摘要
混凝土结构的裂缝控制是关系到混凝土结构能否满足耐久性与适用性要求的重要研究课题之一,但目前各国混凝土结构设计规范的裂缝控制标准和设计方法仍未及达成共识,裂缝控制标准与混凝土结构耐久性关系的研究还不够完善。本文主要从荷载作用下的裂缝宽度计算值的保证率以及基于耐久性的裂缝控制标准的模糊可靠度分析入手,对普通钢筋混凝土构件的裂缝控制标准以及钢衬钢筋混凝土压力管道外包混凝土结构轴向裂缝的控制标准的安全度设置水平进行了较为深入的研究,相关研究成果可供国内混凝土结构设计规范今后修订时借鉴和参考。主要研究成果如下。
(1)提出了不同荷载组合下裂缝宽度计算值的等效保证率的概念。以频遇组合或准永久组合下的裂缝宽度计算值与标准组合下调整短期裂缝宽度扩大系数后的裂缝宽度计算值相等效为原则,提出了不同荷载组合下裂缝宽度计算值的等效保证率的概念。利用等效保证率的概念,可以定量比较不同荷载组合下裂缝宽度计算值的安全度设置水平。针对当前正常使用极限状态的可靠度研究尚不够充分的条件下,本文所提出的不同荷载组合下裂缝宽度计算值的等效保证率指标作为一种合理的尝试,避开了较为繁琐的可靠指标计算,为裂缝控制的安全度设置水平提供了定量分析手段,为定量分析普通钢筋混凝土构件裂缝控制标准的安全度设置水平开辟了一条新途径。
(2)建立了计算单根构件裂缝宽度最大值的随机模型。利用短期裂缝宽度计算值的保证率与短期裂缝宽度扩大系数的关系,将短期裂缝宽度扩大系数视为随机变量,建立了计算单根构件裂缝宽度最大值的随机模型。
(3)建立了裂缝引起构件耐久性损伤的综合隶属函数模型。基于裂缝对混凝土结构耐久性损伤影响的研究成果,以裂缝宽度最大值与保护层厚度之比以及裂缝宽度平均值与保护层厚度之比作为控制指标,建立了裂缝引起构件耐久性损伤的综合隶属函数模型。
(4)建立了裂缝控制标准与混凝土结构耐久性之间的定量关系。根据已建立的裂缝引起构件耐久性损伤的综合隶属函数模型,利用Monte-Carlo法对GB50010-2010规范钢筋混凝土构件裂缝控制标准基于耐久性的可靠指标进行了计算分析,建立了裂缝控制标准与混凝土结构耐久性之间的定量关系。
(5)利用不同荷载组合下裂缝宽度计算值的等效保证率的概念和GB50010-2010规范钢筋混凝土构件裂缝控制标准基于耐久性的可靠度分析结果,对我国现行规范的裂缝控制标准提出了以下修订建议,可供我国现行规范今后修编时借鉴和参考：
1)宜采用荷载频遇组合计算计算钢筋混凝土构件的裂缝宽度,短期裂缝宽度计算值保证率仍宜保持为95%左右。
2)当保护层厚度c<80mm时,裂缝宽度限值[Wmax]可取为保护层厚度c的线性函数,即取[Wmax]=kc。对于潮湿大气环境,可取k=0.005；对于氯离子侵蚀环境,可取k=-0.0035。当保护层厚度c>80mm时,对于潮湿大气环境[Wmax]可取为0.40mm；对于氯离子侵蚀环境[Wmax]可取为0.30mm。
(6)利用本文所提出的等效保证率概念,对我过现行电力行业标准DL/T5141-2001《水电站应力钢管设计规范》钢衬钢筋混凝土压力管道外包混凝土结构轴向裂缝宽度计算公式的安全度设置水平进行了分析比较,进而从保证裂缝宽度计算公式具有一定的计算精度和符合一定的安全度设置水平的要求出发,对我国现行电力行业标准DL/T5141-2001关于钢衬钢筋混凝土压力管道外包混凝土结构轴向裂缝的控制标准提出了以下修订建议,可供我国现行电力行业标准DL/T5141-2001今后修编时借鉴和参考：
1)宜采用荷载标准组合计算钢衬钢筋混凝土压力管道外包混凝土结构的轴向裂缝宽度,同时提出了两套计算钢衬钢筋混凝土压力管道外包混凝土结构轴向裂缝宽度的建议公式,相应的裂缝宽度计算值的保证率约在85%-90%之间。
2)关于最大裂缝宽度的限值,采用本文建议公式一时,最大裂缝宽度限值可取为0.3mm;采用本文建议公式二时,最大裂缝宽度限值可取为0.35mm。
Concrete crack control is one of the most important issues which have great influences on structural durability and availability. However, at present the crack control criteria and design method at home and abroad have not reached an agreement, and the research about the relationship between crack control criteria and structural durability has not been perfect. With the use of guarantee rate of crack width calculation formula and the fuzzy reliability index of crack control criteria based on durability, this paper makes a deep research on the safety level of crack control criteria of reinforced concrete members as well as the axial crack conctol criteria of the steel lined reinforced concrete penstocks. The research results can be providing reference for the researchers making safety level study of crack control criteria, as well as providing guide for the revision of domestic concrete structure design specification. The main research results of this paper are as follows:
(1) One new conception named as equivalent grarantee rate of crack width calculation results under different load combinations is put forward. The equivalent grarantee rate can be gotten based on the principle that the crack width calculation result under frequent combination or quasi-permanent combination should be equal to the one under norminal combination after lowering the short-term crack width expansion coefficient. The equivalent grarantee rate can be used to reflect the safety level of crack width calculation results under different load combinations. Based on the crack width calculation formula in GB50010-2010, the equivalent grarantee rate of crack width computation results under frequent combination and quasi-permanent combination are calculated and analysized, which provides a new method to make quantitative analysis of the safety level of crack control criteria for reinforced concrete members in GB50010-2010.
(2) By taking the short-term crack width expansion coefficient as random variable whose statistical characteristic can be gotten by the relationship between short-term crack width and short-term crack width expansion coefficient, one new stochastic model for calculating maximum crack width in single member is set up.
(3) Based on the research results about the damage effects on concrete structural durability induced by cracking, by taking the ratio of maximum crack width and concrete cover as well as the ratio of average crack width and concrete cover as the state variables, one new membership function model between crack width and concrete durability damage is set up.
(4) Based on the new stochastic model for calculating maximum crack width in a single member and the membership function model between crack width and concrete durability damage provided in this paper, the reliability indexes of crack control criteria in GB50010-2010for reinforced concrete members are calculated by Monte-Carlo method, and then the quantitative relationship between crack control criteria and concrete structural durability is set up.
(5) In accordance with the equivalent grarantee rate as well as the reliability indexes of crack control criteria for reinforced concrete members based on durability in GB50010-2010, some revision suggestions for crack control criteria are provided as follows, which can be taken for reference for the current specification revision in future:
1) The crack width should be computed by frequent combination, and the short-term crack width calculation guarantee rate should be kept as95%.
2) When the concrete cover c is lower than80mm, the crack width limit [Wmax] should be taken as the linear function of concrete cover c, that is [Wmax]=kc, for humid air environment k=0.005, and for chloride environment,k=0.0035. When the concrete cover c is above80mm, the crack width limit [Wmax] should be taken as definite value, for humid air environment,[Wmax]=0.4mm, and for chloride environment,[Wmax]=0.3mm.
(6) By making use of the equivalent grarantee rate, the safety level of different crack width computation formulas for steel lined reinforced concrete penstocks are analysised and compared. Then from the perspective of satisfying the computation accuracy and safety level demand, some suggestions are provided for axial crack control criteria revision of steel lined reinforced concrete penstocks in DL/T5141-2001:
1) The crack width should be computed by characteristic combination, and two types of crack width computation formulas for steel lined reinforced concrete penstocks are presented, with the corresponding calculation guarantee rate being from85%to90%.
2) When using the first computation formula suggested in this paper to calculate crack width, the corresponding crack width limit should be taken as0.3mm. When using the second computation formula suggested in this paper to calculate crack width, the corresponding crack width limit should be taken as0.35mm.
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