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Article(id=1245389866440180404, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245389858412282468, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2024.0212, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1670342400000, receivedDateStr=2022-12-07, revisedDate=1678377600000, revisedDateStr=2023-03-10, acceptedDate=null, acceptedDateStr=null, onlineDate=1774853682384, onlineDateStr=2026-03-30, pubDate=null, pubDateStr=null, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774853682384, onlineIssueDateStr=2026-03-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774853682384, creator=13701087609, updateTime=1774853682384, updator=13701087609, issue=Issue{id=1245389858412282468, tenantId=1146029695717560320, journalId=1241701559352995854, year='2024', volume='44', issue='2', pageStart='1', pageEnd='232', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1774853680470, creator=13701087609, updateTime=1774854277127, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1245392361031840387, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245389858412282468, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1245392361031840388, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245389858412282468, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=108, endPage=115, ext={EN=ArticleExt(id=1245389866826056382, articleId=1245389866440180404, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Experimental study on flexural performance of reinforced concrete beams with HRB635 high-strength reinforcement, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

Flexural performance tests on 11 beams of full-scale reinforced concrete (RC) with HRB635 high-strength reinforcement were carried out to investigate their damage mechanism, failure mode as well as strength and ductility. The feasibility of the Chinese code formulae for calculating the ultimate flexural load bearing capacity and the maximum crack width of flexural components was also assessed for RC beams with high-strength reinforcement. The results indicate that the mechanical behavior and damage mechanism of the RC beams with HRB635 high-strength reinforcement are basically identical to those of RC beams with common reinforcement. The tensile high-strength reinforcements yielded first, then the compressive concrete crushed, and the tensile strength of the high-strength reinforcements can be fully utilized. The ultimate flexural moments of the test specimens calculated by the Chinese code were close to those of the test values, indicating that the flexural load bearing capacity of the beams with high-strength reinforcement can still be calculated according to the current Chinese code. The tested maximum crack widths of the specimens under serviceability limit state all exceeded the limit value of flexural structural components under short-term load, indicating that the design of RC beams with high-strength reinforcements may be controlled by the serviceability limit state rather than ultimate limit state. The calculated maximum crack widths were close to the tested ones, while the calculated results were slightly larger.

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对11根配置HRB635高强钢筋的足尺混凝土梁进行受弯性能试验，研究了配置HRB635高强钢筋梁的受力过程、破坏模式以及承载力和变形能力，并评估了我国混凝土规范中受弯构件受弯承载力和最大裂缝宽度计算公式在高强钢筋混凝土梁中的适用性。试验结果表明：配置HRB635高强钢筋的混凝土梁受力性能和破坏形态与普通钢筋混凝土梁基本一致，均为高强钢筋首先受拉屈服，最后受压区混凝土压碎破坏，高强钢筋的强度能够充分发挥；根据我国混凝土规范计算得到的试验梁的极限弯矩值与实测值之间较为接近，说明高强钢筋梁的正截面受弯承载力仍可按现行混凝土规范进行计算；正常使用极限状态下试验梁的最大裂缝宽度均超过了短期荷载作用下受弯构件的裂缝宽度限值，说明高强钢筋梁的设计存在由正常使用极限状态而非承载能力极限状态控制的情况；按照混凝土规范中最大裂缝宽度的计算公式计算结果与实测结果差别不大，计算值略大于实测值。

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种迅（1978—），女，教授，博士，主要从事工程结构抗震和预制混凝土结构方面的研究。E-mail：
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宋鹏程（1998—），男，硕士，主要从事工程结构抗震和预制混凝土结构方面的研究。E-mail：

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宋鹏程（1998—），男，硕士，主要从事工程结构抗震和预制混凝土结构方面的研究。E-mail：

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宋鹏程（1998—），男，硕士，主要从事工程结构抗震和预制混凝土结构方面的研究。E-mail：

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(in Chinese), articleTitle=null, refAbstract=null), Reference(id=1245389884807037587, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, doi=null, pmid=null, pmcid=null, year=2018, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[18], rfOrder=30, authorNames=null, journalName=null, refType=null, unstructuredReference=GB 50068—2018建筑结构可靠性设计统一标准[S]. 北京：中国建筑工业出版社，2018., articleTitle=null, refAbstract=null), Reference(id=1245389884899312283, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, doi=null, pmid=null, pmcid=null, year=2018, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[18], rfOrder=31, authorNames=null, journalName=null, refType=null, unstructuredReference=GB 50068—2018 Unified standard for reliability design of building structures[S]. Beijing: China Architecture & Building Press, 2018. (in Chinese), articleTitle=null, refAbstract=null), Reference(id=1245389884970615452, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, doi=null, pmid=null, pmcid=null, year=2005, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[19], rfOrder=32, authorNames=蔡中民, journalName=混凝土结构试验与检测技术, refType=null, unstructuredReference=蔡中民. 混凝土结构试验与检测技术[M]. 北京：机械工业出版社，2005., articleTitle=null, refAbstract=null), Reference(id=1245389885100638879, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, doi=null, pmid=null, pmcid=null, year=2005, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[19], rfOrder=33, authorNames=CAI Zhongmin, journalName=Test and detection technology of concrete structure, refType=null, unstructuredReference=CAI Zhongmin. Test and detection technology of concrete structure[M]. Beijing: China Machine Press, 2005. 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tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Fig. 1, caption=Geometry and reinforcement of specimens, figureFileSmall=igvMqFJy4PwEhckR2aaWxA==, figureFileBig=UpybOlYs6Dd4tUqx9EDncg==, tableContent=null), ArticleFig(id=1245389878289088749, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=图1, caption=试件几何尺寸及配筋, figureFileSmall=igvMqFJy4PwEhckR2aaWxA==, figureFileBig=UpybOlYs6Dd4tUqx9EDncg==, tableContent=null), ArticleFig(id=1245389878616244485, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Fig. 2, caption=Test loading setup, figureFileSmall=qA4HSlZkAZ5chCmFb4r9Bg==, figureFileBig=GVyTvRYfga/PE2fM7OqEcQ==, tableContent=null), ArticleFig(id=1245389878704324877, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=图2, caption=试验加载装置, figureFileSmall=qA4HSlZkAZ5chCmFb4r9Bg==, figureFileBig=GVyTvRYfga/PE2fM7OqEcQ==, tableContent=null), ArticleFig(id=1245389878813376791, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Fig. 3, caption=Crack distribution and damage pattern of test beams, figureFileSmall=1QwWYOcc5t4JY8RDoM9eOA==, figureFileBig=YjjmB9C6SwYd+XybQIs8/w==, tableContent=null), ArticleFig(id=1245389878914040095, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=图3, caption=试验梁裂缝分布和破坏模式, figureFileSmall=1QwWYOcc5t4JY8RDoM9eOA==, figureFileBig=YjjmB9C6SwYd+XybQIs8/w==, tableContent=null), ArticleFig(id=1245389879027286313, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Fig. 4, caption=Damage mode of test beams, figureFileSmall=pjkZvrCtXrMEacLEOay2Fg==, figureFileBig=t/0bCb6aJvUeWLnxSC1PIQ==, tableContent=null), ArticleFig(id=1245389879165698354, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=图4, caption=试验梁破坏形态, figureFileSmall=pjkZvrCtXrMEacLEOay2Fg==, figureFileBig=t/0bCb6aJvUeWLnxSC1PIQ==, tableContent=null), ArticleFig(id=1245389879283138879, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Fig. 5, caption=Bending moment-deflection relationship curves of the test beams, figureFileSmall=lHVd+Eq5AP6gPp+hduJdNQ==, figureFileBig=ZL4kdIsOicjwV4/mEZZkgg==, tableContent=null), ArticleFig(id=1245389879408968008, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=图5, caption=试验梁弯矩-挠度关系曲线, figureFileSmall=lHVd+Eq5AP6gPp+hduJdNQ==, figureFileBig=ZL4kdIsOicjwV4/mEZZkgg==, tableContent=null), ArticleFig(id=1245389879706763610, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Fig. 6, caption=Comparison of bending moment-deflection curves of beams with different concrete strength, figureFileSmall=Gha8kyI/qbs4HEZsW+aVWg==, figureFileBig=axSY9JTsW1syDY5/39R3Iw==, tableContent=null), ArticleFig(id=1245389879836787044, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=图6, caption=不同混凝土强度下梁弯矩-挠度曲线对比, figureFileSmall=Gha8kyI/qbs4HEZsW+aVWg==, figureFileBig=axSY9JTsW1syDY5/39R3Iw==, tableContent=null), ArticleFig(id=1245389879987781999, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Table 1, caption=

Design parameters of specimens

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试件编号纵筋直径/mm纵筋根数纵筋配筋率/%混凝土强度等级
B1-18-A-401830.74C40
B2-25-B-402520.96C40
B3-22-C-402231.11C40
B4-25-D-402531.44C40
B5-22-A-402220.74C40
B6-20-B-402030.92C40
B7-22-D-402241.48C40
B8-25-E-402541.93C40
B9-22-C-602231.11C60
B10-22-D-602241.48C60
B11-25-D-602531.44C60
), ArticleFig(id=1245389880105222520, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=表1, caption=

试验试件设计参数

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号纵筋直径/mm纵筋根数纵筋配筋率/%混凝土强度等级
B1-18-A-401830.74C40
B2-25-B-402520.96C40
B3-22-C-402231.11C40
B4-25-D-402531.44C40
B5-22-A-402220.74C40
B6-20-B-402030.92C40
B7-22-D-402241.48C40
B8-25-E-402541.93C40
B9-22-C-602231.11C60
B10-22-D-602241.48C60
B11-25-D-602531.44C60
), ArticleFig(id=1245389880218468735, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Table 2, caption=

Mechanical properties of steel bars

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钢筋强度等级直径d/mm屈服强度fy/MPa抗拉强度fu/MPa伸长率δ/%
HRB40010519.00585.6720.61
HRB63512646.67825.1520.33
HRB63518654.70819.1920.66
HRB63520657.20842.3018.55
HRB63522641.42832.6718.87
HRB63525636.12816.2719.88
), ArticleFig(id=1245389880365269380, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=表2, caption=

钢筋材料性能

, figureFileSmall=null, figureFileBig=null, tableContent=
钢筋强度等级直径d/mm屈服强度fy/MPa抗拉强度fu/MPa伸长率δ/%
HRB40010519.00585.6720.61
HRB63512646.67825.1520.33
HRB63518654.70819.1920.66
HRB63520657.20842.3018.55
HRB63522641.42832.6718.87
HRB63525636.12816.2719.88
), ArticleFig(id=1245389880461738378, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Table 3, caption=

Characteristic values of the mechanical behavior of specimens

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试件编号开裂点屈服点峰值点极限点延性系数
Mcr/（kN•m）Δcr/mmMy/（kN•m）Δy/mmMp/（kN•m）Δp/mmMu/（kN•m）Δu/mmΔu/Δy
B1-18-A-4038.443.53175.8832.06212.1880.00180.4104.693.26
B2-25-B-4041.182.83222.6332.08252.0064.00214.270.362.19
B3-22-C-4038.652.71291.6133.25320.2556.86272.273.302.20
B4-25-D-4040.362.54307.7934.17329.2547.22279.959.371.74
B5-22-A-4038.514.43211.2835.08237.0084.55201.5102.202.91
B6-20-B-4041.864.21239.9830.13260.2570.23221.282.662.75
B7-22-D-4048.272.76305.4330.46325.5045.30276.751.371.69
B8-25-E-4046.572.45414.3935.52451.5060.00383.866.271.87
B9-22-C-6041.162.66286.8843.34321.7590.00273.596.122.81
B10-22-D-6047.162.42333.8738.15363.7577.16309.283.012.32
B11-25-D-6042.782.41377.1436.59401.2582.21341.186.622.53
), ArticleFig(id=1245389880566595982, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=表3, caption=

试件受力特征值

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号开裂点屈服点峰值点极限点延性系数
Mcr/（kN•m）Δcr/mmMy/（kN•m）Δy/mmMp/（kN•m）Δp/mmMu/（kN•m）Δu/mmΔu/Δy
B1-18-A-4038.443.53175.8832.06212.1880.00180.4104.693.26
B2-25-B-4041.182.83222.6332.08252.0064.00214.270.362.19
B3-22-C-4038.652.71291.6133.25320.2556.86272.273.302.20
B4-25-D-4040.362.54307.7934.17329.2547.22279.959.371.74
B5-22-A-4038.514.43211.2835.08237.0084.55201.5102.202.91
B6-20-B-4041.864.21239.9830.13260.2570.23221.282.662.75
B7-22-D-4048.272.76305.4330.46325.5045.30276.751.371.69
B8-25-E-4046.572.45414.3935.52451.5060.00383.866.271.87
B9-22-C-6041.162.66286.8843.34321.7590.00273.596.122.81
B10-22-D-6047.162.42333.8738.15363.7577.16309.283.012.32
B11-25-D-6042.782.41377.1436.59401.2582.21341.186.622.53
), ArticleFig(id=1245389880663064981, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Table 4, caption=

Comparison between tested and calculated values of flexural bearing capacity

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号Mc/（kN•m）Mt/（kN•m）Mt/Mc
B1-18-A-40192.0212.21.11
B2-25-B-40233.5252.01.08
B3-22-C-40270.3320.31.18
B4-25-D-40334.5329.30.98
B5-22-A-40186.6237.01.27
B6-20-B-40226.4260.31.15
B7-22-D-40347.6325.50.94
B8-25-E-40424.9451.51.06
B9-22-C-60276.1321.81.17
B10-22-D-60357.9363.81.02
B11-25-D-60343.9401.31.17
), ArticleFig(id=1245389880788894108, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=表4, caption=

受弯承载力实测值与计算值对比

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号Mc/（kN•m）Mt/（kN•m）Mt/Mc
B1-18-A-40192.0212.21.11
B2-25-B-40233.5252.01.08
B3-22-C-40270.3320.31.18
B4-25-D-40334.5329.30.98
B5-22-A-40186.6237.01.27
B6-20-B-40226.4260.31.15
B7-22-D-40347.6325.50.94
B8-25-E-40424.9451.51.06
B9-22-C-60276.1321.81.17
B10-22-D-60357.9363.81.02
B11-25-D-60343.9401.31.17
), ArticleFig(id=1245389880897946018, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=EN, label=Table 5, caption=

Measured and calculated maximum crack widths of specimens under service ability limit state

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号Mq/（kN•m）
B1-18-A-40106.000.340.321.06
B2-25-B-40126.000.320.340.94
B3-22-C-40160.100.310.330.94
B4-25-D-40164.600.270.241.13
B5-22-A-40118.500.380.430.88
B6-20-B-40131.250.340.321.06
B7-22-D-40162.750.280.211.33
B8-25-E-40223.880.210.230.91
B9-22-C-60160.880.330.311.06
B10-22-D-60183.000.290.231.26
B11-25-D-60200.400.330.301.10
), ArticleFig(id=1245389881036358058, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245389866440180404, language=CN, label=表5, caption=

试件正常使用极限状态实测及计算最大裂缝宽度

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号Mq/（kN•m）
B1-18-A-40106.000.340.321.06
B2-25-B-40126.000.320.340.94
B3-22-C-40160.100.310.330.94
B4-25-D-40164.600.270.241.13
B5-22-A-40118.500.380.430.88
B6-20-B-40131.250.340.321.06
B7-22-D-40162.750.280.211.33
B8-25-E-40223.880.210.230.91
B9-22-C-60160.880.330.311.06
B10-22-D-60183.000.290.231.26
B11-25-D-60200.400.330.301.10
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配置HRB635高强钢筋的混凝土梁受弯性能试验研究
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宋鹏程 1 , 沈毅 2 , 种迅 1 , 叶献国 1 , 蒋庆 1 , 沙慧玲 1 , 陈子星 1
地震工程与工程振动 | 2024,44(2): 108-115
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地震工程与工程振动 | 2024, 44(2): 108-115
配置HRB635高强钢筋的混凝土梁受弯性能试验研究
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宋鹏程1 , 沈毅2, 种迅1 , 叶献国1, 蒋庆1, 沙慧玲1, 陈子星1
作者信息
  • 1.合肥工业大学 土木与水利工程学院，安徽 合肥 230009
  • 2.安徽省高速地产集团有限公司，安徽 合肥 230061

    • 宋鹏程（1998—），男，硕士，主要从事工程结构抗震和预制混凝土结构方面的研究。E-mail：

通讯作者:

种迅（1978—），女，教授，博士，主要从事工程结构抗震和预制混凝土结构方面的研究。E-mail：
Experimental study on flexural performance of reinforced concrete beams with HRB635 high-strength reinforcement
Pengcheng SONG1 , Yi SHEN2, Xun CHONG1 , Xianguo YE1, Qing JIANG1, Huiling SHA1, Zixing CHEN1
Affiliations
  • 1.College of Civil Engineering, Hefei University of Technology, Hefei 230009, China
  • 2.Anhui High-Way Real Estate Group Co., Ltd., Hefei 230061, China
doi: 10.13197/j.eeed.2024.0212
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摘要
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对11根配置HRB635高强钢筋的足尺混凝土梁进行受弯性能试验，研究了配置HRB635高强钢筋梁的受力过程、破坏模式以及承载力和变形能力，并评估了我国混凝土规范中受弯构件受弯承载力和最大裂缝宽度计算公式在高强钢筋混凝土梁中的适用性。试验结果表明：配置HRB635高强钢筋的混凝土梁受力性能和破坏形态与普通钢筋混凝土梁基本一致，均为高强钢筋首先受拉屈服，最后受压区混凝土压碎破坏，高强钢筋的强度能够充分发挥；根据我国混凝土规范计算得到的试验梁的极限弯矩值与实测值之间较为接近，说明高强钢筋梁的正截面受弯承载力仍可按现行混凝土规范进行计算；正常使用极限状态下试验梁的最大裂缝宽度均超过了短期荷载作用下受弯构件的裂缝宽度限值，说明高强钢筋梁的设计存在由正常使用极限状态而非承载能力极限状态控制的情况；按照混凝土规范中最大裂缝宽度的计算公式计算结果与实测结果差别不大，计算值略大于实测值。

HRB635高强钢筋  /  钢筋混凝土梁  /  受弯性能  /  试验研究

Flexural performance tests on 11 beams of full-scale reinforced concrete (RC) with HRB635 high-strength reinforcement were carried out to investigate their damage mechanism, failure mode as well as strength and ductility. The feasibility of the Chinese code formulae for calculating the ultimate flexural load bearing capacity and the maximum crack width of flexural components was also assessed for RC beams with high-strength reinforcement. The results indicate that the mechanical behavior and damage mechanism of the RC beams with HRB635 high-strength reinforcement are basically identical to those of RC beams with common reinforcement. The tensile high-strength reinforcements yielded first, then the compressive concrete crushed, and the tensile strength of the high-strength reinforcements can be fully utilized. The ultimate flexural moments of the test specimens calculated by the Chinese code were close to those of the test values, indicating that the flexural load bearing capacity of the beams with high-strength reinforcement can still be calculated according to the current Chinese code. The tested maximum crack widths of the specimens under serviceability limit state all exceeded the limit value of flexural structural components under short-term load, indicating that the design of RC beams with high-strength reinforcements may be controlled by the serviceability limit state rather than ultimate limit state. The calculated maximum crack widths were close to the tested ones, while the calculated results were slightly larger.

HRB635 high-strength reinforcement  /  reinforced concrete beam  /  flexural performance  /  experimental study
宋鹏程, 沈毅, 种迅, 叶献国, 蒋庆, 沙慧玲, 陈子星. 配置HRB635高强钢筋的混凝土梁受弯性能试验研究. 地震工程与工程振动, 2024 , 44 (2) : 108 -115 . DOI: 10.13197/j.eeed.2024.0212
Pengcheng SONG, Yi SHEN, Xun CHONG, Xianguo YE, Qing JIANG, Huiling SHA, Zixing CHEN. Experimental study on flexural performance of reinforced concrete beams with HRB635 high-strength reinforcement[J]. Earthquake Engineering and Engineering Dynamics, 2024 , 44 (2) : 108 -115 . DOI: 10.13197/j.eeed.2024.0212
正文
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0　引言
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用高强钢筋替代普通钢筋可以减少钢筋用量，节约资源，同时钢筋的排布方式更为灵活，也可便于施工，因此，在高层、超高层及大跨重载结构中具有较广阔的应用前景[1-2]。目前，我国GB 50010—2010《混凝土结构设计规范》[3]中可使用的钢筋最大强度等级为500 MPa，实际工程中主筋普遍采用400 MPa级钢筋，相较于美国、欧洲、新西兰等国家和地区仍然偏低[4]。近年来，我国已具备了600 MPa级钢筋的生产能力。2018年发布的规范GB/T 1499.2—2018《钢筋混凝土用钢第2部分：热轧带肋钢筋》[5]中也新增了600 MPa级高强钢筋的部分应用规定。我国钢铁企业研发的HRB635钢筋具有更高的强度，且具有较好的塑性和较高的强屈比，已在部分工程中得到了示范应用。然而，由于对采用这类钢筋的混凝土构件的受力性能和设计计算方法的研究尚不够成熟和完善[6-8]，我国GB 50010—2010《混凝土结构设计规范》[3]中尚未引入600 MPa级及以上钢筋。
为在钢筋混凝土受弯构件中应用600 MPa及以上高强钢筋，需解决以下主要问题：一是了解这类钢筋混凝土受弯构件受力机理、损伤模式、承载力和变形能力特性，以及关键参数影响规律与普通钢筋混凝土受弯构件之间是否存在差异；二是评估我国现行混凝土规范中基于普通钢筋混凝土构件给出的受弯承载力计算公式、最大裂缝宽度计算公式等的适用性。
针对上述问题，国内外学者已展开了部分研究。戎贤等[9]对配置600 MPa级钢筋的混凝土梁进行受弯性能试验研究，研究结果表明，配置600 MPa钢筋混凝土梁受弯力学性能和普通钢筋混凝土受弯梁基本相同，其受弯承载力、挠度可按现有规范中相应计算公式计算。熊浩等[10]对配置HRB600钢筋混凝土梁进行了受弯性能试验，研究表明HRB600钢筋强度能够充分发挥，并使试件延性较好。陈晨等[11]、王新玲等[12]对我国GB 50010—2010《混凝土结构设计规范》[3]中规定的受弯承载力以及挠度和裂缝宽度计算公式是否依然适用于配置600 MPa级钢筋混凝土梁开展试验研究。研究结果均表明其受弯承载力、挠度仍可按现有GB 50010—2010《混凝土结构设计规范》中计算公式计算，不同的是陈晨等[11]发现最大裂缝宽度计算值比试验值偏大，王新玲等[12]则结论相反。孙传智等[13]通过试验发现配置600 MPa级高强钢筋混凝土梁裂缝宽度计算值比试验值偏小，并提出修正方法。HUANG[14]收集了1 309组裂缝试验数据，系统评估了高强钢筋梁和普通钢筋梁在正常使用极限状态下的最大裂缝宽度，并提出了控制混凝土构件最大裂缝宽度的设计方法。ALDABAGH等[15]研究了不同混凝土强度和钢纤维掺量对高强钢筋混凝土梁抗弯性能的影响，试验结果表明：提高混凝土抗压强度对于高强钢筋混凝土梁的抗弯承载力贡献最大，添加钢纤维可以有效控制裂缝宽度。
尽管已有对这类钢筋混凝土梁的研究，但仍不够充分。由于试件数量较少，部分针对我国现行混凝土规范中裂缝宽度计算公式在这类构件中的适用性研究甚至得出相反的结论。此外，上述研究所采用的钢筋强度大多为600 MPa，针对更高强度的635 MPa钢筋的研究相对更少。基于此，本文对11根纵筋采用635 MPa级钢筋的混凝土梁进行了静力加载试验，研究了这类构件的受力性能和破坏模式及现有公式的适用性，为635 MPa级高强钢筋在实际工程的推广应用提供一定理论依据。
1　试验概况
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1.1　试件设计及制作
试验试件均按照适筋梁进行设计。试验以纵筋配筋率、纵筋直径和混凝土强度为主要参数，共设计制作了11根高强钢筋混凝土梁，试件具体参数如表1所示。表中试件按照梁号、钢筋直径、纵筋配筋率等级、混凝土强度等级的规则进行编号。例如，B11-25-D-60代表该试验梁纵筋直径为25 mm，纵筋配筋率为D级别（1.44%~1.48%），混凝土强度等级为C60。所有试件的截面尺寸均为250 mm×450 mm，长度为4800 mm，试验跨度为4500 mm。采用635 MPa级高强钢筋作为混凝土梁底部的纵筋和上部架立筋，采用400 MPa级钢筋作为箍筋。混凝土强度取C40和C60。试件具体尺寸及配筋构造如图1所示。
1.2　材料力学性能
11根高强钢筋梁分两批采用强度等级为C40和C60的混凝土浇筑而成，每批次混凝土在浇筑试件的同时各预留3个尺寸为150 mm×150 mm×150 mm的立方体混凝土试块并与试件同条件养护，实测C40和C60混凝土立方体抗压强度分别为37.12、47.33 MPa。不同型号的钢筋实测力学性能如表2所示。
1.3　加载及量测方案
采用液压千斤顶和分配梁进行两点对称集中加载。试验加载装置如图2所示。根据GB/T 50152—2012《混凝土结构试验方法标准》[16]的规定，试验正式加载前先进行预加载，正式加载采用力-位移混合控制加载。待每级荷载和裂缝稳定后进行数据采集，用裂缝观测仪测量裂缝宽度并记录试验数据。主要量测数据为：荷载、钢筋与混凝土应变、跨中及两加载点处位移、两支座处位移及每级荷载作用下的裂缝宽度、裂缝间距和裂缝发展情况。
2　试验现象
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各试验梁破坏形态相似，均表现为受拉钢筋先屈服，此后荷载增长缓慢，挠度迅速增长，裂缝明显变宽，最终由于受压区混凝土压碎而破坏。试件破坏前有明显的预兆，均为延性破坏。配筋率较高的试件，在临近破坏时受压区混凝土碎块迸出且伴随较大的声响，混凝土压碎范围较大。11根试验梁的总体裂缝分布情况和破坏模式及典型试件的破坏形态如图3、图4所示。
3　试验结果及分析
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3.1　试件荷载-挠度关系曲线
试验梁的跨中弯矩-挠度关系曲线如图5所示。其中，计算跨中弯矩时，考虑了千斤顶、分载梁等加载装置的自重。可以看出，构件的受力过程以及曲线形式均与配普通钢筋混凝土适筋梁相同，可分为未裂阶段、带裂缝工作阶段和破坏阶段3个受力阶段。受压区混凝土压碎后，曲线进入下降段。
3.2　承载力和变形能力
11根试验梁荷载-挠度关系曲线上关键点处的受力特征值，如表3所示。其中，屈服点采用作图法[17]得出。
将相同配筋率等级的试件用相同颜色表示，如图5所示。由表3和图5可知，不同配筋率试件初始刚度差别不大，但随配筋率的增加，试验梁开裂后刚度逐渐增加，屈服和极限弯矩也逐渐增大。同时，试件的延性系数有随配筋率增加而逐渐降低的趋势。
本试验以混凝土强度为变量共设计3组对照组，每个对照组中试件混凝土强度分别为C40和C60，其他参数均相同。将这3组对照组的荷载-挠度曲线单独对比，如图6所示。由图可知，混凝土强度对试件各特征点荷载的影响不明显，对照组1中两试件承载力差别不大，对照组2和对照组3中C60混凝土试件承载力高于C40混凝土试件。此外，由于随混凝土强度的提高，截面受压区高度减小，相应的极限曲率增加，试件的变形能力因此有所增加。
3.3　钢筋应变及正截面受弯承载力分析
根据我国GB 50010—2010《混凝土结构设计规范》[3]中受弯构件极限弯矩计算公式，采用实测材料强度计算得到试验梁极限弯矩计算值Mc，并与实测值Mt（表3中的峰值点弯矩，即Mp值）进行对比，如表4所示。由表中数值计算可知，Mt/Mc的平均值为1.1，变异系数为0.07，两者之间符合良好，说明现行混凝土规范中的相关公式仍适用于计算配置635 MPa高强钢筋混凝土梁的正截面受弯承载力，且计算结果略偏于安全。
3.4　正常使用极限状态下最大裂缝宽度
在进行裂缝宽度分析前需确定各试件的正常使用极限状态设计对应的弯矩Mq值。
我国现行GB 50068—2018《建筑结构可靠度设计统一标准》[18]规定，持久设计状况下进行结构或结构构件承载能力极限状态设计时，应采用作用的基本组合。不考虑预应力作用和考虑结构设计使用年限的荷载调整系数，将作用与作用效应按线性关系考虑，基本组合的效应设计值Sd可表示为
式中：SGik为按第i个永久荷载标准值Gik计算的荷载效应值；SQ1k为按第1个可变荷载标准值Q1k计算的荷载效应值；SQjk为按第j个可变荷载标准值Qjk计算的荷载效应值；γGi为第i个永久荷载的分项系数，取1.3；γQ1和γQj分别为第一个和第j个可变荷载的分项系数，取1.5；γL1和γLj分别为第一个和第j个考虑结构设计使用年限的荷载调整系数；ψCj为第j个可变荷载的组合系数，一般情况下取0.7。
我国混凝土规范规定，钢筋混凝土构件的裂缝宽度应按荷载的准永久组合计算并考虑长期作用的影响。当作用与作用效应按线性关系考虑时，准永久组合的效应设计值按下式确定：
式中：ψqj为第j个可变荷载的准永久值系数。
假定结构的安全等级为二级，且仅考虑一个可变荷载。近似取准永久值系数0.5，且考虑较为不利的情况，取永久作用效应与可变作用效应的比值为3。将式（1）除以式（2），可得基本组合的效应设计值和准永久组合的效应设计值的比值，即综合分项系数γ为1.54。
再进一步考虑结构重要性系数γ0，以及考虑极限弯矩试验值与计算值误差的承载能力检验系数γu（取1.3）[19]，可以根据各试件的实测极限弯矩值Mu，得到构件正常使用极限状态计算对应的弯矩Mq：
试验得到各试件的Mq值以及相对应的最大裂缝宽度如表5所示。我国规范规定一类环境下正常使用极限状态下裂缝宽度限值为0.3 mm。考虑荷载长期作用对裂缝宽度的放大系数1.5，则短期荷载下裂缝宽度限值为0.2 mm。由表5可知，所有试件最大裂缝宽度均超过了限值的要求，说明采用高强钢筋的混凝土受弯构件的设计存在由正常使用极限状态而非承载能力极限状态控制的情况。
此外，表5中还列出了采用我国混凝土结构设计规范中公式计算得到的短期荷载作用下最大裂缝宽度值（），以及实测和计算得到最大裂缝宽度值的比值。计算可知，的均值为1.06，均方差为0.14。可见，计算值和实测值差别不大，存在一定离散性，最大裂缝宽度计算值略小于实测值。
4　结论
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本文进行了11根配置HRB635高强钢筋的混凝土梁受弯性能试验，根据试验结果，分析了各试件的破坏形态、承载力和变形能力等，主要得到以下结论：
1）配置HRB635钢筋混凝土梁的裂缝开展和破坏形态与普通钢筋混凝土梁基本一致，HRB635高强纵筋在梁受压区混凝土压碎破坏前均先屈服，高强钢筋的强度得到充分发挥。
2）配置HRB635钢筋混凝土梁的正截面受弯承载力仍然可以按照现行混凝土规范中的公式进行计算。
3）所有试件最大裂缝宽度超出了一类环境下正常使用极限状态下的裂缝宽度限值，说明采用高强钢筋的混凝土受弯构件的设计存在由正常使用极限状态而非承载能力极限状态控制的情况。
4）采用我国混凝土规范方法计算得到试件短期荷载作用下最大裂缝计算值和实测值差别不大，存在一定离散性，最大裂缝宽度计算值略小于实测值。
基金
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  • 安徽省重点研究与开发计划项目(202104a07020022)
文献
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2024年第44卷第2期
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doi: 10.13197/j.eeed.2024.0212
  • 接收时间：2022-12-07
  • 首发时间：2026-03-30
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  • 收稿日期：2022-12-07
  • 修回日期：2023-03-10
基金
安徽省重点研究与开发计划项目(202104a07020022)
作者信息
    1.合肥工业大学 土木与水利工程学院，安徽 合肥 230009
    2.安徽省高速地产集团有限公司，安徽 合肥 230061

通讯作者:

种迅（1978—），女，教授，博士，主要从事工程结构抗震和预制混凝土结构方面的研究。E-mail：
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