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Article(id=1245390364891263543, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390357958082790, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2024.0620, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1694102400000, receivedDateStr=2023-09-08, revisedDate=1699718400000, revisedDateStr=2023-11-12, acceptedDate=null, acceptedDateStr=null, onlineDate=1774853801223, onlineDateStr=2026-03-30, pubDate=null, pubDateStr=null, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774853801223, onlineIssueDateStr=2026-03-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774853801223, creator=13701087609, updateTime=1774853801223, updator=13701087609, issue=Issue{id=1245390357958082790, tenantId=1146029695717560320, journalId=1241701559352995854, year='2024', volume='44', issue='6', pageStart='1', pageEnd='237', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1774853799571, creator=13701087609, updateTime=1774854467826, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1245393160877224589, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390357958082790, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1245393160877224590, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390357958082790, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=227, endPage=237, ext={EN=ArticleExt(id=1245390365243585090, articleId=1245390364891263543, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Research on the seismic performance of high-strength square steel tube ultra-high performance concrete columns, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In order to study the seismic performance of ultra-high performance concrete filled high-strength square steel tube (UHPCFHST) columns, this paper uses the hoop factor, length-to-slender ratio, and axial compression ratio as the parameters of study to conduct the low cyclic reversed loading test. The damage patterns of the specimens were observed, and the influence of each parameter on the hysteretic properties, stiffness, ductility and energy dissipation capacity of the specimens was analyzed. The test results show that the damage characteristics of all specimens are similar, and the phenomena of steel pipe buckling and concrete crushing appear at the bottom of the column. With the increase of the hoop coefficient (from 0.55 to 0.98), the ductility of the specimens increased by 8.91% and 21.52%, respectively. The initial stiffness, horizontal bearing capacity and ductility of the specimens decrease with the increase of the length-to-slender ratio, and the greater the length-to-slender ratio, the more significant the weakening of the ductility of the specimens. When the axial compression ratio increases from 0.1 to 0.2, the initial stiffness and horizontal bearing capacity of the specimen increase, while the ductility decreases. At the same time, the load-bearing capacity test results in this paper and the calculated values of each specification are compared and analyzed. The calculation results of the United States ANSI/AISC 360—16 AISC specification for structural steel buildings are lower than the measured values by 48%, which is relatively conservative. The calculation results of the GB 50936—2014 technical code for cencrete filled steel tubular structures are higher than the measured values by 17%, After analyzing the Fujian provincial local standard DBT/T13-51—2010 technical specification for concrete-filled steel tube structures, the calculation is the most consistent with the actual measurement, which provides a reference basis for the design of high-strength square steel pipe ultra-high-performance concrete columns under low cyclic reversed loading.

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为研究高强方钢管超高性能混凝土（ultra-high performance concrete filled high-strength square steel tube，UHPCFHST）柱的抗震性能，以套箍系数、长细比和轴压比为研究参数，对UHPCFHST柱进行低周往复荷载试验。观察试件的破坏形态，分析各参数对试件滞回性能、刚度、延性和耗能能力的影响规律。研究结果表明：所有试件破坏特征均相似，柱底出现钢管鼓曲和混凝土压碎现象。随着套箍系数的增大（套箍系数由0.55~0.98），试件的延性分别提升了8.91%和21.52%。随着长细比的增加，试件的初始刚度、水平承载力和延性下降，长细比越大试件的延性减弱越显著。轴压比由0.1增大到0.2时，试件的初始刚度和水平承载能力提高，而延性下降。同时，将文中承载力试验结果与各规范计算值进行对比分析，美国ANSI/AISC 360—16《钢结构建筑规范》的计算结果较实测低48%，偏于保守，而GB 50936—2014《钢管混凝土结构技术规范》的计算结果较实测高17%，经分析福建省地方标准DBJ/T13-51—2010最为计算与实测最为贴合，为高强方钢管超高性能混凝土柱在低周往复荷载作用下的设计提供参照依据。

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杜国锋（1975—），男，教授，博士，主要从事钢管混凝土结构、长输管道结构抗震及健康监测研究。E-mail：
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秦靖凯（2000—），男，硕士研究生，主要从事钢管混凝土结构力学性能研究。E-mail：

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秦靖凯（2000—），男，硕士研究生，主要从事钢管混凝土结构力学性能研究。E-mail：

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秦靖凯（2000—），男，硕士研究生，主要从事钢管混凝土结构力学性能研究。E-mail：

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Thin-Walled Structures, 2019, 140: 1-20., articleTitle=Experimental investigation on the cyclic behaviors of ultra-high-performance steel fiber reinforced concrete filled thin-walled steel tubular columns, refAbstract=null)], funds=[Fund(id=1245390396839276942, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, awardId=52078052, language=CN, fundingSource=国家自然科学基金项目(52078052), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1245390384277337062, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, xref=null, ext=[AuthorCompanyExt(id=1245390384281531367, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, companyId=1245390384277337062, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=School of Urban Construction, Yangtze University, Jingzhou 434023, China), 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Specimen design parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号壁厚t/mm轴压比n长细比λ套箍系数θ高度H/mm计算长度L/mm钢材强度/MPa
HU-T6-N10-L360.1028.190.5520001465Q460
HU-T8-N10-L380.1028.190.9020001465Q460
HU-T10-N10-L3100.1028.190.9820001465Q460
HU-T6-N20-L160.2018.570.551500965Q460
HU-T6-N20-L260.2022.420.5517001165Q460
HU-T6-N20-L360.2028.190.5520001465Q460
HU-T8-N10-L280.1022.420.9017001165Q460
HU-T8-N15-L280.1522.420.9017001165Q460
HU-T8-N20-L280.2022.420.9017001165Q460
), ArticleFig(id=1245390395660677456, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=CN, label=表1, caption=

试件设计参数

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号壁厚t/mm轴压比n长细比λ套箍系数θ高度H/mm计算长度L/mm钢材强度/MPa
HU-T6-N10-L360.1028.190.5520001465Q460
HU-T8-N10-L380.1028.190.9020001465Q460
HU-T10-N10-L3100.1028.190.9820001465Q460
HU-T6-N20-L160.2018.570.551500965Q460
HU-T6-N20-L260.2022.420.5517001165Q460
HU-T6-N20-L360.2028.190.5520001465Q460
HU-T8-N10-L280.1022.420.9017001165Q460
HU-T8-N15-L280.1522.420.9017001165Q460
HU-T8-N20-L280.2022.420.9017001165Q460
), ArticleFig(id=1245390395740369238, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=EN, label=Table 2, caption=

Mix proportion of ultra high performance concrete

, figureFileSmall=null, figureFileBig=null, tableContent=
水泥硅灰矿渣粉石英砂/目减水剂水钢纤维
40~7070~140
70021010542042035.525203235.5
), ArticleFig(id=1245390395832643929, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=CN, label=表2, caption=

超高性能混凝土配合比

, figureFileSmall=null, figureFileBig=null, tableContent=
水泥硅灰矿渣粉石英砂/目减水剂水钢纤维
40~7070~140
70021010542042035.525203235.5
), ArticleFig(id=1245390396000416097, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=EN, label=Table 3, caption=

Physical parameters of steel fibers

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名称直径/mm长度/mm长径比抗拉强度/MPa
钢纤维0.18~0.2212~1467.7≥2850
), ArticleFig(id=1245390396109468006, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=CN, label=表3, caption=

钢纤维物理参数

, figureFileSmall=null, figureFileBig=null, tableContent=
名称直径/mm长度/mm长径比抗拉强度/MPa
钢纤维0.18~0.2212~1467.7≥2850
), ArticleFig(id=1245390396222714220, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=EN, label=Table 4, caption=

Material property of steel specimens

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试样材料试样厚度t/mm弹性模量Es/（×105 N/mm2）屈服强度fy/MPa极限强度fu/MPa
Q46062.06480.2609.4
82.08567.2664.3
102.09442.4578.7
), ArticleFig(id=1245390396306600306, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=CN, label=表4, caption=

钢材试样材性表

, figureFileSmall=null, figureFileBig=null, tableContent=
试样材料试样厚度t/mm弹性模量Es/（×105 N/mm2）屈服强度fy/MPa极限强度fu/MPa
Q46062.06480.2609.4
82.08567.2664.3
102.09442.4578.7
), ArticleFig(id=1245390396424040825, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=EN, label=Table 5, caption=

Load-displacement values of each characteristic point of the specimen

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试件编号加载方向屈服点峰值点破坏点μ
Δy/mmPy/kNΔmax/mmPmax/kNΔu/mmPu/kN
HU-T6-N10-L3正向27.6175.6740.0090.9870.0085.662.85
负向24.57-60.8340.00-71.9370.00-57.062.54
HU-T8-N10-L3正向31.29103.960.00119.2690.00101.752.99
负向30.08-78.960.00-93.0290.00-78.862.88
HU-T10-N10-L3正向29.40125.9860.00171.2790.00132.413.15
负向28.57-117.7660.00-163.3790.00-112.783.40
HU-T6-N20-L1正向16.56218.6830.00259.1640.00189.642.65
负向15.11-230.3130.00-237.0050.00-146.303.02
HU-T6-N20-L2正向16.88112.2830.00132.9750.00118.882.49
负向16.77-115.5630.00-142.1550.00-124.002.96
HU-T6-N20-L3正向19.1381.1530.0091.0850.0075.992.98
负向14.26-77.1630.00-94.2250.00-75.862.61
HU-T8-N10-L2正向19.20127.4230.00136.7760.00108.252.73
负向22.00-111.3730.00-117.5460.00-98.353.13
HU-T8-N15-L2正向22.43130.8340.00152.3270.00120.832.83
负向21.68-103.1940.00-131.0370.00-110.012.71
HU-T8-N20-L2正向19.57128.2430.00141.8260.00117.362.72
负向22.04-123.8930.00-132.6650.00-95.472.55
), ArticleFig(id=1245390396516315519, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=CN, label=表5, caption=

试件各特征点荷载-位移值

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向屈服点峰值点破坏点μ
Δy/mmPy/kNΔmax/mmPmax/kNΔu/mmPu/kN
HU-T6-N10-L3正向27.6175.6740.0090.9870.0085.662.85
负向24.57-60.8340.00-71.9370.00-57.062.54
HU-T8-N10-L3正向31.29103.960.00119.2690.00101.752.99
负向30.08-78.960.00-93.0290.00-78.862.88
HU-T10-N10-L3正向29.40125.9860.00171.2790.00132.413.15
负向28.57-117.7660.00-163.3790.00-112.783.40
HU-T6-N20-L1正向16.56218.6830.00259.1640.00189.642.65
负向15.11-230.3130.00-237.0050.00-146.303.02
HU-T6-N20-L2正向16.88112.2830.00132.9750.00118.882.49
负向16.77-115.5630.00-142.1550.00-124.002.96
HU-T6-N20-L3正向19.1381.1530.0091.0850.0075.992.98
负向14.26-77.1630.00-94.2250.00-75.862.61
HU-T8-N10-L2正向19.20127.4230.00136.7760.00108.252.73
负向22.00-111.3730.00-117.5460.00-98.353.13
HU-T8-N15-L2正向22.43130.8340.00152.3270.00120.832.83
负向21.68-103.1940.00-131.0370.00-110.012.71
HU-T8-N20-L2正向19.57128.2430.00141.8260.00117.362.72
负向22.04-123.8930.00-132.6650.00-95.472.55
), ArticleFig(id=1245390396621173124, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=EN, label=Table 6, caption=

Comparison of bearing capacity calculation results

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试件编号试件名称Pmax/kNANSI/AISC 360—16GB 50936—2014DBJ/T13-51—2010
Pc/kNPc/PmaxPc/kNPc/PmaxPc/kNPc/Pmax
S1HU-T6-N10-L381.544.90.55103.51.2775.800.93
S2HU-T8-N10-L3106.150.90.48126.21.1992.30.87
S3HU-T10-N10-L3167.382.00.49197.41.18157.30.94
S4HU-T6-N20-L1248.1126.50.51302.61.22213.40.86
S5HU-T6-N20-L2137.667.40.49166.41.21114.20.83
S6HU-T6-N20-L392.744.50.48121.41.3180.70.87
S7HU-T8-N10-L2127.264.90.51152.61.20104.30.82
S8HU-T8-N15-L2141.769.40.49165.71.17117.60.83
S9HU-T8-N20-L2137.268.60.50168.71.23116.60.85
平均值0.501.220.87
均方差0.0620.1270.121
), ArticleFig(id=1245390396709253512, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390364891263543, language=CN, label=表6, caption=

承载力计算结果对比

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试件编号试件名称Pmax/kNANSI/AISC 360—16GB 50936—2014DBJ/T13-51—2010
Pc/kNPc/PmaxPc/kNPc/PmaxPc/kNPc/Pmax
S1HU-T6-N10-L381.544.90.55103.51.2775.800.93
S2HU-T8-N10-L3106.150.90.48126.21.1992.30.87
S3HU-T10-N10-L3167.382.00.49197.41.18157.30.94
S4HU-T6-N20-L1248.1126.50.51302.61.22213.40.86
S5HU-T6-N20-L2137.667.40.49166.41.21114.20.83
S6HU-T6-N20-L392.744.50.48121.41.3180.70.87
S7HU-T8-N10-L2127.264.90.51152.61.20104.30.82
S8HU-T8-N15-L2141.769.40.49165.71.17117.60.83
S9HU-T8-N20-L2137.268.60.50168.71.23116.60.85
平均值0.501.220.87
均方差0.0620.1270.121
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高强方钢管超高性能混凝土柱抗震性能研究
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秦靖凯 , 何学杰 , 张娟 , 骆志 , 于子程 , 杜国锋
地震工程与工程振动 | 2024,44(6): 227-237
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地震工程与工程振动 | 2024, 44(6): 227-237
高强方钢管超高性能混凝土柱抗震性能研究
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秦靖凯 , 何学杰, 张娟, 骆志, 于子程, 杜国锋
作者信息
  • 长江大学 城市建设学院，湖北 荆州 434023

    • 秦靖凯（2000—），男，硕士研究生，主要从事钢管混凝土结构力学性能研究。E-mail：

通讯作者:

杜国锋（1975—），男，教授，博士，主要从事钢管混凝土结构、长输管道结构抗震及健康监测研究。E-mail：
Research on the seismic performance of high-strength square steel tube ultra-high performance concrete columns
Jingkai QIN , Xuejie HE, Juan ZHANG, Zhi LUO, Zicheng YU, Guofeng DU
Affiliations
  • School of Urban Construction, Yangtze University, Jingzhou 434023, China
doi: 10.13197/j.eeed.2024.0620
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为研究高强方钢管超高性能混凝土（ultra-high performance concrete filled high-strength square steel tube，UHPCFHST）柱的抗震性能，以套箍系数、长细比和轴压比为研究参数，对UHPCFHST柱进行低周往复荷载试验。观察试件的破坏形态，分析各参数对试件滞回性能、刚度、延性和耗能能力的影响规律。研究结果表明：所有试件破坏特征均相似，柱底出现钢管鼓曲和混凝土压碎现象。随着套箍系数的增大（套箍系数由0.55~0.98），试件的延性分别提升了8.91%和21.52%。随着长细比的增加，试件的初始刚度、水平承载力和延性下降，长细比越大试件的延性减弱越显著。轴压比由0.1增大到0.2时，试件的初始刚度和水平承载能力提高，而延性下降。同时，将文中承载力试验结果与各规范计算值进行对比分析，美国ANSI/AISC 360—16《钢结构建筑规范》的计算结果较实测低48%，偏于保守，而GB 50936—2014《钢管混凝土结构技术规范》的计算结果较实测高17%，经分析福建省地方标准DBJ/T13-51—2010最为计算与实测最为贴合，为高强方钢管超高性能混凝土柱在低周往复荷载作用下的设计提供参照依据。

高强方钢管  /  超高性能混凝土  /  拟静力试验  /  抗震性能  /  承载力

In order to study the seismic performance of ultra-high performance concrete filled high-strength square steel tube (UHPCFHST) columns, this paper uses the hoop factor, length-to-slender ratio, and axial compression ratio as the parameters of study to conduct the low cyclic reversed loading test. The damage patterns of the specimens were observed, and the influence of each parameter on the hysteretic properties, stiffness, ductility and energy dissipation capacity of the specimens was analyzed. The test results show that the damage characteristics of all specimens are similar, and the phenomena of steel pipe buckling and concrete crushing appear at the bottom of the column. With the increase of the hoop coefficient (from 0.55 to 0.98), the ductility of the specimens increased by 8.91% and 21.52%, respectively. The initial stiffness, horizontal bearing capacity and ductility of the specimens decrease with the increase of the length-to-slender ratio, and the greater the length-to-slender ratio, the more significant the weakening of the ductility of the specimens. When the axial compression ratio increases from 0.1 to 0.2, the initial stiffness and horizontal bearing capacity of the specimen increase, while the ductility decreases. At the same time, the load-bearing capacity test results in this paper and the calculated values of each specification are compared and analyzed. The calculation results of the United States ANSI/AISC 360—16 AISC specification for structural steel buildings are lower than the measured values by 48%, which is relatively conservative. The calculation results of the GB 50936—2014 technical code for cencrete filled steel tubular structures are higher than the measured values by 17%, After analyzing the Fujian provincial local standard DBT/T13-51—2010 technical specification for concrete-filled steel tube structures, the calculation is the most consistent with the actual measurement, which provides a reference basis for the design of high-strength square steel pipe ultra-high-performance concrete columns under low cyclic reversed loading.

high strength square steel tube  /  ultra-high performance concrete  /  pseudo-static test  /  seismic performance  /  bearing capacity
秦靖凯, 何学杰, 张娟, 骆志, 于子程, 杜国锋. 高强方钢管超高性能混凝土柱抗震性能研究. 地震工程与工程振动, 2024 , 44 (6) : 227 -237 . DOI: 10.13197/j.eeed.2024.0620
Jingkai QIN, Xuejie HE, Juan ZHANG, Zhi LUO, Zicheng YU, Guofeng DU. Research on the seismic performance of high-strength square steel tube ultra-high performance concrete columns[J]. Earthquake Engineering and Engineering Dynamics, 2024 , 44 (6) : 227 -237 . DOI: 10.13197/j.eeed.2024.0620
正文
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0　引言
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普通钢管混凝土结构充分发挥钢管与混凝土的优势，具有承载力高、延性好和抗震性能好等优良特性[1]。但随着超高层建筑的发展，构件尺寸不断增大，出现自重大、占空间、成本高和运输难等问题，普通钢管混凝土构件已经无法很好地解决上述问题。高强钢管超高性能混凝土柱集高强钢管和超高性能混凝土的双重优点，具有更高的承载力、更小的截面尺寸与更好的经济效益[2-4]，在未来的工程建设中越来越重要。
目前，国内外学者针对普通钢管混凝土结构的抗震性能研究已取得一定成果。邹昀等[5]以轴压比为参数探究钢管混凝土柱的抗震性能，结果显示较高轴压比下，试件的水平承载力及刚度越大，但其退化加快，延性变差。徐培蓁等[6]通过试验，研究了不同参数对强度Q235方钢管与C35混凝土组合柱抗震性能的影响，得出方钢管混凝土柱具有良好的耗能能力。王铁成等[7]以长细比、含钢率等为参数，设计3根方钢管混凝土柱进行抗震性能研究，得出长细比对钢管混凝土柱的刚度退化影响最为显著。然而，在低周往复荷载作用下，普通钢管混凝土柱极易发生局部鼓曲，影响外包钢管对核心混凝土的约束能力，降低了构件承载能力。因此，提高外包钢管强度和核心混凝土的力学性能成为必然。罗云标等[8]结合试验和有限元对圆钢管超高性能混凝土柱进行抗震性能研究，得到圆钢管超高性能混凝土柱有着更优良的抗震性能。ZHANG等[9]对超高强钢管混凝土柱进行拟静力试验，结果表明钢管强度的增大显著提升了试件的抗震性能。TIAN等[10]通过拟静力试验对超高性能混凝土管柱进行研究，结果表明超高性能混凝土管柱相比钢筋混凝土柱的抗震性能更优良。韦建刚等[11]以含钢率、轴压比和钢材强度为参数，对Q900高强钢管和C150超高强混凝土柱进行抗震试验研究，得到钢材强度的改变对试件延性影响较大。邱增美等[12]以长细比为基本参数，对高强方钢管高强混凝土柱压弯构件进行低周往复加载试验，结果表明随着长细比增加，试件的弹性刚度明显较小。基于已有研究成果表明[13-16]，钢管超高性能混凝土柱的轴压力学性能较好，但随着核心混凝土强度增加，构件延性变差，因此增加内置钢骨可以明显改善构件的延性。
综上所述，学者们针对普通钢管混凝土柱的抗震性能研究较多，但对同时采用高强钢管与超高性能混凝土组合柱的研究却鲜有报道。为此，本文以钢管强度、长细比和轴压比为试验参数，对高强方钢管超高性能混凝土（ultra-high performance concrete filled high-strength square steel tube，UHPCFHST）柱的抗震性能进行拟静力试验研究，分析试件延性性能、刚度退化及耗能能力等抗震指标。此外，将本文试验所得承载力结果与根据美国ANSI/AISC 360—16《钢结构建筑规范》[17]、我国GB 50936—2014《钢管混凝土结构技术规范》[18]和DBJ/T13-51—2010《钢管混凝土结构技术规程》[19]计算所得承载力结果进行对比分析，为低周往复荷载作用下高强方钢管超高性能混凝土构件的设计提供建议，为UHPCFHST柱在实际工程中的应用提供参考依据。
1　试验概况
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1.1　试件设计
试验共设计9根UHPCFHST柱，其中，所采用的钢管厚度t为6、8、10 mm，所选方钢管截面尺寸为180 mm×180 mm；试件高度分别为1500、1700、2000 mm；轴压比n取0.10、0.15、0.20；长细比λ为18.57、22.42、28.19；试件具体设计参数见表1。其中，试件套箍系数ξ = αscf/fc，（αsc=AS/Ac为试件含钢率，Ac、AS分别为核心混凝土截面面积和试件钢管截面面积），试件轴压比n=N/N0，N0=Ac fc+AS fy（N为试件轴压力，fc、fy分别为混凝土抗压强度和钢材抗拉强度）。试件长细比根据计算（L为试件计算长度，B为试件边长）。
1.2　试件材料性能
超高性能混凝土配合比如表2所示，采用P.O.52.5级普通硅酸盐水泥、细骨料为40~70目和70~140目的石英砂，掺和料包括优质微硅粉和S95级矿粉，外加剂采用聚羧酸高性能减水剂，钢纤维采用镀铜钢纤维，参数如表3所示。
根据GB/T 31387—2015《活性粉末混凝土》[20]相关规定，在浇筑管内的超高性能混凝土时，每批次分别制作3个100 mm×100 mm×100 mm立方体试块与3个100 mm×100 mm×300 mm棱柱体试块，试块和UHPCFHST柱在同等条件下养护28 d，参照T/CECS 10107—2020《超高性能混凝土（UHPC）技术要求》[21]，实测超高性能混凝土立方体试块抗压强度的平均值为129.4 MPa，棱柱体抗压强度为124.6 MPa。同时，按照国家标准GB/T 228.1—2020《金属材料拉伸试验第一部分：室温试验方法》[22]进行拉伸试验，钢材试样的物理力学性能指标如表4所示。
1.3　加载装置
水平加载装置是固定在反力墙上的行程为300 mm的液压作动器，竖向加载装置是量程为2 000 kN的液压千斤顶，具体的试验加载装置示意图和试件如图1所示。
按照JGJ/T 101—2015《建筑抗震试验规程》[23]规范，试验采用如图2所示的加载制度。开始前，先通过千斤顶施加竖向轴力，取设计轴力的40% ~50%重复1~2次对试件进行预加载，以消除钢管内部UHPC的不均匀性[24]；试验加载制度采用位移控制，在试件未屈服之前，每级循环加载1次，在试件屈服之后，每级循环加载3次，直至试件水平承载力下降至峰值承载力的85%左右时，即认为试件失效[22]，停止加载。
2　试验结果及其分析
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2.1　破坏特征
本试验的位移加载方向为南北方向，以北侧拉力为正。各试件最终的破坏形态和破坏模式基本一致，试件的加载破坏过程分为弹性阶段-弹塑性阶段-破坏阶段，本文以试件HU-T6-N20-L1和HU-T8-N20-L2为例，对其破坏形态进行分析。
1）试件HU-T6-N20-L1
如图3所示，在试验加载初期，试件处于弹性阶段，残余变形较小，钢管无屈曲变形，整体无明显破坏现象。随着加载位移不断增大，试件进入弹塑性阶段，当位移加载到2Δy时，钢管下柱端开始出现局部屈曲现象；当位移加载到3Δy~4Δy时，试件出现断断续续的响声，钢管局部屈曲加剧，水平荷载达到峰值；当位移加载到5Δy时，水平荷载下降到峰值荷载的85%以下，试件逐渐丧失轴压承载能力，钢管的局部屈曲现象加重甚至出现开裂，同时柱底混凝土被压碎。
2）试件HU-T8-N15-L2
如图4所示，试验在1Δy开始加载时，出现混凝土压碎声，继续加载至1Δy结束，观察钢筋混凝土基梁连接处有裂缝产生，但试件下柱端无明显鼓曲现象；当位移加载到2Δy时，钢管下柱端开始出现局部屈曲现象；当位移加载到3Δy~4Δy时，试件与基础梁连接区混凝土剥离，基础梁上的裂缝扩展，试件达到水平峰值承载力；当位移加载到5Δy~6Δy时，鼓曲较之前无明显变化，裂纹数量在明显增加；当位移加载到7Δy时，荷载均下降至峰值的85%左右，试验停止加载。
2.2　滞回曲线
本次试验滞回曲线如图5所示，整个加载过程中，试件柱共经历了3个阶段：弹性阶段、弹塑性阶段和破坏阶段。在试件加载初期，曲线呈线性增加，滞回环面积较小，试件基本无刚度退化和能量耗散。随着水平位移的增加，滞回曲线的斜率减小，滞回环愈加饱满，同时能量耗散增加，刚度退化较为明显。当试件进入破坏阶段时，能量耗散进一步增加，试件也表现出明显承载力退化和强度退化。加载结束后，试件的滞回曲线整体较为饱满，无明显捏缩现象，表明UHPCFHST柱具有良好的耗能能力。此外，由于核心混凝土的累计损伤和钢管局部屈曲，在同级水平位移加载下，第2循环和第3循环的水平荷载均低于第1循环的水平荷载[21]。
2.3　骨架曲线
根据试验滞回曲线结果，绘制骨架曲线如图6所示，骨架曲线反映了试件的受力与变形的关系。表5中给出了各个试件的特征点荷载和位移，其中，Py为屈服荷载，由等效能量法确定；Pmax为峰值荷载（kN）；Pu为极限荷载（kN），为荷载下降到峰值荷载的85%时所对应的荷载；Δy、Δmax、Δu分别为屈服荷载、峰值荷载和极限荷载。通过表5和图6分析各参数对骨架曲线的影响。
1）套箍系数：对比分析试件HU-T10-N10-L3（θ=0.98），试件HU-T8-N10-L3（θ=0.90）和HU-T6-N10-L3 （θ=0.55），如图6（a）所示。当试件的套箍系数降低，对应试件的峰值承载力分别降低15.71%和51.35%，且初始刚度也有下降。该结果表明随着套箍系数的减小，试件峰值承载力和初始刚度明显降低。
2）长细比：对比分析试件HU-T6-N20-L1、试件HU-T6-N20-L2和HU-T6-N20-L3，如图6（b）所示。随着长细比的增加，试件在弹性阶段和强化阶段的刚度逐渐降低。同时，由于轴向力在各截面产生弯矩较大，加剧了试件水平极限承载力的下降趋势。
3）轴压比：对比分析试件HU-T8-N10-L2、试件HU-T8-N15-L2和HU-T8-N20-L2，如图6（c）所示。随着轴压比的增加，骨架曲线下降段斜率增大，极限位移减小，这表明轴压比越大，试件脆性越强。此外，峰值荷载随轴压比增大呈先增大后减小的趋势[26-27]，这表明钢管的最大约束应力与轴压比存在一个阈值。
2.4　延性
延性是衡量试件在低周反复荷载作用下的变形能力，可作为判断试件抗震性能优劣的标准之一。本文采用位移延性系数μ作为衡量试件延性的标准[20]，其表达式为
式中：Δu为试件极限位移，取试件加载至峰值荷载下降至85%时所对应的水平位移值；Δy为试件屈服位移（mm），采用如图7所示的等效能量法来确定，使用式（1）计算出的延性系数，如表5所示。
试件延性系数见表5。根据表5，进一步分析不同参数对试件延性影响如下：
1）套箍系数：对比分析试件HU-T6-N10-L3（θ=0.55），试件HU-T8-N10-L3（θ=0.90）和HU-T10-N10-L3（θ=0.98），随着套箍系数的增大，试件的延性系数分别提升8.91%和21.52%，试件延性性能的提升显著。随着试件壁厚的增加，钢管对核心混凝土的约束能力提升，试件表现出良好的延性性能。
2）长细比：对比分析试件HU-T6-N20-L1（λ =18.57），试件HU-T6-N20-L2（λ=22.42）和试件HU-T6-N20-L3（λ=28.19），长细比增大，试件的延性系数分别下降1.99%和7.45%。结果表明试件长细比越大，试件的延性减弱越显著。此外，试件的长细比过大，试件将从压弯破坏转向失稳破坏，会影响其抗震性能。
3）轴压比：试件轴压比从0.10增大到0.15，试件HU-T8-N15-L2（n=0.15）的延性系数降低9.58%，同时轴压比从0.15增大到0.20，试件HU-T8-N10-L2（n=0.20）的延性系数降低4.69%。结果表明随着轴压比的增加，试件延性逐渐减弱。同时，由于轴压比越大所产生的荷载-位移效应越大，试件的水平承载力呈现先增加后下降的趋势。试件在达到峰值荷载后的变形难以稳定，会较早达到破坏位移，导致试件延性性能减弱。
2.5　刚度退化
本文采用割线刚度Ki来反映试件在低周反复荷载加载过程中的刚度退化情况，即第i级滞回环的正向和负向峰值荷载的绝对值之和与水平位移的绝对值之和的比值为
式中：Ki为试件在第i级加载时的刚度；±Fi为试件在第i级加载时的正负峰值荷载；±Δi为试件在第i级加载时正负峰值荷载所对应的水平位移。
根据式（2），将各试件刚度退化的计算结果绘制成刚度退化对比曲线，如图8所示。进一步分析不同参数对试件刚度退化的影响如下：
1）套箍系数：如图8（a）所示，套箍系数对试件的初始刚度影响较大，且随着套箍系数的增加，试件HU-T10-N10-L3（θ=0.98）在初始刚度退化的速率相较于试件HU-T10-N10-L3（θ=0.55）和试件HU-T10-N10-L3（θ=0.90）有所减缓，但随着位移的不断加载，试件在屈服之后的退化趋势基本保持一致。
2）长细比：如图8（b）所示，长细比的改变对试件整体刚度影响较大，相比试件HU-T6-N20-L1（λ = 18.57），试件HU-T6-N20-L2（λ=22.42）和试件HU-T6-N20-L3（λ=28.19）在屈服后的刚度退化速率明显放缓。此外，试件HU-T6-N20-L2（λ=18.57）初始刚度更大，未屈服之前，刚度退化趋势更缓。
3）轴压比：如图8（c）所示，随着轴压比的增加，试件初始刚度有所上升，在试件未屈服时，刚度退化趋势基本不变。但试件轴压比过大，加剧了钢管屈曲和核心混凝土累计损伤的发展，导致试件屈服后的刚度退化速率更快。
2.6　耗能能力
本文采用能量耗散系数E和等效黏滞阻尼系数he两项指标[17]对试件耗能能力的强弱进行判定。能量耗散系数E和等效黏滞阻尼系数he的计算式为
式中SABCDA即滞回曲线所包含的面积，SΔOAE和SΔOCF分别如图9所示。
根据式（3）、式（4）和图9所示滞回曲线示意图，将计算结果绘制等效黏滞阻尼系数he-位移曲线如图10所示。
进一步分析不同参数对试件耗能能力的影响如下：
1）套箍系数：如图10（a）所示，随着套箍系数的增加，试件HU-T6-N10-L3（θ=0.55）、试件HU-T8-N10-L3 （θ=0.90）和试件HU-T10-N10-L3（θ=0.98）的he逐渐增大。表明套箍系数的增大，增强了钢管与核心混凝土之间的相互作用，试件的刚度和强度均得到提升，同时其累积耗能能力增强，抗震性能提高。
2）长细比：如图10（b）所示，试件加载初期，加载位移较小，各试件的耗能能力相差不大，当加载位移较大时，长细比越小的试件表现出的耗能能力越强，但相比于其他试件并无明显提升。表明长细比的改变对试件的耗能能力无显著影响。
3）轴压比：如图10（c）所示，对比分析试件HU-T8-N10-L2（n=0.10）、试件HU-T8-N15-L2（n=0.15）和试件HU-T8-N20-L2（n=0.20），随着试件的轴压比增大，试件的初始耗能能力均有所提高。此外，随着轴压比的增大，混凝土受压区应力增加，试件提早进入塑性阶段，耗能能力均有显著提升。
3　承载力计算
收起
根据我国GB 50936—2014《钢管混凝土结构技术规范》[18]、美国ANSI/AISC 360—16《钢结构建筑规范》[17]和福建省地方标准DBJ/T13-51—2010《钢管混凝土结构技术规程》[19]计算所得的高强方钢管超高性能混凝土柱的理论承载力值与本文中试验值的对比结果如表6所示。由表6可知，根据美国ANSI/AISC 360—16《钢结构建筑规范》计算承载力与试验实测数据相差较大，理论计算值相较于实测数据均低于48%，说明通过此规范进行试件设计偏于保守和安全，必然造成材料的浪费；采用我国GB 50936—2014《钢管混凝土结构技术规范》计算所得承载力值均高出试验值17%以上，说明此规范不能完全适用于采用高强钢管和超高性能混凝土组合构件的设计。因此，UHPCFHST柱不建议采用此规范进行设计；相比美国ANSI/AISC 360—16《钢结构建筑规范》和我国GB 50936—2014《钢管混凝土结构技术规范》，根据DBJ/T13-51—2010《钢管混凝土结构技术规程》得到的承载力计算值与试验值更加吻合，平均值相差13%且均方差为0.121，说明根据此规范计算结果与试验数据的差异性较小。此外，通过图11试验与规范承载力数据对比的情况可以看出，通过DBJ/T13-51—2010《钢管混凝土结构技术规程》标准计算的承载力与试验实测数据更加贴合。因此，可采用DBJ/T13-51—2010《钢管混凝土结构技术规程》对UHPCFHST柱的承载力进行计算。
根据我国GB 50936—2014《钢管混凝土结构技术规范》[18]的规范标准进行承载力计算，相关公式如下：
当时，
当时，
式中：N′E为系数，N′E= 11.6kE fscAsc/λ2；N、M为作用于构件的轴心拉力和弯矩；Nu，Mu的计算与取值参考文献[18]。
根据福建省地方标准DBJ/T13-51—2010《钢管混凝土结构技术规程》[19]的标准进行承载力计算，相关公式为
当N/Nu≥2φ3ηo时，
当N/Nu<2φ3ηo时，
式中：NE为欧拉临界力，NE=π2•Esc•Asc/λ2；φ轴心受压构件稳定系数，具体取值参考文献[17]。
根据美国ANSI/AISC 360—16《钢结构建筑规范》[24]规范及先前研究[26]进行承载力计算，相关公式为
式中：Pu为考虑稳定性的轴压构件的承载力；Mu为轴压载荷为零时的力矩承载力。
4　结论
收起
本文以套箍系数、长细比和轴压比为参数，对高强方钢管超高性能混凝土柱抗震性能进行研究，此外，对比承载力试验值与美国ANSI/AISC 360—16《钢结构建筑规范》、我国GB 50936—2014《钢管混凝土结构技术规范》和福建省地方标准DBJ/T13-51—2010《钢管混凝土结构技术规程》计算结果，对UHPCFHST柱在低周往复荷载作用下的设计提供参照依据。得出如下结论：
1）通过分析试件的骨架曲线，高强方钢管超高性能混凝土柱的初始刚度随套箍系数和轴压比的增加而增大，但随长细比的增加而降低。结果表明套箍系数、轴压比和长细比的改变对高强方钢管超高性能混凝土柱的初始刚度影响较大。
2）通过分析试件柱的延性性能，高强方钢管超高性能混凝土柱的延性性能随着套箍系数的提高而提升，但随着轴压比和长细比的增加，延性性能会有下降的趋势。结果表明，套箍系数和长细比的改变对高强方钢管超高性能混凝土柱延性性能影响较为显著。
3）通过分析试件柱的刚度退化曲线，随着套箍系数提高和长细比减小，高强方钢管超高性能混凝土柱的初始刚度增大，刚度退化速率加快；试件柱随轴压比增大初始刚度变化较小，但退化速率略有加快；长细比对刚度退化曲线的影响最为显著。
4）通过分析试件柱的耗能能力，可知随着加载位移的增大，高强方钢管超高性能混凝土柱的耗能能力逐渐增强。在一定范围内，较大的套箍系数、轴压比能显著提升高强方钢管超高性能混凝土柱的耗能能力，而长细比相反。
5）通过对比承载力试验值与美国ANSI/AISC 360—16《钢结构建筑规范》、我国GB 50936—2014《钢管混凝土结构技术规范》和福建省地方标准DBJ/T13-51—2010《钢管混凝土结构技术规程》计算结果，建议采用DBJ/T13-51—2010《钢管混凝土结构技术规程》对UHPCFHST柱进行承载力设计。
基金
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  • 国家自然科学基金项目(52078052)
文献
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2024年第44卷第6期
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doi: 10.13197/j.eeed.2024.0620
  • 接收时间：2023-09-08
  • 首发时间：2026-03-30
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  • 收稿日期：2023-09-08
  • 修回日期：2023-11-12
基金
国家自然科学基金项目(52078052)
作者信息
    长江大学 城市建设学院，湖北 荆州 434023

通讯作者:

杜国锋（1975—），男，教授，博士，主要从事钢管混凝土结构、长输管道结构抗震及健康监测研究。E-mail：
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鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
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