Q235钢墙板-Q460高强钢立柱结构体系残余应力分布试验研究

郭大鹏; 周超; 王登峰; 王元清

doi:10.6052/j.issn.1000-4750.2021.08.0630

Q235钢墙板-Q460高强钢立柱结构体系残余应力分布试验研究

doi: 10.6052/j.issn.1000-4750.2021.08.0630

郭大鹏^1,,
周超^1,,
王登峰^1, ,,
王元清^2,

1.
江南大学环境与土木工程学院，无锡 214122
2.
清华大学土木工程系，北京 100084

基金项目: 国家自然科学基金项目(51308258)；江苏省自然科学基金项目(BK 20130149)；江苏省研究生科研与实践创新计划项目(SJCX20_0771)

详细信息

作者简介:
郭大鹏(1997−)，男，安徽合肥人，硕士生，主要从事钢结构研究(E-mail: 6191404010@stu.jiangnan.edu.cn)

周　超(1998−)，男，黑龙江齐齐哈尔人，硕士生，主要从事钢结构研究(E-mail: 664516816 @qq.com)

王元清(1963−)，男，安徽霍山人，教授，博士，博导，主要从事结构工程研究(E-mail: wang-yq@mail.tsinghua.edu.cn)

通讯作者:
王登峰(1981−)，男，江苏无锡人，副教授，博士，主要从事钢结构研究(E-mail: happywdf@126.com)

中图分类号: TU391；TG404
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出版历程
- 收稿日期: 2021-08-12
- 修回日期: 2021-11-22
- 录用日期: 2021-12-10
- 网络出版日期: 2021-12-10
- 刊出日期: 2023-02-01

EXPERIMENTAL STUDY ON RESIDUAL STRESS OF Q235 STEEL WALLBOARD-Q460 HIGH STRENGTH STEEL COLUMN STRUCTURAL SYSTEM

1.
School of Environment and Civil Engineering, Jiangnan University, Wuxi 214122, China
2.
Department of Civil Engineering, Tsinghua University, Beijing 100084, China

摘要

摘要: 在箱式钢结构中起主要承载作用的侧面墙板-立柱结构体系中，受墙板蒙皮支撑作用的高强钢立柱，其残余应力分布受与墙板焊接连接过程影响，与独立工作焊接H形截面构件有较大差异。为研究Q235钢墙板—Q460高强钢立柱结构体系的残余应力分布规律，采用盲孔法对6个结构体系试件和2个独立Q460高强钢焊接H形截面试件进行了试验研究。基于测量数据，得到了所有试件的全截面残余应力分布，分析了墙板与立柱焊接连接、截面尺寸等因素对残余应力分布的影响，并研究了截面各板件间残余应力的相互影响及自平衡性。结果表明：立柱与墙板的焊接在一定程度上降低了立柱后翼缘中部的最大残余拉应力，减小了后翼缘残余压应力的分布范围，对前翼缘和腹板无明显影响；残余拉应力幅值与截面尺寸无直接关系，残余压应力随着板件宽厚比的增大而减小；各板件间残余应力存在相互影响作用，前翼缘、腹板以及后翼缘与墙板组合板件这3部分分别满足自平衡。提出了适用于Q235钢墙板—Q460高强钢立柱结构体系的较为准确和安全的残余应力分布数学模型，为后续研究受墙板蒙皮支撑的高强钢立柱稳定性奠定基础。
- 钢结构 /
- 墙板—立柱结构体系 /
- 高强钢 /
- 残余应力 /
- 盲孔法 /
- 分布模型
Abstract: The wallboard-column structural system on the side of box-type steel structures plays a main bearing role. The residual stress distribution of the high strength steel column supported by stressed skin wallboards is affected by the welding with wallboards, as a result, it is quite different from the welded H-section of an individually working member. In order to investigate the residual stress distribution of Q235 steel wallboard-Q460 high strength steel column structural systems, an experimental study was conducted using hole-drilling method, including six structural system specimens and two independent Q460 high strength steel welded H-section specimens. Based on the experiment results, the magnitude and shape of residual stress distribution over the entire section were obtained. The effects of the welding connection between wallboards and column, sectional dimensions and the interaction among component plates on residual stress distribution were analyzed. The self-equilibrium of residual stress occurring in each plate was examined. The welding between wallboards and column reduces the maximum tensile residual stress in the middle of the column rear flange to a certain extent, and reduces the distribution range of the compressive residual stress in rear flange, but has no obvious influence on the front flange and web. The tensile residual stress amplitude is not directly related to the sectional dimensions. The compressive residual stress amplitude decreases with the increase of the plate width-thickness ratio. There is an interaction between the residual stresses of the component plates. The residual stresses of front flange, web and rear flange-wallboards composite plate can be considered to satisfy self-equilibrium respectively. An accurate and reliable residual stress distribution mathematical model for Q235 steel wallboard-Q460 high strength steel column structural system was proposed, which lays a foundation for subsequent research on the stability of high strength steel columns supported by stressed wallboard skin.
- steel structure /
- wallboard-column structural system /
- high strength steel /
- residual stress /
- hole-drilling method /
- distribution model

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图 1 除尘器箱体墙板—立柱结体系

Figure 1. Wallboard-column structural system of an electrostatic precipitator

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图 2 应变花布置示意图

Figure 2. Layout of strain rosette

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图 3 试件截面尺寸示意图

Figure 3. Sectional dimension diagram of the specimen

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图 4 标定试件

Figure 4. Calibration specimen diagram

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图 5 测点布置示意图

Figure 5. Layout of measuring points

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图 6 各试件残余应力测量结果

Figure 6. Residual stress test results of all specimens

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图 7 残余应力分布示意图

Figure 7. Illustration of residual stress distribution

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图 8 有、无焊接墙板的截面残余应力分布比较

Figure 8. Comparison of residual stress distribution between specimens with and without wallboard

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图 9 前、后翼缘残余应力对比

Figure 9. Comparison of residual stress distribution of the front and rear flanges

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图 10 板件宽厚比对残余应力影响

Figure 10. Influence of width-thickness ratio of steel plate on residual stress magnitude

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图 11 试件截面各板件残余不平衡应力

Figure 11. Residual disequilibrium stress of each plate in the specimen section

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图 12 翼缘残余应力分布汇总

Figure 12. Residual stress distribution of the flanges

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图 13 腹板残余应力分布汇总

Figure 13. Residual stress distribution of the webs

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图 14 墙板上残余应力分布汇总

Figure 14. Residual stress distribution of the wallboards

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图 15 分布模型中残余应力数值及分布形态

Figure 15. Magnitudes and shapes of residual stress distribution of the proposed distribution model

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表 1 试件截面尺寸

Table 1. Sectional dimensions of specimens

试件编号	立柱名义尺寸	腹板高度 h₀/mm	腹板壁厚 t_w/mm	翼缘宽度 b_f/mm	翼缘壁厚 t_f/mm	墙板宽度 w/mm	墙板厚 t/mm	外伸翼缘宽厚比 b_e/t_f	腹板高厚比 h₀/t_w
S1	H1-130-130-5-10	129.0	5.1	129.6	10.1	195.0	4.7	6.16	25.30
S2	H1-200-150-10-12	205.2	10.6	153.6	12.2	194.5	4.8	5.86	19.36
S3	H1-150-200-10-12	150.6	10.2	203.0	12.1	194.5	4.7	7.97	14.76
S4	H1-200-200-10-12	203.5	10.2	202.5	12.1	195.0	4.7	7.95	19.95
S5	H1-200-230-10-12	204.0	10.2	232.9	12.3	195.6	4.7	9.05	20.00
S6	H1-250-200-10-12	248.5	10.4	204.4	12.2	194.1	4.8	7.95	23.89
S7	H2-200-200-10-12	206.8	10.3	202.5	12.2	−	−	7.88	20.08
S8	H2-250-200-10-12	252.8	10.3	203.6	12.2	−	−	7.92	25.54
注：H1、H2分别表示墙板-立柱结构体系试件及单独焊接H形截面试件。以H1-200-150-10-12为例，表示立柱截面名义尺寸：腹板高度200 mm，翼缘宽度150 mm，腹板厚度10 mm，翼缘厚度12 mm。

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表 2 材性试验结果

Table 2. Mechanical property test results

钢板类型	弹性模量 E/GPa	屈服强度 f_y/MPa	抗拉强度 f_u/MPa	泊松比 ν	断后伸长率 δ/(%)
Q460-5 mm	189	503	626	0.28	20.5
Q460-10 mm	193	483	605	0.28	21.2
Q460-12 mm	191	490	699	0.29	18.6
Q235-5 mm	202	320	438	0.30	29.0

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表 3 应力标定常数A、B试验结果

Table 3. Measurement of calibration constants A and B

钢材类型	标定应力水平	适用范围	标定常数A/ MPa⁻¹	标定常数B/ MPa⁻¹
Q460钢材	0.3f_y	0<\|σ_r\|<0.45f_y	−0.283	−0.650
	0.6f_y	0.45f_y≤\|σ_r\|<0.7f_y	−0.287	−0.662
	0.8f_y	\|σ_r\|≥0.7f_y	−0.312	−0.693
Q235钢材	0.3f_y	0<\|σ_r\|<0.45f_y	−0.251	−0.596
	0.6f_y	0.45f_y≤\|σ_r\|<0.75f_y	−0.283	−0.647
	0.9f_y	\|σ_r\|≥0.75f_y	−0.309	−0.692

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表 4 立柱截面典型位置处残余应力数值

Table 4. Characterized residual stress at typical locations of column section

试件编号	前翼缘/MPa					后翼缘/MPa					腹板/MPa
试件编号	σ_ft1	σ_fte1	σ_fte2	σ_fc1	σ_fc2	σ_ft2	σ_fte3	σ_fte4	σ_fc3	σ_fc4	σ_wt1	σ_wt2	σ_wc
S1	319.0	30.5	−32.3	−190.9	−160.1	185.9	291.9	222.2	−168.5	−144.3	−105.1	−159.9	−158.9
S2	364.9	21.9	11.3	−181.9	−170.8	334.8	244.5	206.7	−133.2	−122.2	158.9	10.2	−75.5
S3	251.2	98.9	40.3	−130.3	−115.6	280.4	225.2	154.5	−102.6	−114.7	115.2	64.4	−123.4
S4	362.2	166.3	127.6	−108.2	−98.3	308.5	239.3	284.4	−113.0	−104.3	44.2	3.6	−74.9
S5	380.6	52.2	72.6	−96.3	−82.8	358.4	295.7	258.3	−103.1	−92.4	95.1	49.2	−72.4
S6	316.4	109.6	107.7	−103.6	−135.1	282.4	309.8	262.2	−114.4	−112.9	104.9	83.2	−65.1
S7	368.6	71.1	18.1	−101.2	−103.0	384.7	90.7	42.5	−104.5	−98.4	144.4	139.6	−70.1
S8	338.7	115.0	48.7	−104.8	−112.9	388.6	72.8	86.8	−92.7	−98.6	35.5	95.6	−67.1

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表 5 墙板截面典型位置处残余应力数值

Table 5. Characterized residual stress at typical locations of wallboard section

试件编号	左墙板/MPa		右墙板/MPa
试件编号	σ_qt1	σ_qc1	σ_qt2	σ_qc2
S1	275.5	−103.9	258.8	−104.4
S2	177.2	−97.7	224.6	−117.4
S3	256.1	−86.5	294.0	−101.6
S4	245.8	−108.9	221.0	−100.3
S5	246.6	−77.7	238.5	−119.0
S6	259.8	−99.2	192.5	−106.5

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