present invention:
The present invention takes the method for subdivision agent structure piecemeal lifting, reasonable Arrangement load-bearing scaffold, can effectively control the lower flexure strain of net shell main arch, fringe truss and roofing square tube purlin, improve lifting component precision and progress to greatest extent, guarantee single layer rain shed reticulated shell installation accuracy and quality, it is simple to have equipment, small investment, easy to operate, the work efficiency height, site operation is flexible, shortens the characteristics of construction period.Scaffold erecting with full hall and to compare, saved a large amount of scaffolds and taken the expense of tearing open, according to measuring and calculating, per 10,000 square metres of awnings accumulative total can be saved 500,000 yuan.
Description of drawings:
Fig. 1 is a wide span single layer rain shed reticulated shell structure schematic diagram of the present invention.
Fig. 2 is the fringe truss structural representation.
Fig. 3 is roofing square tube wingceltis bar and main arch welded construction schematic diagram.
Fig. 4 is the main arch structural representation.
The specific embodiment
Referring to accompanying drawing.
Mounting method for wide span single layer rain shed reticulated shell structure:
(1), according to the Computerized three-dimensional design result, to put in order the whole setting-out of Pin net shell main arch, fringe truss and three unit of roofing square tube purlin 1:1 mold in making the place, put in order the processing of Pin member, divide main arch, fringe truss and three unit of roofing square tube purlin to cut apart again, main arch is divided into supporting section and interlude, the fringe truss section of being divided into, roofing square tube purlin is divided into piece, be transported to the job site then, lift welding, be assembled into whole Pin single-layer lattice shell:
Restriction according to appearance and size, traffic condition and the fabrication and installation of net shell main arch is divided into eight sections with the net shell main arch between every unit and makes, transports, and divides seven sections and lifts.Lift 4 supporting sections 1,3,4,5 during lifting earlier, 2 interludes 2 on the assembly unit diagonal lift then again, lift the interlude 7 that closes up on interlude 6 and the diagonal angle thereof at last respectively.
(2), the load-bearing scaffolding platform is set up
According to the scheme of net shell main arch lifting segmentation, set up support bracket in corresponding position.The load-bearing scaffold adopts fastener type steel pipe scaffold to set up.Load-bearing scaffold intensity, stability and anti-overturning must be examined calculation.
Load-bearing scaffold scaffolding height is that the following 200～500mm of truss lower edge is advisable, and installs and fixes adjustable rest then, is used for the assist location of each section of main arch, lays scaffold tubes and sleeper on the rest, and its final absolute altitude adopts total powerstation to measure.Setting up of adjacent support bracket should not influence the steel truss lifting.
(3), locating piece welding
To be installed on being taken up space to adjacent 4 root posts 8 in length and breadth of place is a unit, before the lifting, welds two to locating piece at corresponding column 8 column caps, and indicates absolute altitude axial location at the column tube face with " ten " by measuring.Locating piece be triangular steel plate (-50*50*20cm), with the load-bearing scaffold equally as the strong point of main arch, be benchmark with theoretical absolute altitude by column position main arch inwall suitable for reading.
(4), crane is in place
Select crane, jig and the wire rope of suitable tonnage according to construction weight, crane must be by professional command and guide to the respective point position.
(5), net shell main arch truss support (segmentation 1,3,4,5) is installed
Before net shell main arch is installed, must check real size, whether meet with the making theoretical size.The control net shell main arch elevation that must be as the criterion with the physical length of net shell main arch is measured in lifting.
Hoist cable is hung up properly at predetermined suspension centre place, pull rope is bound at the supporting section two ends of net shell main arch, and checks whether the relative direction at two is correct, then under the commander who plays heavy industry, net shell main arch supporting section is sling, and the pull rope by the beam two ends is rotated in place beam aloft.Net shell main arch supporting section is aimed at the intersecting mouth of steel post, checked that butt joint gap, unfitness of butt joint, the bushing pipe of interface installed, and measure control, after interface, absolute altitude, axis meet the demands, its tack-weld by total powerstation.
(6), middle part net shell main arch assembly unit
A. the on-the-spot milder place conduct assembly unit scene temporarily of selecting.Lay and fix four square steel pipes as platform for lining;
B. two sections bend pipes that will assembly unit are placed on platform top;
C. measure the clear distance of two main arch of diagonal position (segmentation 2), this is a key point;
D. calculate should clear distance and the camber h1 of radius of the radian, and calculate theoretical amount of deflection h2 down, the actual camber h=h1+h2 that rises according to span and steel strength.Clear distance that goes out according to actual measurement and camber h adjust two sections bend pipes on platform top, have problem in time to adjust as length.
Measurement control when (7), lifting
During lifting, at first on steel post that has installed, eject the position line of axis and net shell main arch supporting section and post jamb junction,, reduce the adjustment time so that member is accurately in place in advance.Set up total powerstation then on the diagonal control line, sight far point control target, dial corresponding calculating angle, open laser plumbing, make net shell main arch supporting section bottom in advance the sign line established of bullet overlap with the red point of laser, and carry out the affirmation of maximal end point position.
Default fracture theoretical point position on scaffold, operating personnel can directly command crane when formally lifting, and make that the presupposition theory breakpoint roughly overlaps on fracture gauge point and the scaffold.
Main arch lifting is the most important thing in the whole surveying work, for guaranteeing respectively to distinguish the installation accuracy of main arch and palpus that carry out smoothly of lifting done the laying of a lot of control point in advance as required in the constituent parts region.
After each section of net shell main arch all closes up, net shell main arch height is carried out the timing repetition measurement, observe sinking of net shell main arch and support bracket distortion situation, provide data as fringe truss and the installation of roofing square tube purlin.
(8), net shell main arch weld seam welding sequence and requirement
The first composite welds of 1,3,4 and 5 sections of location welded mesh shell main arch and steel post 8 connects 1,3,4 and 5 sections of net shell main arch with steel post 8 tackings, the top and bottom of composite welds are welded in the location, and backing welding; Next lifts 2,6 and 7 sections of net shell main arch, and tacking connects 2,6 and 7 sections of net shell main arch.Be symmetrically welded all composite welds and butt weld more comprehensively.
(9), net shell main arch butt joint, intersecting mouth weld seam detection
After main arch location lifting is finished, can weld comprehensively, must treat weld seam detect qualified after, just the lifting of fringe truss can be carried out,, weld seam welding again must be removed with the part weld seam if weld seam does not meet designing requirement, up to meeting the demands, general weld seam must not be rectified and improved more than twice.
(10), fringe truss lifting
1. the segmentation of fringe truss is divided
According to the appearance and size and the field condition of truss, be divided into a lifting segmentation with reaching adjacent whole truss structure between single axis, the fringe truss of both sides is divided into 9,10,11 3 segmentations, because transport restrictions after integral manufacturing is finished, needs the segmentation transportation.
2. fringe truss secondary assembly unit welding
Fringe truss secondary assembly unit size Control is an emphasis.
A. the place is selected
The fringe truss span is big, and tonnage is big, considers the difficulty that secondary is had bad luck simultaneously, is chosen in assembly unit on the platform nearby.The influence that brings is the restriction owing to steel post, and crane is with regard to the bit comparison difficulty.
B. fringe truss butt joint
At first, to straightness accuracy, make two sections girder trusses of butt joint be responsible on same straight line.Second step, according to fringe truss central point and the node location of making the location, adjust the spacing of docking port, the rod member that guarantees the docking port place is at design attitude.Because fringe truss is to sever behind the integral manufacturing again, the rod member position can both guarantee, misplaces through regular meeting but be responsible for.Usually adopt cucurbit to fix, corrected with flame correction or jack.
C. fringe truss arch camber
As have ready conditions and make, directly arch camber when making at the erecting bed integral assembling.Arch camber when needing the secondary assembly unit, available jack are positioned over below in the fringe truss, then two sections girder trusses are lifted equal height (this height is according to the following amount of deflection of calculating) from the middle part, the location welding of last lined duct.
D. overall dimensions detects
After treating that the whole welding of docking port weld seam are finished, must be benchmark to make oriented central point, check the dimensions length of fringe truss two ends and main arch intersecting mouth, this size must match with the size of actual measurement.If main arch lifting error is big, the intersecting mouth at two ends needs in time to adjust.Under the situation of dimensions length than actual (tube) length, polishing again after available gas cutting is repaiied and removed; Otherwise under the short partially situation of girder truss, if the intersecting mouth weld seam greater than 3cm, must cut off this intersecting mouth 500mm with the interior person in charge with bigger than normal, and spreading should be responsible in addition.
(11), fringe truss lifting
The whole Pin fringe truss that the secondary assembly unit is finished, butt weld is a first-order weld.Four wire rope colligations are adopted in the fringe truss lifting; Hoisting point position is in the middle of truss; By the lateral station being installed advances.Before the installation, be responsible for and the inner edge spot welding locating piece of fringe truss at the net shell, to save the installation in position time.
4. fringe truss is measured
Before the lifting, ejecting the truss axial line on the net shell person in charge and diagonal brace, is to guarantee precision, ejects the fringe truss sideline simultaneously on the net shell person in charge and diagonal brace.When making fringe truss,, do the paint mark at each fringe truss point midway.
During lifting, total powerstation is put mirror on fringe truss axial line control line, dials 90 degree and controls whole fringe truss position to put mirror point to fringe truss mid point theoretical, and makes elevation, and available if needed two total powerstations are with two point control fringe truss integral positions.
(12), roofing square tube purlin is installed
1. roofing square tube purlin subregion is divided
Roof system net shell is the space single-layer lattice shell, adopt square-section steel pipe manufacturing roofing square tube purlin piece, as the main rod member of roofing net shell, pass through welding between rod member mutually, joint form is succinct, single, but its rigidity of roof system net shell is relatively poor, and the stability in the plane is also bad, adopt the piecemeal assembly unit during assembly unit, every adjacent two lateral brace 12 and vertical therebetween straight-bar 13 are assembled into the installation junior unit in advance on mold.Before the straight-bar assembly unit, open 4*60 ° of groove of system, be beneficial to basic through welding.According to horizontal three differences of striding roofing square tube purlin radian, pre-assembly unit internal model making three covers.Roofing net shell side pipe purlin is whole pre-assembly unit on mold, divides average three sections to carry out assembly unit, welding, so that the entrucking transportation.Adopt to make to be broken into three parts behind the on-site consolidation and to be transported to integral hoisting after the assembly unit of erecting bed, mainly contain following advantage: the installation on ground welding quality easily guarantees, reduces the aerial survey difficulty; The outer unstability of control plane is accelerated aerial construction speed, and the quality precision easily guarantees.
2. principle is installed
A. earlier the lateral brace node is being made field Welding to the net shell person in charge.
Indicate with the position of transit when b. installing anchor point; Guarantee that the straightness accuracy of node vertical pole and the elevation difference and the design in the vertical pole fracture outside coincide, the node cross bar in like manner.
C. hoisted in position spot welding is firm, welds by designing requirement after instrument is to the absolute altitude multimetering.
D. erection sequence reduces deformation of members as far as possible, and increases stability of structure.Set up the load-bearing scaffold to prevent purlin distortion, distortion at the longest roofing square tube purlin center before the lifting.
E. behind single group purlin hoisted in position, should in time single group purlin be connected stability, safety and the rigidity that moulding increases roofing square tube purlin with other group purlin with vertical purlin.
F. behind the subregion list group purlin rigging out, the vertical purlin that does not lift is pulled to roofing with hoist engine installs, comprehensively welding.
3. roofing square tube purlin size detection
Must recheck roofing square tube purlin overall dimension.Purlin is that non-generic central is alignd with main arch, fringe truss pipe, but suitable for reading flushing mutually pass through, the intersecting mouth complexity, and the alignment error that is caused by net shell main arch, fringe truss is easy to make the intersecting mouth and the design of roofing square tube purlin to misfit.Therefore, control the overall dimension of checking purlin by theoretical with actual two aspects.
A. check the theoretical size of roofing square tube purlin: go out the theoretical model that purlin and main arch pass through mutually by computer lofting, the central point of location is a benchmark when making, and checks the outer arc length of purlin, the relative position of maximum chord length and intersecting mouth according to moulded dimension;
B. check the real size of roofing square tube purlin: by the erecting bed actual measurement, the relative position of purlin center, location and both sides main arch;
C. by contrast theoretical and real size, the intersecting mouth of roofing square tube purlin lateral brace is adjusted.
5. measure control
Before the lifting roofing arc square tube purlin, on-the-spot the square tube center is drawn the axial line control sign making, so that control axis and verticality during lifting.
Be as the criterion with control net basic point before the lifting, lay corresponding arc square tube position stake.Total powerstation is put mirror at every turn and is aimed at the relevant position stake, should be target mutually with the sign on the rigging out truss and determines the weld bond position.Thereby reduce the ascend operation workload of survey crew, and improve lifting efficient and precision.
Total powerstation control square tube axis during lifting, and beat spot height.The position of a transit control curved line.
The quality quality of building-site assembly unit will directly influence the quality of high-altitude segmented assembly unit, the quality of surveying work is the key job of steel screen high accuracy assembly unit, measurement and acceptance should run through the whole story of each operation, to construction survey, the comprehensive monitoring of tracking detection of each operation.
(13), the vertical web member of roofing square tube purlin is installed welding
CO is adopted in the welding of net shell
2Gas is protected weldering, and welding adopts the even numbers welder to be symmetrically welded, and welding is carried out from the middle part to two ends, must note the amount of deflection and the lateral deformation of net shell in welding process at any time, should measure at any time, otherwise must adjust welding sequence.After welding finished, repairing, polishing, self check, special inspection were submitted to after the cutting surplus and are managed, and touch-up paint is carried out all preceding preparations of upper air installing then.
Vertically web member is installed and must be divided intersegmental involutory mark line and both sides vertical web member position directrix of installation with the interface in the lifting segmentation, accomplishes that the location accurately, will seamlessly transit simultaneously.
Claims (3)
1, mounting method for wide span single layer rain shed reticulated shell structure, it is characterized in that: to be installed on being taken up space to adjacent 4 root posts in length and breadth of place is a unit, to put in order the whole setting-out of Pin net shell main arch, fringe truss and three unit of roofing square tube purlin 1:1 mold in making the place, put in order the processing of Pin member, divide main arch, fringe truss and three unit sections of being divided into of roofing square tube purlin, piece again, be transported to the job site,, be assembled into whole Pin single-layer lattice shell by following operation:
(1), main arch welding: at column column cap welding locating piece, needs according to main arch segmentation welding, set up the load-bearing scaffolding platform in the place, install on the load-bearing scaffolding platform and be used for the rest that each section of main arch adjustment position is used, with the supporting section hoisted in position at position, main arch diagonal angle, supporting section and column intersecting mouth weld successively; With the interlude hoisted in position between the supporting section of position, diagonal angle, weld again; The Using such method welding obtains the main arch overall structure; Can help the location of supporting section, interlude by rest;
(2), fringe truss welding:, that the intersecting mouth on fringe truss and the main arch is integrally welded with the fringe truss hoisted in position;
(3), roofing square tube purlin welding: roof system net shell is the space single-layer lattice shell, to pass through the roofing square tube purlin piece that welding production forms mutually with vertical straight-bar by lateral brace, weld mutually with main arch by former cutting intersecting mouth, be integral adopting vertical web member to be welded to connect between the adjacent lateral brace again, obtain the large-span shell structure, remove the load-bearing scaffold;
(4), in the lifting components process, follow the principle that first main structure is wanted member once more.
2, mounting method for wide span single layer rain shed reticulated shell structure according to claim 1, it is characterized in that: the main arch welding: locate the supporting section of welded mesh shell main arch and the composite welds of steel post earlier, net shell main arch supporting section and steel post tacking are connected, the top and bottom of location welding composite welds, and backing welding; Next lifts net shell main arch interlude, and tacking connects net shell main arch interlude, is symmetrically welded all composite welds and butt weld more comprehensively.
3, mounting method for wide span single layer rain shed reticulated shell structure according to claim 1, it is characterized in that: described net shell main arch and fringe truss, roofing square tube purlin, when making, amount of deflection h2 sum under the camber h1 that its actual arch camber degree is theoretical radius of the radian and the theory of calculating according to span and steel strength.
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| CNA2008100211384A CN101440667A (en) | 2008-07-25 | 2008-07-25 | Mounting method for wide span single layer rain shed reticulated shell structure |
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| CNA2008100211384A CN101440667A (en) | 2008-07-25 | 2008-07-25 | Mounting method for wide span single layer rain shed reticulated shell structure |
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| CN101839068A (en) * | 2010-04-08 | 2010-09-22 | 宝厦建设(集团)股份有限公司 | Prestressing method for installing large-span double-layer latticed shell structure |
| CN102535868A (en) * | 2012-03-19 | 2012-07-04 | 中冶天工集团有限公司 | Method for splicing arc-shaped space truss |
| CN102777047A (en) * | 2012-08-22 | 2012-11-14 | 河北二十冶工程技术有限公司 | Assembling and splicing installation method of large-span tube-truss roof beam |
| WO2013026354A1 (en) * | 2011-08-19 | 2013-02-28 | 徐州中煤百甲重钢科技有限公司 | Construction process of arch shed storage silo with super-large-span frame |
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| WO2013026354A1 (en) * | 2011-08-19 | 2013-02-28 | 徐州中煤百甲重钢科技有限公司 | Construction process of arch shed storage silo with super-large-span frame |
| CN102535868A (en) * | 2012-03-19 | 2012-07-04 | 中冶天工集团有限公司 | Method for splicing arc-shaped space truss |
| CN102777047A (en) * | 2012-08-22 | 2012-11-14 | 河北二十冶工程技术有限公司 | Assembling and splicing installation method of large-span tube-truss roof beam |
| CN102777047B (en) * | 2012-08-22 | 2014-08-20 | 河北二十冶工程技术有限公司 | Assembling and splicing installation method of large-span tube-truss roof beam |
| CN105064728A (en) * | 2015-07-15 | 2015-11-18 | 中国建筑第二工程局有限公司 | Skiing field assembling structure and construction method of skiing field assembling structure |
| CN107816223A (en) * | 2017-12-01 | 2018-03-20 | 江苏沪宁钢机股份有限公司 | A kind of safety and stability type platform canopy station and its installation method |
| CN107916804A (en) * | 2017-12-01 | 2018-04-17 | 江苏沪宁钢机股份有限公司 | A kind of safety and stability type roof truss without columns and its installation method |
| CN107816223B (en) * | 2017-12-01 | 2023-07-28 | 江苏沪宁钢机股份有限公司 | Safe and stable type station canopy station house and installation method thereof |
| CN108035441A (en) * | 2017-12-20 | 2018-05-15 | 广东省建筑设计研究院 | The double-deck dislocation truss and its construction method of a kind of building structure |
| CN108035441B (en) * | 2017-12-20 | 2023-06-20 | 广东省建筑设计研究院 | Double-layer staggered truss of building structure and construction method thereof |
| CN108489450A (en) * | 2018-03-14 | 2018-09-04 | 江苏恒久钢构有限公司 | A kind of truss deformation value measurement method |
| CN112411759A (en) * | 2020-10-28 | 2021-02-26 | 上海二十冶建设有限公司 | Non-full-cloth support large-span steel structure high-altitude bulk accurate assembly method |
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| CN114776027A (en) * | 2022-02-11 | 2022-07-22 | 中建二局第三建筑工程有限公司 | Construction method of tropical rainforest greenhouse steel structure |
| CN114892813A (en) * | 2022-05-17 | 2022-08-12 | 中建二局第三建筑工程有限公司 | Large-span building main body supporting steel structure and construction method |
| CN114892813B (en) * | 2022-05-17 | 2023-11-10 | 中建二局第三建筑工程有限公司 | Large-span building main body supporting steel structure and construction method |
| CN115233831A (en) * | 2022-08-19 | 2022-10-25 | 湖南建工集团有限公司 | Multi-point large-span space steel structure integral continuous lifting method with freely controlled deflection |
| CN115233831B (en) * | 2022-08-19 | 2023-09-15 | 湖南建工集团有限公司 | Integral continuous lifting method for multi-point large-span space steel structure with freely controlled deflection |
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