CN101255757A - Technique for preparing large cross section thin plate limosis steel pole - Google Patents
Technique for preparing large cross section thin plate limosis steel pole Download PDFInfo
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- CN101255757A CN101255757A CNA2007100697843A CN200710069784A CN101255757A CN 101255757 A CN101255757 A CN 101255757A CN A2007100697843 A CNA2007100697843 A CN A2007100697843A CN 200710069784 A CN200710069784 A CN 200710069784A CN 101255757 A CN101255757 A CN 101255757A
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Abstract
The present invention provides a technique for preparing a large cross section empty steel column. The preparing technique comprises the following procedures: baiting, arranging a steel plate, an end plate and a reinforcing plate on a web plate 1, arranging a web plate 2, arranging a wing plate, arranging a steel tube, welding and grinding. The invention can control the welding deformation of the web plate.
Description
(1) technical field
What the present invention relates to is a kind of special tall and big cross section thin plate steel column welding production technology on an empty stomach, especially relevant with the upright steel plate of frame.
(2) background technology
Tall and big cross section thin plate is steel column on an empty stomach, because steel plate is very thin, produces the web distortion that a large amount of heats produce the welding of upright steel plate of steel column generation distortion, especially frame and web during welding production.The conventional tall and big cross section thin plate making of steel column on an empty stomach (JGJ81-2002) carries out according to " construction steel structure solder technology rules ", for guaranteed strength, a upright steel plate of frame and a coxostermum adopt full weld, allow discontinuous welding with opposite side, concrete process conditions are: welding 100mm, be interrupted 100mm.My company is in undertaking the construction of Wu Ke Song, Beijing Cultural and Sports Centre sports palace curtain wall and curtain wall steel propping works, the decoration of made is 6mm with the steel plate thickness of tall and big cross section thin plate empty stomach steel column, according to conventional welding procedure process implementing, four Pin have been altogether, it is excessive that steel column shows as the web distortion, the requirement of contrast " code for acceptance of construction quality of steel structures " (GB 50205-2002) is checked and accepted, and is waste product.
Conventional preparation method has following deficiency:
(1) the web distortion is big.
(2) steel column distortion trim amount is big.
(3) making is taken a lot of work.
(4) product percent of pass is low.
It mainly is that integrally bending and big face are smooth that steel column is made the allowable variation quality problems, and integrally bending can be corrected and reach qualified requirement, even but the crooked trimming of big face does not still reach requirement.The big smooth main cause that causes of face is exactly that the steel column web causes with the weld seam that frame stands between the steel plate.
If adopt the bending method to make, though can controlled deformation, angle bending is not easy to control to very accurate, causes the piece out-of-flatness at wing plate place, can not meet design requirement; With the steel plate enlarged in thickness, then can increase cost greatly.
(3) summary of the invention
The present invention will solve the big deficiency of technique for preparing large cross section thin plate limosis steel pole web distortion, and a kind of technique for preparing large cross section thin plate limosis steel pole that can effectively control the web welding deformation is provided.
Technique for preparing large cross section thin plate limosis steel pole of the present invention:
1. according to the design size blanking;
2. the spot welding group is upright respectively with the upright steel plate of frame, end plate and stiffener on web 1;
3. punching on another web 2 is closed sheet with web 1, and with the upright steel plate consent welding of web 2 and frame, the weld length of upright steel plate of frame and web 1 intermittent weld is got 100-25mm, and spacing is got 100-200mm; With the plug welding aperture of web 2 be 12mm, spacing is got 100-200mm;
4. will organize upright steel column and stand up, make upside down for a short time, wing plate and web 1 and web will be stood for 2 groups;
5. steel column is stood up, make head-up little, steel pipe and web 1 and 2 groups of webs is upright;
6. adopt the layering symmetry approach, respectively with wing plate, steel pipe and web 1 and web 2 welding formings;
7. the steel column defective is proofreaied and correct, the weld seam solder joint polishes flat.
In order to average out between minimizing welding capacity and guaranteed strength, the suitable selection of weld length is crucial.Preferably, the weld length of upright steel plate of frame and web 1 skip welding is got 25mm, and spacing is got 200mm; With the plug welding aperture of web 2 be 12mm, spacing is got 200mm.
The method applied in the present invention, full weld is not adopted in the welding of upright steel plate of frame and two coxostermums.Exceeded conventional design specifications, it is generally acknowledged to do like this and can cause strength deficiency.
But according to the steel column stress condition, the upright steel plate of frame just makes steel column moulding effect, and vertical when stressed at steel column, the distortion between the upright steel plate of web and frame is coordinated, and frame stands between steel plate and the web does not have relative displacement; The steel column horizontal direction force will cause generation stress and displacement between upright steel plate of frame and the web.But steel column is very big to the resistance moment of horizontal direction force, steel column cross section height, the steel column level is only born the wind load that transmits by curtain wall unit, with respect to the stressed cross section of steel column, the stress that can infer upright steel plate of frame and web pad can be very not big, therefore, the consideration of the weld length between upright steel plate of minimizing frame and the web is complete acceptable.
The present invention has been owing to adopted technique scheme, thereby has following beneficial effect: upright steel plate of (one) frame and the minimizing of web welding capacity; (2) the web distortion is little; (3) steel column distortion finishing process amount is few; (4) the steel column qualification rate of this explained hereafter is very high.
(4) description of drawings
Fig. 1 is the tall and big cross section thin plate of the present invention structural representation of steel column on an empty stomach.
Fig. 2 is the tall and big cross section thin plate of the present invention web 1 and the upright steel plate of frame, end plate 9 and 8 groups of upright schematic diagrames of stiffener of steel column on an empty stomach.
Fig. 3 is the tall and big cross section thin plate of the present invention 2 groups of upright schematic diagrames of web of steel column on an empty stomach.
Fig. 4 is the tall and big cross section thin plate of the present invention 3 groups of upright schematic diagrames of wing plate of steel column on an empty stomach.
Fig. 5 is the tall and big cross section thin plate of the present invention 4 groups of upright schematic diagrames of steel pipe of steel column on an empty stomach.
(5) specific embodiment
Below in conjunction with accompanying drawing embodiments of the invention are described in further detail.
Embodiment one
As shown in Figure 1, technique for preparing large cross section thin plate limosis steel pole of the present invention, its manufacture craft process is: the blanking-upright steel plate of Forming framework on web 1, end plate, the upright wing plate of the upright web 2-group of the stiffener-group-upright steel pipe-welding of group-polishing.
Specifically, carry out the following step:
(1) according to the design size blanking.
(2) as shown in Figure 2, with the upright steel plate 5,6,7 of frame, end plate 9 and stiffener 8 are upright by scribing position elder generation spot welding group respectively on web 1.
(3) as shown in Figure 3,, close sheet, with upright steel plate 5,6, the 7 consents welding of web 2 and frame with web 1 on another web 2, punching according to operation drawing.The weld length of upright steel plate of frame and web 1 intermittent weld is got 100mm, and spacing is got 100mm; With the plug welding aperture of web B be 12mm, spacing is got 100mm.
(4) as shown in Figure 4, the steel column that group is upright stands up, make upside down little, wing plate 3 is upright with web 1 and 2 groups of webs.
(5) as shown in Figure 5, steel column is stood up, make head-up little, 1,2 groups of steel pipe 4 and two webs are upright.
(6) adopt the layering symmetry approach, respectively with wing plate 3, steel pipe 4 and web 1 and web 2 welding formings.
(7) the steel column defective is proofreaied and correct, the weld seam solder joint polishes flat.
Embodiment two
The weld length of upright steel plate of frame and web 1 skip welding is got 50mm in the present embodiment, and spacing is got 150mm; With the plug welding aperture of web B be 12mm, spacing is got 150mm.All the other are identical with embodiment.
Embodiment three
The weld length of upright steel plate of frame and web 1 skip welding is got 25mm in the present embodiment, and spacing is got 200mm; With the plug welding aperture of web B be 12mm, spacing is got 200mm.All the other are identical with embodiment.
Respectively do a Pin steel column according to the scheme of three embodiment, find that weld length is more little, spacing is big more, the steel column distortion is more little, and the steel column of producing according to the scheme of present embodiment just can meet design and code requirement with correcting hardly.
According to the steel column of the technology made of present embodiment, carry out the mechanical simulation test of design load.Examination criteria be (1) " building structure detection technique standard " (GB/550344-2004); (2) " Code for design of steel structures " (GB50017-2003).
1. content of the test
1) measures steel column under the situation that blast, wind are inhaled, the strain value of 2 coxostermum specified side points during hierarchical loading;
2) the overstrain value after the unloading of mensuration box steel column.
2. measuring point is arranged
The strain measuring point: at leading web (with the dividing plate plug welding) one side of something, measuring point vertically is arranged on the upright steel plate position of frame, laterally every the 1m location arrangements, arranges 15 measuring points altogether.Trailing web (with frame upright steel plate spot welding) is arranged 15 measuring points altogether, and point position is corresponding with leading web.
3. calculating load
Calculating steel column place height absolute altitude is the wind load at 29.95m place.
Blast: 0.8kN/m
2
Wind is inhaled: 0.5KN/m
2
Calculating absolute altitude is the wind load at 17.69m place.
Blast: 0.73kN/m
2
Wind is inhaled: 0.45KN/m
2
Calculate the point load at curtain wall subscript place
Blast: 7.16kN/m
2
Wind is inhaled: 4.45KN/m
2
4. loading method
(1) pressure decay test: at first make support, set spacing is 12m.With test specimen simulated wind pressure test greatly head-up, apply point load at assigned address, test is carried out three times, applies by theoretical result of calculation load for the first time, presses 1.5,2.0 times of loads respectively for the second time, for the third time and tests.
(2) wind is inhaled test: make support, set spacing is 12m.The test specimen microcephaly is simulated wind up inhale test, apply point load at assigned address, test is carried out three times, applies by theoretical result of calculation load for the first time, for the second time, test by 1.5,2.0 times of loads respectively for the third time.
5. strain measurement
(1) strain measurement resistance strain gage adopts YJ22P statical strain indicator record, prints.
(2) record the reading of each point before trial load applies, after every grade of load applies, at the 5th minute, 10 minutes, 15 minutes record each point readings.Off-load divided secondary, surveys at the 5th minute, 10 minutes and reads once, all write down the remaining reading of each point behind the removal every 20 minutes.
6. result of the test and analysis
(1) each measuring point stress value with the 15th minute strain as measured value.The strain measured value of front and back web each measuring point under wind suction, blast sees Table 1-table 4.
Table 1, leading web (plug welding) are inhaled each measuring point strain measured value under the test load actions at different levels at wind
Table 2 trailing web (spot welding) is inhaled each measuring point strain measured value under the test load actions at different levels at wind
Table 3, leading web (plug welding) be each measuring point strain measured value under pressure decay test load actions at different levels
Table 4 trailing web (spot welding) is each measuring point strain measured value under pressure decay test load actions at different levels
(2) go out table 1, table 2 as can be known, leading web (plug welding) and trailing web (spot welding) situation of change under wind suction test load actions at different levels is similar, the actual measurement strain value of each measuring point is and increases progressively variation, vertically each measuring point is from top to bottom and increases progressively variation, substantially meet the Changing Pattern of web under load action, the leading web maximum strain value is 63 μ ε, and the maximum Beijing Opera variate of trailing web is 68 μ ε, and each the measuring point relative residual strain of forward and backward web is all less than 20%.
(3) go out table 3, table 4 as can be known, leading web (plug welding) and trailing web (spot welding) situation under pressure decay test load actions at different levels is similar substantially, the maximum stretching strain value of leading web is 355 μ ε, large strain variate is-280 μ ε, the maximum stretching strain value of trailing web is 271 μ ε, maximum compressive strain value is-322 μ ε, each the measuring point relative residual strain of forward and backward web is all less than 20%, the strain value of part measuring point under lotuses at different levels differs greatly and do not have a linear Changing Pattern, and this may be when loading due to the steel column generation bird caging situation.
(4) in the process of the test of wind suction, blast, the strain value of the most of measuring points of leading web (plug welding) does not have obvious sudden change, front and back web Changing Pattern basically identical, and data difference is little; The minority measuring point is under the test situation of blast, and the measuring point of web part, front and back correspondence has certain difference, for example A10 and B10, and A10 is stretching strain, and B10 is compressive strain, and A2 is similar with the B2 situation, and when 1.5P1 and 2P1 carried, A2 was stretching strain, and B2 is compressive strain.The strain value of each measuring point is all little, even during maximum trial load 2P1 value, actual measurement strain value mark is much smaller than the limiting strain value of steel plate, and each measuring point relative residual strain shows that all less than 20% each measuring point place web is connected better with dividing plate, does not find the sealing-off phenomenon.
7. conclusion
(1) inhale under the trial load effect at wind, the maximum stretching strain value of leading web (plug welding) is 63 μ ε, and trailing web (spot welding) maximum strain value is 68 μ ε, and each the measuring point relative residual strain of forward and backward web is all less than 20%.
(2) under the pressure decay test load action, the maximum stretching strain value of leading web is 355 μ ε, and maximum compressive strain value is-280 μ ε, and the maximum stretching strain value of trailing web is 271 μ ε, maximum compressive strain value is-322 μ ε, and each the measuring point relative residual strain of forward and backward web is all less than 20%.
(3) in the process of the test of wind suction, blast, each measuring point place web is connected better with dividing plate, does not find the sealing-off phenomenon.
Claims (2)
1. technique for preparing large cross section thin plate limosis steel pole comprises following processing step:
(1) according to the design size blanking;
(2) go up the upright steel plate of frame, end plate and stiffener difference spot welding group upright at web (1);
(3) go up punching at another web (2), close sheet with web (1), with the upright steel plate consent welding of web (2) and frame, the weld length of upright steel plate of frame and web (1) intermittent weld is got 100-25mm, and spacing is got 100-200mm; With the plug welding aperture of web (2) be 12mm, spacing is got 100-200mm;
(4) will organize upright steel column and stand up, make upside down for a short time, wing plate and web (1) and web (2) group will be stood;
(5) steel column is stood up, make head-up little, steel pipe and web (1) and web (2) group is upright;
(6) adopt the layering symmetry approach, respectively with wing plate, steel pipe and web (1) and web (2) welding forming;
(7) the steel column defective is proofreaied and correct, the weld seam solder joint polishes flat.
2. as technique for preparing large cross section thin plate limosis steel pole, it is characterized in that: the weld length of upright steel plate of frame and web (1) skip welding is got 25mm in the step 3, and spacing is got 200mm; With the plug welding aperture of web (2) be 12mm, spacing is got 200mm.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007100697843A CN100545396C (en) | 2007-06-29 | 2007-06-29 | Technique for preparing large cross section thin plate limosis steel pole |
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| CNB2007100697843A CN100545396C (en) | 2007-06-29 | 2007-06-29 | Technique for preparing large cross section thin plate limosis steel pole |
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| CN100545396C CN100545396C (en) | 2009-09-30 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102615443A (en) * | 2012-03-28 | 2012-08-01 | 太阳鸟游艇股份有限公司 | Welding method of narrow and closed metal casing |
| CN102635198A (en) * | 2012-04-09 | 2012-08-15 | 浙江东南网架股份有限公司 | Combined elliptical section component and processing method thereof |
| CN103433633A (en) * | 2013-07-25 | 2013-12-11 | 冠达尔钢结构（江苏）有限公司 | Processing and manufacturing method of huge pentagonal steel column |
-
2007
- 2007-06-29 CN CNB2007100697843A patent/CN100545396C/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102615443A (en) * | 2012-03-28 | 2012-08-01 | 太阳鸟游艇股份有限公司 | Welding method of narrow and closed metal casing |
| CN102635198A (en) * | 2012-04-09 | 2012-08-15 | 浙江东南网架股份有限公司 | Combined elliptical section component and processing method thereof |
| CN102635198B (en) * | 2012-04-09 | 2014-10-08 | 浙江东南网架股份有限公司 | Combined elliptical section component and processing method thereof |
| CN103433633A (en) * | 2013-07-25 | 2013-12-11 | 冠达尔钢结构（江苏）有限公司 | Processing and manufacturing method of huge pentagonal steel column |
| CN103433633B (en) * | 2013-07-25 | 2015-11-25 | 冠达尔钢结构（江苏）有限公司 | The processing and fabricating method of huge pentagonal steel column |
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| CN100545396C (en) | 2009-09-30 |
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