CN106437024A - Mounting method of special-shaped large-span net rack high-altitude positioning blocks - Google Patents

Mounting method of special-shaped large-span net rack high-altitude positioning blocks Download PDF

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Publication number
CN106437024A
CN106437024A CN201610768579.5A CN201610768579A CN106437024A CN 106437024 A CN106437024 A CN 106437024A CN 201610768579 A CN201610768579 A CN 201610768579A CN 106437024 A CN106437024 A CN 106437024A
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CN
China
Prior art keywords
load bearing
primary load
bearing band
scaffold
mounting
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CN201610768579.5A
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Chinese (zh)
Inventor
叶国平
万艳阁
王燕
黄松涛
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芜湖天航科技(集团)股份有限公司
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Priority to CN201610768579.5A priority Critical patent/CN106437024A/en
Publication of CN106437024A publication Critical patent/CN106437024A/en

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Classifications

    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B7/00Roofs; Roof construction with regard to insulation
    • E04B7/08Vaulted roofs
    • E04B7/10Shell structures, e.g. of hyperbolic-parabolic shape; Grid-like formations acting as shell structures; Folded structures
    • E04B7/102Shell structures
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00Structural elongated elements designed for load-supporting
    • E04C3/02Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00Structural elongated elements designed for load-supporting
    • E04C3/02Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00Structural elongated elements designed for load-supporting
    • E04C3/02Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0486Truss like structures composed of separate truss elements

Abstract

Provided is a mounting method of special-shaped large-span net rack high-altitude positioning blocks. By means of the stability of the geometric invariant system of the triangular pyramid or quadrangular pyramid of a net rack or a net shell, a main bearing belt of certain rigidity is chosen, the main bearing belt is used for mounting and folding first, the net rack or net shell with the large coverage area is divided into multiple operation areas, and then regional paralleling and symmetrical mounting are conducted. A main bearing support is mounted first, specifically, the mounting process comprises the following steps of (1) main bearing belt determining, (2) construction preparation, (3) measuring repeated leveling, (4) scaffold erecting, (5) mounting preparation, (6) support mounting, (7) on-site measuring, (8) main bearing belt mounting and adjustment, (9) main bearing belt folding and (10) regional component splicing. According to the mounting method, the construction process is simple, the construction sequence is reasonable, site conditions and self structure features are fully utilized, construction is novel, unique, safe and reliable, mounting precision can be guaranteed, the mounting stress of components is reduced, the mounting quality is guaranteed, the construction period can be greatly shortened, and the economic efficiency is appreciable.

Description

A kind of abnormity large span grid high-altitude positioning piecemeal installation method

Technical field

The present invention relates to a kind of abnormity large span grid high-altitude positioning piecemeal installation method, be especially adapted for use in abnormity, arch Shell-type, span is 30~120m rack, net shell and with steel roof truss installations such as types of trusses.

Background technology

At present, grid structure is a kind of moulding convenience, reasonable stress, roof system installs and the space of furred ceiling technology maturation is tied Structure.Abnormity large span grid is typically the first-selected structure such as stadiums, public building.Being characterized in that span is big, moulding is complicated, high Empty consolidation service is many, and installation accuracy requires height.Select more reasonably erection sequence, reduce mount stress, ensure to install accurate Degree, safe and efficient construction are the purposes of this engineering method.

Including the determination of mount scheme, the control of node coordinate, labor organization and measurement technology.In actual application, The aspects such as quality, safety, economic and social benefit obtain successfully, are worth using for reference in the installation of homogeneous structure.

Feature:

1 according to grid structure feature, and point three parts are installed:Abutment portion installation, primary load bearing band portion and each region arch shell Installation.Be conducive to the installation quality of control bearing positioning precision, rack installation accuracy and component.

2 utilize grid structure universal design to analyze software selects primary load bearing band, it is ensured that primary load bearing band rigidity, is conducive to control The installation accuracy of grid structure processed.

3 arrange measuring point total powerstation or theodolite and spirit level measures adjustment at any time, improve installation accuracy, favorably In reducing, internal force is installed, it is ensured that installation quality.

4 erection sequences are reasonable, utilize rack own structural characteristics to form stable three-dimensional system, it is simple to subregional organization Labour is symmetrical, parallel operations, and construction safety is efficient, it is easy to ensures component installation quality, is greatly shortened high-altitude construction period, warp Ji property is good.

5 according to planform, sets up profiling step full hall scaffold, saves large-scale crane machine-team, and positioning precision is high, Avoid in place by force, installation at high altitude job safety, easy to operate.

Content of the invention

It is an object of the invention to provide a kind of abnormity large span grid high-altitude positioning piecemeal installation method, solve abnormity greatly across In the positioning piecemeal installation process of degree rack high-altitude, span is big, and moulding is complicated, and installation at high altitude operation is many, and installation accuracy requires that height is asked Topic.

The technical solution adopted for the present invention to solve the technical problems is:

A kind of abnormity large span grid high-altitude positioning piecemeal installation method, is to utilize pyrometric cone or the quadrangular pyramid of rack or net shell several The stability of what invariable system, selects the primary load bearing band of certain rigidity, utilizes primary load bearing band to install in advance and close up, then will cover more greatly The long-pending rack of capping or net shell are divided into multiple operating area, then organize that subregion is parallel, are symmetrically installed;Primary load bearing is first installed prop up Seat, then primary load bearing band 1 is installed, then subregion is installed by 2,3,4 orders, and when subregion is installed, every lengths is from mediad Outer rim is installed successively, specifically includes following:

1)Primary load bearing band determines:Use MST2004 Space Truss Design to analyze software or other Space Truss Designs analyze software, MST2004 Space Truss Design is analyzed in software and is set up wire frame model, applies the loads such as perseverance, work, wind by design requirement, by each operating mode group Add up to and calculate, determine rack member section;

1.1)Permanent, alive, wind load on drawing unloading structure, by construction loads with from weight condition, depending on planform, by primary load bearing bearing Or select at regular hull shape rack etc. point bearing to wind up two lattice, lower edge one grid lattice are as primary load bearing band, according to different nets Shelf structure shape, typically considers to be divided into grid the quartering or six deciles of symmetry;

1.2)Each area grid component beyond deletion primary load bearing band, disconnects primary load bearing band, adds temporary support and constitutes checking computations mould Type;

1.3)Apply to adjust horizontal force and vertical force in primary load bearing band cantilever farthest, general force is 5 tons and is limited, computational analysis Requiring primary load bearing band and characteristic point energy synchronous shift, displacement deviation is not more than 2mm, and represents that rack primary load bearing band possesses necessarily Rigidity;

1.4)Primary load bearing band insufficient rigidity, then select to wind up three lattice lower edge two lattice row force analysis again, also requires that displacement is inclined Difference is not more than 2mm, determines primary load bearing band grid;

2)Preparation of construction

2.1)Made by the erection sequence organization component of primary load bearing bearing → primary load bearing band → each regional network frame member, transported;

2.2)Component is auxiliary puts place and road of marching into the arena backfill, and paver is smooth and is compacted;

2.3)Labour and work facility according to needed for plan prepares together, meet on-the-spot needs;

2.4)The technology, safety training and the data that complete each work post are told somebody what one's real intentions are;

3)Measurement repetition measurement

3.1)Check axial dimension, absolute altitude, the whether satisfied design of flatness and the code requirement of built-in fitting;

3.2)Record repetition measurement result, handles base support face handing over procedure;

3.3)The in a pre-installation proposition solution excessive to built-in fitting deviation, implements after confirming through design;Guarantee bearing deviation It is in the Theoretical Design position range of regulatory requirements;

4)Scaffold building

4.1)Use fastener type steel pipe or bowl fastening type steel pipe to set up full hall scaffold, upper berth scaffold board, scaffold upright rod spacing and Step pitch should be limited with 2mm through checking computations;

4.2)Scaffold board is 3KN/m compared with the low 30cm of rack lower edge, the bearing capacity of scaffold2

4.3)Scaffold building finishes need to be by JGJ130《Construction button formula steel pipe scaffold act of technique for security》Check and accept and hand over Connect;

5)Install and prepare

5.1)The tower crane set up by civil engineering or planer-type crane transport member, on scaffold operation planar, are uniformly spread;

5.2)Check that each component meets acceptance specification and assembled requirement;

5.3)Complete the test of rod member combination broach and the test of bolt sphere combination broach, and reach design and code requirement;

6)Bearing is installed

6.1)Force analysis is carried out to bearing, determines the interim of the clear and definite and convenient hold-down support adjusting of reasonable stress, power transmission Structure, the anti-bearing of temporary support topples;

6.2)Bearing is extended to both sides and is attached to neighbouring two auxiliary support, this at two auxiliary support determining primary load bearing band When selected, formed three bearings rock-steady structure primary load bearing band on this rock-steady structure forward extend install, Gu primary load bearing Band only winds up the 2nd, three lattice, lower edge the first, two lattice, relatively very light, therefore after the lattice that often protract, i.e. frame supports interim fixing in hack lever;

6.3)When using scaffold temporary support base and primary load bearing band, because primary load bearing band not yet closes up, grid structure not yet shape Become rock-steady structure, therefore use scaffold temporary support prevent the displacement in tri-directions of primary load bearing band X, Y, Z and topple;

7)In-site measurement

7.1)Install out at bearing at primary load bearing band, when forming two to three lattice, start the measurement of characteristic point,

7.2)Selecting the ball node entreating place easily to observe between floors on primary load bearing zone axis position to be characterized measurement point, frame is complete Stand instrument in central plane layer;

7.3)Measurement as used theodolite, level meter, then needs to entreat between floors and makes several known distance point, frame warp on place Latitude instrument, on 2 o'clock, measures the X of feature ball node, Y coordinate with Convergence method, measures the Z coordinate of feature ball node with spirit level,

7.4)Search feature ball-joint in the model that MST2004 Space Truss Design analysis software or corresponding design software have been set up The theoretical coordinate of point, compares the deviation of installation site and theoretical position;

8)Primary load bearing band is installed, is adjusted

8.1)Rack uses Assembly in pieces at height to install:Primary load bearing bearing and primary load bearing band erection sequence are:In pillar support support level Put bearing → pad lower edge ball plane by the numbering of installation diagram, lower edge rod member is connected with ball and tighten put in place → web member with The ball that winds up connects and tightens and puts in place, and web member and the ball that winds up form a quadrangular pyramid or pyrometric cone such as figure six → web member and lower edge ball company Connecing, but not once being screwed into place → top boom erection sequence stretches out by bearing, top boom and ball are tightened, web member and lower edge ball are twisted Tightly carry out → connect other web members successively and tighten, forming primary load bearing band,

8.2)It after the measurement of rack primary load bearing band feature ball node, is adjusted with theoretical position deviation by installing position in kind, adjusts Whole employing cucurbit and jack, be adjusted by scaffold, do not allow scaffolding steel pipe stretch bending and bending, pin hand during adjustment At frame application point use bracing reinforcement, general action point four sides be both needed to add support, stress action spot must on scaffold node, Mustn't act on rod member;

8.3)Again measure after adjustment, when position to be installed and theoretical position deviation are without departing from regulatory requirements, continue to take to central authorities If primary load bearing band is until centre;It is noted that the interim pad of lower edge ball during this, anti-sidesway and toppling;

9)Primary load bearing band closes up;Finally measuring feature ball node, and alignment error, position to be installed does not surpasses with theoretical position deviation When going out regulatory requirements, central authorities' primary load bearing band is implemented to close up, and closes up bolt at rear primary load bearing belt lacing and tightens and put in place, checks all main Whether force-supporting belt bolt is tightened, and does not allow barrel contacts face to have the gap being visually observed, and occurs small with pin during operation Deformation, after unclamping, energy resilience is for being tightened to bit flag, stops barbarous installation and closes up;

10)Subregion component assembly

10.1)As shown in figure three, point four regional organization's symmetries, parallel constructions.2, each region group, often organizes 6 people, implements to look for Bar, installation, inspection;

10.2)Four area grid components are installed and are substantially at symmetric State extension, and direction is for being sent out by mediad surrounding bead Exhibition, to guarantee grid structure uniform force in installation process, it is to avoid produces construction stress, reduces construction Deformation;

10.3)After installing, measure each feature ball node physical location, and theoretical position comparative analysis installation deviation, also A sash weight observation rack center and building centre deviation can be drawn along rack central authorities ball fabrication hole, it is desirable to meet code.

10.4)Remove lower edge ball temporary support.

Beneficial effects of the present invention:Construction technology is simple, sequence of construction is reasonable, makes full use of field condition and self structure Feature, and construction is novel unique, safe and reliable, it is ensured that installation accuracy, reduction component mount stress, it is ensured that installation quality, can It is greatly shortened duration, economic benefits, it is easy to promote.

Below with reference to drawings and Examples, the present invention is described in detail.

Brief description

Fig. 1 is invention mounting structure schematic diagram.

Fig. 2 is the operational flowchart of the present invention.

Fig. 3 is the structural representation that the present invention measures agent structure.

Fig. 4 is that seat installation structure schematic diagram is propped up in invention primary load bearing.

Fig. 5 is the structure installation diagram of invention quadrangular pyramid.

Fig. 6 is the structure installation diagram of invention pyrometric cone.

Fig. 7 implements the plane of structure for invention.

Fig. 8 implements the stereogram of structure for invention.

Detailed description of the invention

As shown in Figure 7,8,

This engineering roofing profile is the pintongs petal symmetrical along X, Y-axis, and every hemp nettle lobe is made up of two spherical calottes.Rack is tied Structure is seated on 24 bearings, and bearing axis ovalize is distributed, maximum span 57.04m × 70.2m, wherein four primary load bearings Bearing span is 47m × 57.04m, and 20 auxiliary supports are rubber support.Capital absolute altitude is from 7.4m to 19.8m.Rack is tied Structure is pyrometric cone system, rackArrowA height of 2.0m~2.3m.Being 25.15m at the highest ridge of rack, rack is seated in gymnasium On three floor faces, central authorities are two layers of basketball court plane.

Rack structure manufacture mainly includes:Bolt sphere, rod member combination, bearing etc..Structure manufacture order should be by erection sequence Tissue abutment portion, primary load bearing band portion produce and transport in advance, then organize subregion rack component, bearing transport again.

The screw angle of bolt sphere, end face deviation, steel pipe must strictly be pressed with shrouding or cone head rod pattern length deviation JGJ7-91《Grid structure design and construction code》Control, can mail to job site after the assay was approved.

Steel pipe must carry out test for tensile strength with the weld seam of shrouding or conehead, and its bearing capacity has to comply with JGJ7-91《Net Shelf structure design and construction code》Require.Bolt sphere thread size precision should reach 6H standard, checks one by one with plug thread gauge, Job site can be mail to after qualified.Threaded intensity is checked by bolt-ball combination broach test, and its bearing capacity must accord with Close《Grid structure design and construction code》.

The welding rod of support ball welding must use E5O series welding rod, and weld seam reaches 3 grades of weld seam standards, and weld bead height is by setting Meter requires to ensure;Base-plate flatness error > 3mm;Bolt sphere chord member hole is not more than 20 with the angular error of bedplate;Spiral shell Bolt ball center and block central deviation are not more than 5mm.

Embodiment 1:As shown in Figure 1, 2,

A kind of abnormity large span grid high-altitude positioning piecemeal installation method, is to utilize pyrometric cone or the quadrangular pyramid of rack or net shell several The stability of what invariable system, selects the primary load bearing band of certain rigidity, utilizes primary load bearing band to install in advance and close up, then will cover more greatly The long-pending rack of capping or net shell are divided into multiple operating area, then organize that subregion is parallel, are symmetrically installed;Primary load bearing is first installed prop up Seat, then primary load bearing band 1 is installed, then subregion is installed by 2,3,4 orders, and when subregion is installed, every lengths is from mediad Outer rim is installed successively, specifically includes following:

1)Primary load bearing band determines:Use MST2004 Space Truss Design to analyze software or other Space Truss Designs analyze software, MST2004 Space Truss Design is analyzed in software and is set up wire frame model, applies the loads such as perseverance, work, wind by design requirement, by each operating mode group Add up to and calculate, determine rack member section;

1.1)Permanent, alive, wind load on drawing unloading structure, by construction loads with from weight condition, depending on planform, by primary load bearing bearing Or select at regular hull shape rack etc. point bearing to wind up two lattice, lower edge one grid lattice are as primary load bearing band, according to different nets Shelf structure shape, typically considers to be divided into grid the quartering or six deciles of symmetry;

1.2)Each area grid component beyond deletion primary load bearing band, disconnects primary load bearing band, adds temporary support and constitutes checking computations mould Type;

1.3)Apply to adjust horizontal force and vertical force in primary load bearing band cantilever farthest, general force is 5 tons and is limited, computational analysis Requiring primary load bearing band and characteristic point energy synchronous shift, displacement deviation is not more than 2mm, and represents that rack primary load bearing band possesses necessarily Rigidity;

1.4)Primary load bearing band insufficient rigidity, then select to wind up three lattice lower edge two lattice row force analysis again, also requires that displacement is inclined Difference is not more than 2mm, determines primary load bearing band grid;

2)Preparation of construction

2.1)Made by the erection sequence organization component of primary load bearing bearing → primary load bearing band → each regional network frame member, transported;

2.2)Component is auxiliary puts place and road of marching into the arena backfill, and paver is smooth and is compacted;

2.3)Labour and work facility according to needed for plan prepares together, meet on-the-spot needs;

2.4)The technology, safety training and the data that complete each work post are told somebody what one's real intentions are;

3)Measurement repetition measurement

3.1)Check axial dimension, absolute altitude, the whether satisfied design of flatness and the code requirement of built-in fitting;

3.2)Record repetition measurement result, handles base support face handing over procedure;

3.3)The in a pre-installation proposition solution excessive to built-in fitting deviation, implements after confirming through design;Guarantee bearing deviation It is in the Theoretical Design position range of regulatory requirements;

4)Scaffold building

4.1)Use fastener type steel pipe or bowl fastening type steel pipe to set up full hall scaffold, upper berth scaffold board, scaffold upright rod spacing and Step pitch should be limited with 2mm through checking computations;

4.2)Scaffold board is 3KN/m compared with the low 30cm of rack lower edge, the bearing capacity of scaffold2

4.3)Scaffold building finishes need to be by JGJ130《Construction button formula steel pipe scaffold act of technique for security》Check and accept and hand over Connect;

5)Install and prepare

As it is shown on figure 3,

5.1)The tower crane set up by civil engineering or planer-type crane transport member, on scaffold operation planar, are uniformly spread;

5.2)Check that each component meets acceptance specification and assembled requirement;

5.3)Complete the test of rod member combination broach and the test of bolt sphere combination broach, and reach design and code requirement;

6)Bearing is installed

As shown in Figure 4,

6.1)Force analysis is carried out to bearing, determines the interim of the clear and definite and convenient hold-down support adjusting of reasonable stress, power transmission Structure, the anti-bearing of temporary support topples;

6.2)Bearing is extended to both sides and is attached to neighbouring two auxiliary support, this at two auxiliary support determining primary load bearing band When selected, formed three bearings rock-steady structure primary load bearing band on this rock-steady structure forward extend install, Gu primary load bearing Band only winds up the 2nd, three lattice, lower edge the first, two lattice, relatively very light, therefore after the lattice that often protract, i.e. frame supports interim fixing in hack lever;

6.3)When using scaffold temporary support base and primary load bearing band, because primary load bearing band not yet closes up, grid structure not yet shape Become rock-steady structure, therefore use scaffold temporary support prevent the displacement in tri-directions of primary load bearing band X, Y, Z and topple;

7)In-site measurement

7.1)Install out at bearing at primary load bearing band, when forming two to three lattice, start the measurement of characteristic point,

7.2)Selecting the ball node entreating place easily to observe between floors on primary load bearing zone axis position to be characterized measurement point, frame is complete Stand instrument in central plane layer;

7.3)Measurement as used theodolite, level meter, then needs to entreat between floors and makes several known distance point, frame warp on place Latitude instrument, on 2 o'clock, measures the X of feature ball node, Y coordinate with Convergence method, measures the Z coordinate of feature ball node with spirit level,

7.4)Search feature ball-joint in the model that MST2004 Space Truss Design analysis software or corresponding design software have been set up The theoretical coordinate of point, compares the deviation of installation site and theoretical position;

8)Primary load bearing band is installed, is adjusted

As shown in Figure 5,6,

8.1)Rack uses Assembly in pieces at height to install:Primary load bearing bearing and primary load bearing band erection sequence are:In pillar support support level Put bearing → pad lower edge ball plane by the numbering of installation diagram, lower edge rod member is connected with ball and tighten put in place → web member with The ball that winds up connects and tightens and puts in place, and web member and the ball that winds up form a quadrangular pyramid or pyrometric cone such as figure six → web member and lower edge ball company Connecing, but not once being screwed into place → top boom erection sequence stretches out by bearing, top boom and ball are tightened, web member and lower edge ball are twisted Tightly carry out → connect other web members successively and tighten, forming primary load bearing band,

8.2)It after the measurement of rack primary load bearing band feature ball node, is adjusted with theoretical position deviation by installing position in kind, adjusts Whole employing cucurbit and jack, be adjusted by scaffold, do not allow scaffolding steel pipe stretch bending and bending, pin hand during adjustment At frame application point use bracing reinforcement, general action point four sides be both needed to add support, stress action spot must on scaffold node, Mustn't act on rod member;

8.3)Again measure after adjustment, when position to be installed and theoretical position deviation are without departing from regulatory requirements, continue to take to central authorities If primary load bearing band is until centre;It is noted that the interim pad of lower edge ball during this, anti-sidesway and toppling;

9)Primary load bearing band closes up;

Finally measure feature ball node, and alignment error, when position to be installed and theoretical position deviation are without departing from regulatory requirements, in Centre primary load bearing band is implemented to close up, and closes up bolt at rear primary load bearing belt lacing and tightens and put in place, whether checks whole primary load bearing strap bolt Tighten, do not allow barrel contacts face to have the gap being visually observed, with pin generation micro-strain during operation, can return after unclamping Bullet, for being tightened to bit flag, is stopped barbarous installation and is closed up;

10)Subregion component assembly

10.1)As shown in figure three, point four regional organization's symmetries, parallel constructions.2, each region group, often organizes 6 people, implements to look for Bar, installation, inspection;

10.2)Four area grid components are installed and are substantially at symmetric State extension, and direction is for being sent out by mediad surrounding bead Exhibition, to guarantee grid structure uniform force in installation process, it is to avoid produces construction stress, reduces construction Deformation;

10.3)After installing, measure each feature ball node physical location, and theoretical position comparative analysis installation deviation, also A sash weight observation rack center and building centre deviation can be drawn along rack central authorities ball fabrication hole, it is desirable to meet code.

10.4)Remove lower edge ball temporary support.

Plant:

Construction equipment, equipment list:

Detection utensil list: Sequence number Title Specification Unit Quantity Remarks 1 Numeral total powerstation DTS-608SC Platform 1 2 Spirit level DSJ-D2 Platform 2 With need not during total powerstation 3 Theodolite J2 Platform 2 With need not during total powerstation 4 Supersonic detector CST-2000 Platform 2 Welding inspection 5 Computer coating thickness detector ECC-24 Platform 2 Coating thickness measuring

Labour's composition and safety

Labor organization owing to importance and complexity, the operation installed is wide, intersect that coordinating operation is many and installation requirement is high Factor, coordination arrangement, progress and quality safety for ensureing construction require, formulate organization of labour mechanism:Workload partition rack sets Meter person:Analyze and determine primary load bearing band, lookup feature ball node coordinate.Mounting technique person:In the levelling of primary load bearing band being installed and installing Technical finesse.Transport class:Component conveying between factory, building site and operating platform.Assembled class:Rack component is installed.Welding crew:? Seat, purlin etc. weld.Labour is equipped with and see table:

Safety requirements

Engineering protection content engineering protection includes the deformation of member and site safety protection, and component is placed and to be paved, do not allows heap Putting, rack bolt ball steel framework transports;Lifting region during handling component draws warning rope to close, if caution notice, and send sole duty Safety patrol person checks, unrelated person must not enter scene.

Safety requirements each work facility are marched into the arena to check comprehensively, it is ensured that in shape, work facility to have rainproof, lightning protection The measures such as ground connection, must not carry out lifting operation when meeting rain, mist, snow sky or wind-force more than more than 5 grades.Before lifting job, right Workmen concentrates and carries out safety education, and each work post, in strict accordance with safety regulation for operations operation, must not be operated against regulations, must not be after drinking Operation.Palpus check before using after scaffold building, handing-over personnel's signature.Step scaffold step edge adds skirting board. On scaffold, full position should arrange limit for tonnage mark:3KN/m2.Aerial tool for transmitting, component must have special messenger to monitor, inaccurate throwing Throw or abandon in the air.

Protection network is set by high-rise working requirement, is worn safety belt, safety cap.Construction meets scheme variation or material generation With, it is necessary to sign agreement through person in charge of the technology aspect.Quality requirement

Standard that this method must be acted in accordance with it, specification:

(1)《Grid structure design and construction code》 JGJ7-91

(2)《Latticed shell structure technical regulation》 JGJ61-2003、JGJ258-2003

(3)《Construction fastener type steel pipe scaffold act of technique for security》 JGJ130-2001

(4)《Structural steelwork construction inspection rules》 GB50205-2001

(5)《Loading code for design of building structures》 GB50009-2001

(6)《Standard for quality inspection and assessment of structural steel engineering》 GB50221-95

Other requirements that this method has to comply with

Rod member does not allows there is the bending being visually observed, if any generation after installing, it is necessary to ascertain the reason, after removing fault again Install.

Keep having filled rod member surface cleaning, check the number accurately, not misloading, indeformable.

Bearing built-in fitting requires that surfacing is not crooked.Central horizontal dimensional discrepancy is not more than 20mm, full-size deviation Being not more than ± 15mm, the adjacent built-in fitting discrepancy in elevation is not more than 10mm, and the maximum discrepancy in elevation of built-in fitting is not more than 30mm.

Rack amount of deflection should control within 1.15 times of design amount of deflection, and zero load controls within L/800, and L is bond length.

Assembled and installation dimension deviation strictly presses installation requirement control.

Performance analysis

Technical economic benefit

Construction technology is simple, sequence of construction is reasonable, makes full use of field condition and own structural characteristics, and construction novel unique, Safe and reliable, it is ensured that installation accuracy, reduction component mount stress, it is ensured that installation quality, it is substantially shorter duration, economic benefit Considerable, it is easy to promote.

Social benefit

Whole installation process disposably completes substantially, did not cut a bar and changed a bolt sphere, and precision in place is high, for building The time has been won in decoration in building thing, and by owner, management and associate organization's favorable comment, result construction quality is rated as " excellent ", Engineering obtains space structure branch of Steel Construction In China association " outstanding engineering " third prize.Win prestige for enterprise, created good Social benefit, and have accumulated experience, be worth the experience of reference for installing to provide with the truss of type, strut-cable structure.

Case history

This method is undertaken the construction of in the Gymnasium Structural Engineering of the Huaibei, uses this engineering method to install Double-level Reticulated Shell, diameter phi 90m, absolute altitude 36m, area coverage about 9000m2, install and share 70 days.

This method undertakes the construction of conch group pre-homogenization yard net shell(Land Double-level Reticulated Shell), diameter phi 110m, absolute altitude more than 20 meter, This engineering method is used to install ten, 27 days average reductions of erection time.Mounting process is simple, and sequence of construction is reasonable, and high-quality is quick, economy Good, install for homogeneous structure and provide a new way, have promotional value.

Above embodiment is only to be described the preferred embodiment of the present invention, not enters the scope of the present invention Row limits, on the premise of designing spirit without departing from the present invention, and the technical side to the present invention for this area ordinary skill technical staff Case make various deformation and improve, all should fall into claims of the present invention determine protection domain in.

Part that the present invention does not relate to is all same as the prior art or can use prior art to be realized.

Claims (1)

1. an abnormity large span grid high-altitude positioning piecemeal installation method, is pyrometric cone or the quadrangular pyramid utilizing rack or net shell The stability of geometrically stable system, selects the primary load bearing band of certain rigidity, utilizes primary load bearing band to install in advance and closes up, then will be bigger The rack of area coverage or net shell are divided into multiple operating area, then organize that subregion is parallel, are symmetrically installed;Primary load bearing is first installed Bearing, then primary load bearing band 1 is installed, then subregion is installed by 2,3,4 orders, and when subregion is installed, every lengths is from central authorities Install successively to outer rim, specifically include following:
1)Primary load bearing band determines:Use MST2004 Space Truss Design to analyze software or other Space Truss Designs analyze software, MST2004 Space Truss Design is analyzed in software and is set up wire frame model, applies the loads such as perseverance, work, wind by design requirement, by each operating mode group Add up to and calculate, determine rack member section;
1.1)Permanent, alive, wind load on drawing unloading structure, by construction loads with from weight condition, depending on planform, by primary load bearing bearing Or select at regular hull shape rack etc. point bearing to wind up two lattice, lower edge one grid lattice are as primary load bearing band, according to different nets Shelf structure shape, typically considers to be divided into grid the quartering or six deciles of symmetry;
1.2)Each area grid component beyond deletion primary load bearing band, disconnects primary load bearing band, adds temporary support and constitutes checking computations mould Type;
1.3)Apply to adjust horizontal force and vertical force in primary load bearing band cantilever farthest, general force is 5 tons and is limited, computational analysis Requiring primary load bearing band and characteristic point energy synchronous shift, displacement deviation is not more than 2mm, and represents that rack primary load bearing band possesses necessarily Rigidity;
1.4)Primary load bearing band insufficient rigidity, then select to wind up three lattice lower edge two lattice row force analysis again, also requires that displacement is inclined Difference is not more than 2mm, determines primary load bearing band grid;
2)Preparation of construction
2.1)Made by the erection sequence organization component of primary load bearing bearing → primary load bearing band → each regional network frame member, transported;
2.2)Component is auxiliary puts place and road of marching into the arena backfill, and paver is smooth and is compacted;
2.3)Labour and work facility according to needed for plan prepares together, meet on-the-spot needs;
2.4)The technology, safety training and the data that complete each work post are told somebody what one's real intentions are;
3)Measurement repetition measurement
3.1)Check axial dimension, absolute altitude, the whether satisfied design of flatness and the code requirement of built-in fitting;
3.2)Record repetition measurement result, handles base support face handing over procedure;
3.3)The in a pre-installation proposition solution excessive to built-in fitting deviation, implements after confirming through design;Guarantee bearing deviation It is in the Theoretical Design position range of regulatory requirements;
4)Scaffold building
4.1)Use fastener type steel pipe or bowl fastening type steel pipe to set up full hall scaffold, upper berth scaffold board, scaffold upright rod spacing and Step pitch should be limited with 2mm through checking computations;
4.2)Scaffold board is 3KN/m compared with the low 30cm of rack lower edge, the bearing capacity of scaffold2
4.3)Scaffold building finishes need to be by JGJ130《Construction button formula steel pipe scaffold act of technique for security》Check and accept and hand over Connect;
5)Install and prepare
5.1)The tower crane set up by civil engineering or planer-type crane transport member, on scaffold operation planar, are uniformly spread;
5.2)Check that each component meets acceptance specification and assembled requirement;
5.3)Complete the test of rod member combination broach and the test of bolt sphere combination broach, and reach design and code requirement;
6)Bearing is installed
6.1)Force analysis is carried out to bearing, determines the interim of the clear and definite and convenient hold-down support adjusting of reasonable stress, power transmission Structure, the anti-bearing of temporary support topples;
6.2)Bearing is extended to both sides and is attached to neighbouring two auxiliary support, this at two auxiliary support determining primary load bearing band When selected, formed three bearings rock-steady structure primary load bearing band on this rock-steady structure forward extend install, Gu primary load bearing Band only winds up the 2nd, three lattice, lower edge the first, two lattice, relatively very light, therefore after the lattice that often protract, i.e. frame supports interim fixing in hack lever;
6.3)When using scaffold temporary support base and primary load bearing band, because primary load bearing band not yet closes up, grid structure not yet shape Become rock-steady structure, therefore use scaffold temporary support prevent the displacement in tri-directions of primary load bearing band X, Y, Z and topple;
7)In-site measurement
7.1)Install out at bearing at primary load bearing band, when forming two to three lattice, start the measurement of characteristic point,
7.2)The ball node entreating place easily to observe between floors on primary load bearing zone axis position is selected to be characterized measurement point, frame Total powerstation is in central plane layer;
7.3)Measurement as used theodolite, level meter, then needs to entreat between floors and makes several known distance point, frame warp on place Latitude instrument, on 2 o'clock, measures the X of feature ball node, Y coordinate with Convergence method, measures the Z coordinate of feature ball node with spirit level,
7.4)Search feature ball-joint in the model that MST2004 Space Truss Design analysis software or corresponding design software have been set up The theoretical coordinate of point, compares the deviation of installation site and theoretical position;
8)Primary load bearing band is installed, is adjusted
8.1)Rack uses Assembly in pieces at height to install:Primary load bearing bearing and primary load bearing band erection sequence are:In pillar support support level Put bearing → pad lower edge ball plane by the numbering of installation diagram, lower edge rod member is connected with ball and tighten put in place → web member with The ball that winds up connects and tightens and puts in place, and web member and the ball that winds up form a quadrangular pyramid or pyrometric cone such as figure six → web member and lower edge ball company Connecing, but not once being screwed into place → top boom erection sequence stretches out by bearing, top boom and ball are tightened, web member and lower edge ball are twisted Tightly carry out → connect other web members successively and tighten, forming primary load bearing band,
8.2)It after the measurement of rack primary load bearing band feature ball node, is adjusted with theoretical position deviation by installing position in kind, adjusts Whole employing cucurbit and jack, be adjusted by scaffold, do not allow scaffolding steel pipe stretch bending and bending, pin hand during adjustment At frame application point use bracing reinforcement, general action point four sides be both needed to add support, stress action spot must on scaffold node, Mustn't act on rod member;
8.3)Again measure after adjustment, when position to be installed and theoretical position deviation are without departing from regulatory requirements, continue to take to central authorities If primary load bearing band is until centre;It is noted that the interim pad of lower edge ball during this, anti-sidesway and toppling;
9)Primary load bearing band closes up;Finally measuring feature ball node, and alignment error, position to be installed is with theoretical position deviation not During beyond regulatory requirements, central authorities' primary load bearing band is implemented to close up, and closes up bolt at rear primary load bearing belt lacing and tightens and put in place, checks all Whether primary load bearing strap bolt is tightened, and does not allow barrel contacts face to have the gap being visually observed, and occurs micro-with pin during operation Small deformation, after unclamping, energy resilience is for being tightened to bit flag, stops barbarous installation and closes up;
10)Subregion component assembly
10.1)As shown in figure three, point four regional organization's symmetries, parallel constructions, 2, each region group, often organize 6 people, implement to look for Bar, installation, inspection;
10.2)Four area grid components are installed and are substantially at symmetric State extension, and direction is for being sent out by mediad surrounding bead Exhibition, to guarantee grid structure uniform force in installation process, it is to avoid produces construction stress, reduces construction Deformation;
10.3)After installing, measure each feature ball node physical location, and theoretical position comparative analysis installation deviation, also A sash weight observation rack center and building centre deviation can be drawn along rack central authorities ball fabrication hole, it is desirable to meet code;
10.4)Remove lower edge ball temporary support.
CN201610768579.5A 2016-08-31 2016-08-31 Mounting method of special-shaped large-span net rack high-altitude positioning blocks CN106437024A (en)

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Publication number Priority date Publication date Assignee Title
CN108952178A (en) * 2018-06-22 2018-12-07 北京市机械施工有限公司 A kind of two-way angular displacement accumulation method for improving of irregular free form surface steel worm-gearing

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CN101457550A (en) * 2008-11-12 2009-06-17 芜湖天航科技(集团)股份有限公司 Installation method for special-shaped arch shell type construction network frame
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CN101988308A (en) * 2010-09-30 2011-03-23 中国华西企业有限公司 Non-support installation method of long-span spatial bolt ball steel reticulated shell dome
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EP0063118B1 (en) * 1980-07-11 1984-06-27 CODD, Edwin Thomas Space frames
JP2000120165A (en) * 1998-10-16 2000-04-25 Nippon Light Metal Co Ltd Skeleton structure
CN101457550A (en) * 2008-11-12 2009-06-17 芜湖天航科技(集团)股份有限公司 Installation method for special-shaped arch shell type construction network frame
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* Cited by examiner, † Cited by third party
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CN108952178A (en) * 2018-06-22 2018-12-07 北京市机械施工有限公司 A kind of two-way angular displacement accumulation method for improving of irregular free form surface steel worm-gearing

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Application publication date: 20170222