CN101109238A - Method for manufacturing H shaped steel structure of sightsee tower - Google Patents
Method for manufacturing H shaped steel structure of sightsee tower Download PDFInfo
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- CN101109238A CN101109238A CNA2007101232326A CN200710123232A CN101109238A CN 101109238 A CN101109238 A CN 101109238A CN A2007101232326 A CNA2007101232326 A CN A2007101232326A CN 200710123232 A CN200710123232 A CN 200710123232A CN 101109238 A CN101109238 A CN 101109238A
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Abstract
The invention relates to a making method for a H-steel structure of a sightseeing tower, which comprises the following procedure: blanking the H-steel beam sheets: splicing integral sheets and cutting sheets; assembling H-steel beams: assembling casings of the H-steel beams, assembling H beams by taking the beveled point as a start, and welding them. Comparing with prior concrete structure, the sightseeing tower made by the invention can reduce the sectional size of the beam columns and increase the use space of the building, lighten the dead weight of the structures, reduce the on-site work volume of wet concrete, quicken the construction, improve the ductility and earthquake resistance of the structures. Comparing with steel structure, the invention can also reduce the section heights of structures, increase the rigidity, integrity and steadiness of structures, save steel, reduce price, enhance the durability of structures, and meet the requirement for construction form.
Description
Technical field
The present invention relates to tower mast structure engineering-built field, particularly a kind of preparation method of H formed steel construction of tour tower.
Background technology
The various tour towers of home and abroad mainly are divided into steel work and reinforced concrete structure (comprising prestressed reinforced concrete construction), and high building (the sightseeing Room) part-structure mainly is divided into prestress concrete structure, steel work.
Home and abroad tour tower building overview sees the following form.
| Engineering name | The body of the tower structure | High building (the sightseeing Room) structure |
| Grand celebration TV transmission tower (260m) | Outer is that space steel mesh frame, internal layer are assembling type steel structure | Space steel pipe truss structure |
| Dalian TV transmission tower (190m) | Space truss structure | The steel pipe truss structure of encorbelmenting |
| Xuzhou TV transmission tower (199.5m) | Steel bar concrete | Steel grid structure, high building platform inner end is supported on the steel bar concrete cylindrical shell, and the outer end is supported on the tennis node |
| Hefei TV transmission tower (339m) | Regular hexagon space truss system | The steel pipe truss structure of encorbelmenting |
| Shantou TV transmission tower (212m) | The hexagon steel tubular structure is established the pretension rods, | Dodecagon is supported on the six roots of sensation king-post with 18 diagonal braces, forms the space truss system |
| Taizhou TV transmission tower (218m) | The space truss system | 16 drag-lines hang into cantilevered structure |
| Oriental Pearl (468m) | Reinforced concrete structure | Steel pipe column, steel truss are formed, and sphere shell is a steel grid structure |
| Hanzhong TV transmission tower (188.8m) | The space truss system | The steel pipe truss structure of encorbelmenting, |
| The CN Tower (553m) | Full prestressing concrete structure | Braced structures is the concrete wall of encorbelmenting on the prestressing force bracket, reinforces bracket with the prestressed reinforced concrete collar tie beam |
| Armenia Yerevan TV transmission tower 312.00m | The triangle space truss structure is established combined type brace and cross bar, steel using amount 1758t, | Space steel pipe truss structure |
| St. Petersburg, Russia TV transmission tower 315.00m | Hexagon lattice formula steel tubular structure, steel using amount 1160t, | Steel grid structure |
| Japanese water family Yi Shu Guan sightseeing tower 100.00m | Steel pipe is welded to connect, prefabricated unit, assembled on site welding, space truss structure; The outer thick titanium alloy sheet of 3.2mm of decorating | Space steel pipe truss structure |
| New Zealand's Sky Tower (328m) | Reinforced concrete structure | Space steel pipe truss structure |
| Macau Tower (346.7m) | Reinforced concrete structure | Article eight, the steel bar concrete bearing diagonal of encorbelmenting, the high building main body is a steel work |
Existing most of high tower, high building structure adopt space truss structure, space truss structure, prestress concrete structure.Steel work high building structural system comprises matrix pattern high building structural system in the cantilever frame system of disc high building, spherical high building latticed shell structure system, the body of the tower, and concrete structure high building adopts the prestress concrete structure.The dead load that Haier bears in the tour tower sightseeing Room is 6.5KN/m2, the dead load that bears is 3.5KN/m2, by taking all factors into consideration, decision adopts shaped steel-concrete combining structure to constitute tour tower, cylindrical shell adopts shaped steel concrete structure, and the H section steel beam of encorbelmenting is adopted in the sightseeing Room, above shop steel floor support plate, build concrete, constitute composite floor.Adopt shaped steel-concrete combining structure to satisfy the flying saucer moulding of building.
Steel-concrete combining structure has following advantage: compare with traditional concrete structure, can reduce the beam cross-section size, increase the building usage space, alleviate dead load greatly, reduce situ wet concrete work amount, accelerate speed of application, shorten construction period, the ductility of enhancing structure and anti-seismic performance etc.Compare with steel work, can reduce the member section height equally, increase the globality and the stability of stiffness of structural member and structure, save steel, reduce cost, strengthen durability of structures etc.
Summary of the invention
The object of the present invention is to provide a kind of preparation method of H formed steel construction of tour tower, can reduce the beam cross-section size, increase the building usage space, alleviate dead load greatly, reduce situ wet concrete work amount, accelerate speed of application, shorten construction period, the ductility of enhancing structure and anti-seismic performance etc.Compare with steel work, can reduce the member section height equally, increase the globality and the stability of stiffness of structural member and structure, save steel, reduce cost, strengthen durability of structures etc.
The object of the present invention is achieved like this:
The invention discloses a kind of H formed steel construction preparation method of tour tower, comprise the steps:
The setting-out blanking of H shaped steel beam slab: whole sheet material is spliced the andante material of going forward side by side cutting;
H section steel beam assembling: H type beam assembled mold is an initial point with bevel place, carry out the assembling of H type beam, and welding is fixing.
Multi-head numerical control cutting machine autogenous cutting is adopted in described sheet material cutting, to guarantee the edge quality of cuts sheet material.
Described welding comprises the steps:
At the two ends of welding bead striking and end tab are set at banjo fixing butt jointing, automatic leg joint;
Should carry out preheating before the welding, postwelding should carry out after heat;
After having welded, first-order weld is carried out ultrasound examination;
Adopt carbon arc air gouging and manual wheel grinding butt welded seam defective to overhaul.
Described welding takes to control the welding sequence of four longitudinal seams of H type beam, the precedence of shrinking with welding so that beam scratch on slight.
The H formed steel construction preparation method of described tour tower also comprises the steps: to take flame correction method that edge of a wing rectification and secondary assembling are carried out in the local wave transformation and the flexural deformation of welded H type beam.
The H formed steel construction preparation method of described tour tower also comprises the steps:
Revise qualified H type beam, neatly be placed on the assembly platform through measuring levelling;
According to drawing size assembling stiffener, determine the web position of opening, and with perforate center line dislocation in the frange plate side;
Behind the intact stiffener to be welded, reexamine the accuracy of web perforate position of center line, cut web preformed hole and two-sided assembly welding stiffening ring at last, to reduce the welding deformation of web;
After H type beam stiffener assembling welding is finished, qualified through the secondary correction, the reference edge during with assembling goes out the high-strength bolt hole site line at beam two ends by the drawing size number, and the position, hole is checked that line and facing cut position line mark are clear, and stamp the sample dotting punch, so that construction and inspection.
The H formed steel construction preparation method of described tour tower also comprises the steps: the H type beam that facing cut processing is qualified, places on the drilling platform, is benchmark to mill flush end, and is foundation with beam center line, hole site line that the boring mould is fixedly clamped.
Advantage of the present invention is to satisfy preferably the building types requirement.
Description of drawings
Fig. 1 is the elevational schematic view of tour tower of the present invention;
Fig. 2 is the generalized section of tour tower of the present invention;
Fig. 3 is a H steel column arrangement diagram of the present invention;
Fig. 4 is a section steel beam arrangement diagram of the present invention;
Fig. 5 is a middle cylinder body shaped steel concrete structure chart of the present invention;
Rack bracket figure among Figure 51 the present invention
Steel column among Figure 52 the present invention-concrete combination assumption diagram
Section steel beam among Figure 53 the present invention-concrete combination assumption diagram
Fig. 6 is girder steel plan view among the present invention;
Fig. 7 is strongly connected graphs such as girder steel among the present invention;
Fig. 8 is girder steel-concrete combination assumption diagram among the present invention
Fig. 9 is H section steel beam welding sequence among the present invention
Figure 10 twists order for executing of H high-strength bolt among the present invention
The specific embodiment
Sightseeing sign tower of the present invention as shown in Figure 1 comprises tour tower 1 and sign tower 4, and described tour tower 1 comprises the cylindrical shell 11 and the superposed sightseeing Room 12 that is positioned at the bottom, and the sightseeing platform 22 in the sightseeing Room 12 is a cantilevered structure, and cat head 24 is a space truss structure.
Tour tower concrete tube 11 body diameters are 8.94m, the outer wall thickness 350 of cylindrical shell, internal partition wall is thick 250, and at 42.00 absolute altitudes a diameter being arranged is 26 meters sightseeing platform 22, structure adopts the SRC structure, is the space grid structure 24 that a diameter is 31--32.8m at the sightseeing cat head;
Describe sightseeing Room H shaped steel-concrete combining structure below in detail
As shown in Figure 5, Haier's tour tower tour tower cylindrical shell adopts shaped steel concrete structure, comprises that girder steel links to each other with the rack bracket in steel column concrete structure 52, the section steel beam concrete structure 53 and 54,54.Concrete adopts C40, and steel column, shaped steel, built-in fitting steel plate all adopt Q345C, and bolt adopts 10.9 grades of friction type high strength bolts.The anticorrosion of steel structure life-span was not less than 50 years, fireproof paint fire resistance period 1.5 hours.Post, beam fireproof paint thickness must reach the member fire endurance.
Steel column shown in Figure 52-concrete combining structure, reinforcing bar adopts real abdomen formula H shaped steel 521 in the shaped steel concrete, steel column is arranged and is seen Fig. 3 for details, SZ1, SZ2, SZ3, SZ4 are steel column among Fig. 3, reinforcing bar is made of vertical reinforcement 522, stirrup 523, tension rib 524, gives full play to concrete and steel column intensity and plastic property.
Section steel beam shown in Figure 53-concrete combining structure, reinforcing bar adopts real abdomen formula H shaped steel 21 in the shaped steel concrete, and section steel beam arranges and sees Fig. 4 for details that GL1, GL1a are section steel beam among Fig. 4, as the main bearing member of outrigger platform.Reinforcing bar is made of longitudinal reinforcement 531, stirrup 532, tension rib 533 and vertical wall reinforcing bar 534 and horizontal wall reinforcing bar 535, gives full play to concrete and section steel beam intensity and plastic property.
As described in shown in Figure 53 the H section steel beam edge of a wing wide be 400, and barrel thick be 350, interior wall is only 250 thick, there is wobbler action in girder steel to body of wall; Cantilever steel girder is sizable at root to the shearing and the moment of flexure of cylindrical shell effect, and therefore body of wall bears very big compressive stress.Several measures below in design, having taked:
Among Figure 53, the wall body amplifies according to the girder steel width, puts slope at 1: 6 by height, makes the concrete of this part wall body form fish-bellied type, and wall thickness increases to 485 from 350, and reinforcing bar 36 is walked around and do not blocked from the girder steel next door within the walls; Guaranteed the integrality up and down of cylindrical shell wall body.
Because the body of wall of girder steel root bears bigger compressive stress, so make steel column and concrete wall limb form the pressurized situation that stiffness wall limb improves the wall limb by burying steel column underground
Shown among Fig. 5 53, steel column with the girder steel weld, haunch is carried out on the edge of a wing of putting a sloping side steel column, by acting in conjunction reaches eccentric force on the cylindrical shell gradually with concrete.
Guaranteed the continuity of girder steel and cylindrical shell integrality up and down by above-mentioned measure, efficiently solved the girder steel wobbler action and the compressive stress problem of cylindrical shell wall limb.
Described sightseeing cat head adopts the space truss structure of encorbelmenting; It is that steel corbel is welded to connect that the described space truss structure of encorbelmenting is provided with fixed bearing, and last lower edge respectively is 9 supporting-points.As shown in Figure 5, be the pulling force that steel corbel can bear rack for making cartridge mount, adopt winding up and run through the cylindrical shell connection with stiffness girder steel 54 between the bracket, about making, the pulling force on both sides fuses by girder steel up and down, reaches self-balancing.Shown in Figure 51, the rack bracket is established embedded part 11 and 12, and for guaranteeing the installation quality of rack, embedded part 12 can not have overgauge.
In the described H shaped steel concrete structure, embedded part is connected to welding in steel column and the cylindrical shell, and Liang Yuzhu is welding, styletable is established the connection steel plate, connects the welding of steel plate and girder steel, when cylindrical shell inner beam and beam are installed, adopt high-strength bolt to connect between the web, melt welding for groove between the frange plate.
As shown in Figure 6, described sightseeing platform is H shaped steel-concrete combining structure, respectively establishing the real abdomen type of twice H section steel beam GL1 up and down by cylindrical shell links to each other, four girder steel GL1 that connect cylindrical shell, as the main bearing member of outrigger platform, cooperate hoop time GL2, GL4, GL3 and secondary beam GL5 radially and steel floor support plate to form integral floor system.
As shown in Figure 7, adopt high-strength bolt to be connected between H section steel beam and the web 712, frange plate 711 is the high-strength bolt connection.
Floor support plate adopts and to have trace profiled sheet 811, peg 822 to penetrate the recessed rib of profiled sheet and be welded into one with the top flange of beam as shown in Figure 8, and concrete is built in assembling reinforcement 833 on profiled sheet.
The following describes H section steel manufacture mounting process.
1, steel structure member is made
1.1 component form:
Main steel member is H type post and H type beam in this engineering, post and column foot embedded part are connected to welding, Liang Yuzhu is welding, when cylindrical shell inner beam and beam are installed, adopt high-strength bolt to connect between the web, frange plate is for being welded to connect, and adopts high-strength bolt to be connected between the outer beam of cylindrical shell and the web, and frange plate is the high-strength bolt connection.
Main girders etc. connect as Fig. 7 by force.
1.2 material requirements:
Steel column, shaped steel, built-in fitting steel plate adopt Q345C, B.For the steel plate of thickness more than or equal to 36mm, still the tensile strength of tackling thickness of slab direction (Z to) provides reliable assurance, require the contraction percentage of area of steel plate thickness direction to prevent that from there are defectives such as layering or slag inclusion in material internal less than the permissible value of the Z15 level contraction percentage of area.Bolt adopts the big turret head high-strength bolt of M27 and M30.
1.3H section steel beam is made
1.3.1H section steel beam is made flow process
The steel inspection reinspection → edge of a wing, web splicing → defect detecting test → straight → blanking cutting → beam assembling → welding rectification → secondary assembling → welding rectification → facing cut → beam-ends groove processing → mould boring → rubbing surface processing → beam outward appearance physical dimension inspection → rust cleaning → application → numbering → finished product inspection examination → packing shipping
1.3.2 setting-out blanking
H type beam slab is through derusting by sandblasting, uses after satisfying code requirement.For guaranteeing the blanking quality of H type beam flange plate and web, take whole board material splice, the weld seam of splicing is by the first quality grade, the evaluation of II level, the B level testing carries out 100% ultrasonic examination, the use of putting on record after qualified.Multi-head numerical control cutting machine autogenous cutting is adopted in the cutting of sheet material, guarantees the edge quality of cuts sheet material, and the sheet material both sides of cutting are heated evenly, and does not produce the lateral bending that is difficult to repair.
The definite of H type flange of beam and web cutting length is of a size of the basis with drawing, and according to the length of beam section size and attachment weld, the allowance for shrinkage of welding is reserved in consideration and in conjunction with past construction experiences, four each meters of longitudinal seam shrink 0.6mm along its length; Every pair adds respectively to shrink by 0.3mm through plate and the every pair of stiffening ring and considers that therefore the pre-allowance of general two edges of a wing and web cutting length is 50mm.An end of frange plate should be processed into the groove type that drawing requires when blanking is cut simultaneously, holds according to this when being convenient to assemble H type beam to be benchmark, reduces the secondary cut workload after assembling.
1.4H section steel beam assembling
The sheet material finished of cutting, meet drawing requirement and regulation and stipulation on inspection after, utilize special-purpose H type beam assembled mold, (bevel place) is initial point with reference edge, carries out the assembling of H type beam, and fixed by full-time welder's spot welding.Spot welding is undertaken by following requirement: the welding material model and the weldment of employing should mate mutually, and throat depth should not surpass 2/3 of design throat depth, and should be greater than 8mm.Fusion length should not be less than 25mm, and weld spacing remains in the 300-400mm scope.It is as shown in the table for H type beam assembling allowable variation:
1.5 welding
1.5.1 qualification of welding procedure
Before the steel work welding, select best welding material, welding method, welding condition, postweld head treatment parameter etc. by soldering test and qualification of welding procedure, reach designing requirement with the mechanical property that guarantees welding point, determine the welding procedure of guiding construction according to evaluation report.Should work out out formal welding procedure qualification report and welding procedure guiding book after procedure qualification is qualified,, write welding procedure, carry out welding procedure according to welding procedure according to the regulation of technology guiding book and pattern.
1.5.2 welding procedure
Should check the disposition of assembly quality and welding zone before the welding, when undesirable, qualified can the welding of resting and reorganizing.Banjo fixing butt jointing, automatic leg joint are provided with striking and end tab at the two ends of welding bead.
Striking should be at the welding bead place.The suitable continuous sequence of multilayer welding is noted the cleaning and the inspection of each layer, weldering again after defectiveness will in time be removed.Investigate thoroughly reason when crackle appears in weld seam, draw up and reprocess technology and handle again.Welding rod, solder flux and nail solder must be dried by the technical requirements of product description and relevant technical papers regulation before use with the porcelain ring.Should carry out preheating before the steel plate welding of thickness greater than 36mm, postwelding should carry out after heat.The preheating zone is in the welding bead both sides, and every side width is all greater than 2 times of weldment thickness.After having welded, first-order weld is carried out ultrasound examination.Weld defect is overhauled and is adopted carbon arc air gouging and manual wheel grinding, and the weld seam after reprocessing carries out the defect detecting test of visual inspection and inherent quality again by former requirement.Lincoln weld and manual electric arc welding are adopted in welding in the factory, and manual electric arc welding is adopted in the job site welding.H section steel beam web adopts high-strength bolt to connect, when the edge of a wing adopts the full penetration weldering to connect, weldering bottom flange earlier, after the edge of a wing of burn-oning, frange plate thickness is greater than the welding by turns of the appropriate to the occasion upper and lower edge of a wing of 30mm.
This engineering H type beam length is all less than 12 meters, and design does not have the arch camber requirement, but regulation and stipulation does not allow downwarp.Take to control the welding sequence of four longitudinal seams of H type beam according to the experience of making 12 meters crane girders in the past, the precedence of shrinking with welding so that beam scratch on slight.Its welding sequence is seen Fig. 9.
Lincoln weld is adopted in the welding of H type beam, welding condition:
| Leg (mm) | Gage of wire (mm) | Welding current (A) | Arc voltage (V) | Speed of welding (m/min) | Wire feed rate (m/min) |
| 9 | 5 | 700--750 | 34--36 | 0.42 | 0.82- 0.92 |
| 12 | 5 | 750--800 | 34--36 | 0.3 | 0.9-1 |
1.5.3 the rectification of welded H type beam and secondary assembling
H type beam after welding is finished causes the crooked and whole distortion of beam of frange plate because weld seam shrinks regular meeting, therefore must correct by the edge of a wing, takes flame correction method to handle to local wave transformation and flexural deformation.The environment temperature of arbor press work should not be lower than 0 degree, can adopt rectification mode step by step to implement to correct, and major injury do not occur to guarantee the frange plate surface, and crackle does not take place fillet weld.Should control heating-up temperature when adopting flame straightening well, avoid occurring the mother metal damage.Heating-up temperature must not surpass 900 degrees centigrade, and adopts the triangle heating, according to the degree of H type beam deflection, determines leg-of-mutton size of heating and number.Same position adds heat straightening must not surpass secondary; Answer slow cooling after the rectification.H type beam after the rectification should satisfy the requirement of going up table " welded H type beam allowable variation (mm) ".
Revise qualified H type beam, neatly be placed on the assembly platform through measuring levelling.According to drawing size assembling stiffener, determine the web position of opening, and with perforate center line dislocation in the frange plate side.Behind the intact stiffener to be welded, reexamine the accuracy of web perforate position of center line, cut web preformed hole and two-sided assembly welding stiffening ring at last, to reduce the welding deformation of web.
After H type beam stiffener assembling welding is finished, qualified through the secondary correction, the reference edge during with assembling goes out the high-strength bolt hole site line at beam two ends by the drawing size number, and the position, hole is checked that line and facing cut position line mark are clear, and stamp the sample dotting punch, so that construction and inspection.During H type beam-ends groove secondary cut, adopt the semi auto cutting machine autogenous cutting.
1.5.4 processing of high-strength bolt hole and rubbing surface are handled
The H type beam that facing cut processing is qualified is placed on the drilling platform, is benchmark to mill flush end, and is foundation with beam center line, hole site line, and the boring mould is fixedly clamped.General actual bore diameter is all greater than rank of designing requirement.Bolt hole generally is double porous and distributes, so following method is taked in the boring of this engineering H type beam: must check the correctness of selecting mould for use mutually through two people before the boring; The fastening situation of running check mould in the boring procedure; Because many classes of operations of the normal employing of boring, per tour arranges the special messenger to check the die wear situation, changes defective mould at any time; Per tour arranges the special messenger to revise the boring burr.
Rubbing surface is handled and is adopted sand-blast.Treated rubbing surface will check its anti-slip coefficient whether to reach designing requirement.
Anti-slip coefficient check is carried out on tensile testing machine, and measures its slippage load, during test, the axis of test specimen should with the strict centering in grip of testing machine center, the anti-slip coefficient value is calculated as follows:
μ＝N/(n·∑Pt)
The N-antiskid moves load, kN in the formula
N-power transmission rubbing surface number, n=2
The high-strength bolt fastener shaft power sum of Pt-test specimen slippage one side correspondence, kN
This engineering Pt is a measured value, and this value should accurately be controlled in (0.95-1.05) PO scope, wherein is design pretension value.The minimum value of anti-slip coefficient check must be equal to or greater than the design code value.
2 Steel Structure Installation technology
2.1 the selection and the personnel of machinery are installed to prepare
This engineering cylindrical shell Steel section member has 260,13.2 meters apart from the cylindrical shell center in west side, the sightseeing Room, 11 tons of member maximum weights, because field condition, according to this engineering characteristic, a 150t crawler crane and a QTZ25 tower crane lifting are adopted in decision, and GL1 stands up and adopts the 80t mobile crane.The lifting professional is totally 15 people, and high-altitude and commanding all take appointment with certificate, and all personnel of ascending a height must wear the card of ascending a height.
2.2 construction technology process
Post preparation of construction → security protection facility sets up → on-the-spot member preliminary examination and do measurement markers → steel column installation, first revisal, fixing → built-in fitting welding → pour concrete → girder installations → secondary beam installations → high-strength bolt and just twist, twist eventually → post lays in advance with beam welding → profiled sheet → cultellation, control net closure, arrange chi, put axis, phasing to absolute altitude control line → ultrasonic testing/ ultrasonic examination qualified → axis, absolute altitude, verticality conutersign record → peg welding → pour concrete
2.3 member is installed
2.3.1 establishment erection sequence table and drafting erection sequence figure
It is post-trial to finish detail drawing design meeting, according to engineering actual conditions establishment erection sequence table, draws erection sequence figure.In erection sequence figure, indicate the plan-position, member erection sequence number of each member and member title etc.In the erection sequence table, list erection sequence number, member title, the drawing number of each member, used high-strength bolt is installed, and the quantity of junction plate, specification, construction weight, member profile etc.
2.3.2 the preliminary examination of steel structure member
After making contract signing, be about to the erection sequence table and give structure manufacture factory, require to make in order, guarantee the needs of on-the-spot installation progress.Be to guarantee the installation quality and the installation progress of steel work, Installation unit group prison is made group and is moved into structure manufacture factory, to the inspection that exercises supervision of the overall process of structure manufacture.At first be familiar with drawing after the prison person of making children is marched into the arena, participate in detail drawing design joint hearing.The technology guiding book and the technical scheme of examination production unit require to make factory member are carried out 100% inspection and carries out record, to not reaching the member of national Specification, require production unit to rectify and improve, and the signature of qualified back is checked and accepted.
2.3.3 the preparation before installing
After member was marched into the arena, on-the-spot Quality Inspector equaled to install relevant project to size, the rubbing surface quality of the member of marching into the arena and checks, does not satisfy must repairing of installation requirement, avoids revising in the high-altitude.Survey crew is carried out the markers work of center line, absolute altitude line according to check result.Every segmented column will draw the orientation axis on ground and measures the installation position before installation, be marked on the pre-buried inspection side, and every installation double sectioned column will be checked once with the ground level line.Pillar is marched into the arena after the passed examination, the center line and the absolute altitude reference line of post is marked at the two ends of post, and sign is eye-catching.Every post is the absolute altitude control line that reference mark is installed usefulness on ground with the capital, should throw at least and establish and be marked on two faces.For beam asymmetric or that two ends are porose, mark the axis direction of beam.After the survey mark of post is finished, the side that the steel ladder colligation that usefulness is installed is convenient to operate at pillar.Steel ladder is tied up and fried is wanted safety firmly, is convenient to the operating personnel up and down and disassemble usefulness such as tool.
2.3.4 mounting method
This engineering adopts single member that correction method is installed, and a member promptly is installed is proofreaied and correct a member.The absolute altitude of post adopts relative elevation control, checks with design elevation.
2.3.4.1 the mounting method of post
36.6m at stiffness post position pre-embedded steel slab, pre-embedded steel slab was at an absolute altitude before following concrete was built.Set up fixedly steel column of channel-section steel support, it is fixing with the pre-embedded steel slab welding that steel column is adjusted the back, becomes an integral body with the angle steel drawknot above.
During lifting, suspension centre is arranged on the connection otic placode of post, adopts special-purpose suspender to install.150 tons of crawler crane rotary methods are adopted in the lifting of post, at the good sleeper of post root pad, contact with ground to avoid the post low side during lifting.Post will be connected the backing plate of proofreading and correct usefulness on the otic placode with gad, junction plate with at the bottom of high-strength bolt is lifted on post before installing.Connect the jig that installation adjustment is reversed on the otic placode in two in the other direction of lower prop.When pillar winches to the installation site, set up the temporary fixed steel column of channel-section steel support, adjust absolute altitude earlier.Should consider the amount of contraction (about 2-3mm) of column joint welding when in addition, absolute altitude is controlled.Carry out the correction of pillar verticality at last.Carry out the perpendicularity deviation timing, the axis mark of following segmented column and last segmented column capital center elder generation mark carry out observing and controlling with two transits from two different directions at least as reference line.If two baseline then illustrates the pillar out of plumb not on same straight line, can squeeze into gad adjustment this moment at the gap location of segmented column engaging lug plate up and down, or add the welding steel bearing adjust with jack on post.The capital Deviation Control is within ± 2mm scope the most at last.
2.3.4.2 the installation of beam
After the cylindrical shell concrete has been built, reach certain intensity after, begin to lift girder steel.Girder steel is installed and is removed cylindrical shell place girder steel in high-altitude single-piece assembly unit, from inside to outside, and first girder, back secondary beam.
Before the mounting rail, the scaffold that earlier the cylindrical shell periphery is used to install girder steel rises to the position that will construct, but can not influence the installation of this position profiled sheet, absolute altitude line, the interim carriage of Weld-supporting beam on built-in fitting then at the bottom of measuring the absolute altitude line of cylindrical shell built-in fitting position again and throwing in beam.
The hoist cable level angle of lifting beam must not be less than 45 degree, and colligation must be firmly, and with interim bolt junction plate are fixed on the two ends of beam on ground, with high-strength bolt be loaded on the kit colligation from beam head 1m with interior place.According to the erection sequence pattern order lifting of finishing in advance.
Shelves are sling, advanced to beam align, elder generation adjusts member again with crowbar with drift accurate position, it is fixing to use the interim bolt that is no less than 1/3 hole genus to tighten earlier for girder after the junction plate keyhole aligns, and can break off relations.Then promptly throw in high-strength bolt, press the high-strength bolt construction technology and implement just to twist, twist eventually by the special messenger.It is identical with the girder mounting method that secondary beam is installed, but taked the method for direct input high-strength bolt, saved the set-up time to reach quality standards again.Reserve during mounting rail through testing definite weld shrinkage.
2.3.4.3 the installation of privileged sites
The member at 42 meters cylindrical shell centers is one group of baroque space frame, and installation difficulty is very big, therefore, and once lifting after employing ground integral assembling is proofreaied and correct.Before the assembly unit record is surveyed and carried out to the size of the mounted connected node in scene, to guarantee to install one-time-reach-place.
2.4 high-strength bolt construction technology
The used high-strength bolt of this engineering connects node and all adopts 10.9S level M27 and M30 high, and totally 3800 overlap, and the interim bolt that post is installed usefulness adopts 10.9S level high equally.The calibrated wrench method construction is adopted in the high-strength bolt construction.
2.4.1 the management of high-strength bolt and quality examination
The high-strength bolt of this engineering is managed by full-time administrator, all is stored in the dry warehouse.All high-strength bolts are according to installation progress plan advance order, and march into the arena in one month before use; Behind tight of the high-strength bolt, pile up and fill in label respectively by specification, lot number, to avoid confusion; Receiving of high-strength bolt, per tour will be signed on high-strength bolt registering for going and getting table when getting with Day Sum Limited neck material.Should reclaim and hand over administrator's registration process to the high-strength bolt of scrapping in the construction.
The quality examination of high-strength bolt: whether high-strength bolt is marched into the arena at first has the outgoing guarantee by batch inspection, and whether the quality certification is arranged in every case; By high-strength bolt retrial requirement sampling retrial, can use after retrial is qualified.
2.4.2 the control of rubbing surface is handled
For whether the processing of checking structure manufacture factory rubbing surface reaches designing requirement, structure fabrication factory is in tool member, should use the same method processes the required test plate (panel) of erecting bed retrial anti-slip coefficient, leaves on the same place with member, is transported to the job site simultaneously with member.
After the rubbing surface test plate (panel) is transported to the scene, adopt the identical method of site operation to twist high-strength bolt, censorship then eventually.Its anti-slip coefficient, Q345B are during all greater than 0.55 designing requirement, and then the rubbing surface of this batch steel meets design requirement, and can install.
Before the lifting component, the rubbing surface of reply member and junction plate carries out 100% and checks.The content of checking mainly contains: junction plate has or not distortion, and bolt hole has or not burr, and rubbing surface has non-corroding, greasy dirt etc.Rubbing surface all needs with the finer wire brush along vertically being subjected to force direction to brush out foreign material on the face etc. before installing.Bolt hole is as if jagged, welding slag, and available file is removed, but must not damage rubbing surface.
At the scene rubbing surface is checked and found indivedual connection otic placodes are arranged, or minority beam-ends rubbing surface is off quality, should adopt the Carborundum wheel edge perpendicular to being subjected to force direction to carry out grinding process at the scene without blasting treatment.
2.4.3 the installation of high-strength bolt
2.4.3.1 the high-strength bolt of girder is installed, and is after main cable and girder is in place, every end dashes nail with two junction plate keyhole and fine strain of millet keyhole is aligned, and penetrates 1/3 plain bolt, screws up with a wrench, and takes suspension hook.By the workman all the other holes of 2/3 are penetrated high-strength bolt subsequently, screw up with a wrench, again 1/3 plain bolt is replaced with high-strength bolt, take out at last and dash nail, penetrate remaining high-strength bolt.
2.4.3.2 the high-strength bolt of secondary beam is installed, and is behind the secondary beam installation in position, every end dashes nail with two earlier the bolts at two ends hole is aligned with being connected plate hole, once throws in high-strength bolt then, after screwing up with a wrench, plucks suspension hook.Take out at last to dash to follow closely and penetrate remaining high-strength bolt.
2.4.3.3 forbid to penetrate by force when high-strength bolt is installed, electronic reamer reaming is adopted in the hole that can not freely penetrate individually or with the reaming of round file cutter, the aperture after the reaming is smaller or equal to 1.2d.When wrong in groups hole or indivedual wrong hole surpass 1.2d, can adopt the method for changing junction plate to handle.
2.4.3.4 executing of high-strength bolt twisted order and executed the stubborn time
The stubborn order of executing of the high-strength bolt of beam is: twist the girder high-strength bolt earlier, the stubborn secondary beam high-strength bolt in back; The high-strength bolt of same node is twisted order just, eventually: to diffusion all around, see Fig. 4 from the centre.
The first of girder high-strength bolt twists and twists eventually, must install at girder steel, and steel column, girder steel are calibrated, and its deviation satisfies after the code requirement, can implement just to twist eventually to twist by construction technical schemes.Just twist and twist eventually and must finish on the same day, the high-strength bolt after just twisting should adopt red lacquer to do sign.
2.5 the check of high-strength bolt auxiliary connection
The high-strength bolt auxiliary connection is by batch testing and review, bolt store and use in torque coefficient easily change, carry out torque coefficient before install in the building site and review, rechecks qualified back according to reviewing the definite moment of torsion of constructing of result.Before twisting eventually, the big joint many to bolt need carry out twisting again.Just twist, the multiple order of twisting, twisting eventually, from the centre to both sides or all around symmetry carry out, the bolt of just twisting and twisting eventually should be done different marks, avoids Lou stubborn, super hidden danger such as stubborn.After bolt was twisted eventually, 100% carries out moment of torsion detected.
3 pegs welding construction technology
Cylindrical shell concrete girder steel steel column peg and floor support plate and girder steel contact position are provided with peg, and the peg welding adopts the peg arc welder to weld.
3.1 the selection of peg, porcelain ring and welding procedure experiment
Earlier provide 100 cover samples, comprising three kinds of porcelain rings by two tame peg factories.The field Welding form has: direct weld stud on girder steel; Penetrate one deck profiled sheet weld stud; Penetrate two-layer profiled sheet weld stud.Carry out the solderability technological experiment according to three kinds of forms at the scene respectively by standard, experimental result is analyzed, select the peg of 8 tooth porcelain rings and Φ 16,19 two kinds of models of Φ for use.
3.2 peg welding
According to the position that the drawing peg is arranged, on girder steel, steel column surface and profiled sheet, emit the position line of peg welding with ink fountain, guarantee postwelding peg marshalling.Cleaning needs the position of welding WELDING STUDS before the welding, and the girder steel under the profiled sheet should be cleaned out before laying profiled sheet.The peg welding gun is vertical with the beam column surface during welding; When the welding gun clamp is put on the bolt top, compress clamp.Press electric switch after peg rifle, peg and weldment hold out against again, mention the peg rifle after electric arc stops again.
3.3 the check of nail solder
Construction teams and groups carry out 100% to the weldering nail outward appearance of postwelding and check.Outward appearance is defective, beats to deflection 30 degree with hammering, and is unusual for qualified not occur, and defective such as crackle occurs and then should reweld; All the other carry out sound test by 5%, and qualified back reports management company to check and accept.This engineering nail solder first-time qualification rate is 97.8%.
The construction of 4 floor support plates
Choose part outside 42 meters sightseeing Rooms of this engineering and upward be profiled sheet, profiled sheet adopts the BHP product, arranges plate on the ground, and assembly unit is carried out in the high-altitude.The lifting that cylindrical shell post secondary beam welding in the sightseeing Room finishes and high-strength bolt carries out profiled sheet after twisting is eventually laid.
When laying floor support plate at first, the safety rope of safety rope and walking passage around laying, safety rope should closely link to each other with steel column and cylindrical shell, at first lays the sidewalk with springboard all around at cylindrical shell, guarantees workman's safety of walking.The position line that profiled sheet is laid above girder steel, the dirt on the cleaning girder steel, smooth to guarantee the profiled sheet laying, assurance is laid correct, avoids the high-altitude to repeat carrying, guarantees safety.Profiled sheet should strict be laid by the position line of having put well, accomplishes horizontal vertically flatly, lays overlap joint evenly, and the perforate length of side is during greater than 300mm, with the angle steel of L30X3 will around reinforce.Profiled sheet is connected with girder steel, all carries out spot welding at horizontal each trough, vertically with the beam overlapping part, by spacing 300-400mm spot welding, the overlap joint spot welding between two profiled sheets is 500-600mm, spot welding is wanted firmly, spillage not during the assurance fluid concrete.Head plate spot welding is spillage not firmly, banded plate and beam point postwelding, consider requirement of strength along around increased the reinforcing rib of d=3mm every 0.8-1 rice, spillage not when guaranteeing concrete vibrating, banded plate is indeformable.
5 applications
Anticorrosion year in life-span of Haier's tour tower was not less than 50 years, fireproof paint fire resistance period 1.5 hours.Tour tower anticorrosive paint auxiliary plan (50 years anticorrosion service lives of this programme).
| Coating type | Application road number | Build |
| 704 inorganic zinc |
2 roads | 60цm |
| 842 epoxy micaceous iron oxide rustproof paints | 4 roads | 140цm |
| FC-1 fluorine carbon finishing paint of all |
2 roads | 80цm |
Claims (7)
1. the H formed steel construction preparation method of a tour tower is characterized in that, comprises the steps:
The setting-out blanking of H shaped steel beam slab: whole sheet material is spliced the andante material of going forward side by side cutting;
H section steel beam assembling: H type beam assembled mold is an initial point with bevel place, carry out the assembling of H type beam, and welding is fixing.
2. the H formed steel construction preparation method of tour tower as claimed in claim 1 is characterized in that, multi-head numerical control cutting machine autogenous cutting is adopted in described sheet material cutting, to guarantee the edge quality of cuts sheet material.
3. the H formed steel construction preparation method of tour tower as claimed in claim 1 is characterized in that described welding comprises the steps:
At the two ends of welding bead striking and end tab are set at banjo fixing butt jointing, automatic leg joint;
Should carry out preheating before the welding, postwelding should carry out after heat;
After having welded, first-order weld is carried out ultrasound examination;
Adopt carbon arc air gouging and manual wheel grinding butt welded seam defective to overhaul.
4. as the H formed steel construction preparation method of claim 1 or 3 described tour towers, it is characterized in that described welding takes to control the welding sequence of four longitudinal seams of H type beam, the precedence of shrinking with welding so that beam scratch on slight.
5. as the H formed steel construction preparation method of claim 1 or 3 described tour towers, it is characterized in that, also comprise the steps: to take flame correction method that edge of a wing rectification and secondary assembling are carried out in the local wave transformation and the flexural deformation of welded H type beam.
6. the H formed steel construction preparation method of tour tower as claimed in claim 5 is characterized in that, also comprises the steps:
Revise qualified H type beam, neatly be placed on the assembly platform through measuring levelling;
According to drawing size assembling stiffener, determine the web position of opening, and with perforate center line dislocation in the frange plate side;
Behind the intact stiffener to be welded, reexamine the accuracy of web perforate position of center line, cut web preformed hole and two-sided assembly welding stiffening ring at last, to reduce the welding deformation of web;
After H type beam stiffener assembling welding is finished, qualified through the secondary correction, the reference edge during with assembling goes out the high-strength bolt hole site line at beam two ends by the drawing size number, and the position, hole is checked that line and facing cut position line mark are clear, and stamp the sample dotting punch, so that construction and inspection.
7. the H formed steel construction preparation method of tour tower as claimed in claim 6 is characterized in that, also comprises the steps: the qualified H type beam of facing cut processing, place on the drilling platform, to mill flush end is benchmark, and is foundation with beam center line, hole site line, and the boring mould is fixedly clamped.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007101232326A CN100532767C (en) | 2004-07-29 | 2004-07-29 | Method for manufacturing H shaped steel structure of sightsee tower |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007101232326A CN100532767C (en) | 2004-07-29 | 2004-07-29 | Method for manufacturing H shaped steel structure of sightsee tower |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB2004100093873A Division CN100366854C (en) | 2004-07-29 | 2004-07-29 | Method for structuring sightseeing tower from H type steel and method for manufacturing H type steel structure |
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| Publication Number | Publication Date |
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| CN101109238A true CN101109238A (en) | 2008-01-23 |
| CN100532767C CN100532767C (en) | 2009-08-26 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101524804B (en) * | 2009-03-27 | 2011-03-23 | 中建钢构有限公司 | Steel member manufacturing method |
| CN106475700A (en) * | 2016-12-23 | 2017-03-08 | 中国二冶集团有限公司 | A kind of manufacture method of fusiformis roof girder |
-
2004
- 2004-07-29 CN CNB2007101232326A patent/CN100532767C/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101524804B (en) * | 2009-03-27 | 2011-03-23 | 中建钢构有限公司 | Steel member manufacturing method |
| CN106475700A (en) * | 2016-12-23 | 2017-03-08 | 中国二冶集团有限公司 | A kind of manufacture method of fusiformis roof girder |
Also Published As
| Publication number | Publication date |
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| CN100532767C (en) | 2009-08-26 |
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Owner name: ZHONGJIAN 8TH BUREAU 1ST CONSTRUCTION CO., LTD. Free format text: FORMER OWNER: QINGDAO BRANCH, FIRST CONSTRUCTION COMPANY, CHINA CONSTRUCTION EIGHT ENGINEERING Effective date: 20080418 |
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