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本文通过对华南海港钢筋混凝土十年暴露试验数据分析,说明在各个区域内氯离子积聚量随深度的变化均不成直线递减,潮差区的氟离子积聚量为各区域之首,大气区氯离子积聚量甚微;大致确定了水下区、潮差区、浪溅区致锈混凝土的氯离子含量值分别为0.345%混凝土、0.332%混凝土、0.178%混凝土;根据各区域所限定的混凝土的水灰比和保护层厚度值,结合菲克第二定律初步估计该枇暴露试件的锈蚀年限,与实际暴露十年的情况基本相符;尝试对《水运工程混凝土质量控制标准》中所规定的各个区域的水灰比和保护层厚度的限值进行评估其开始锈蚀的时间,认为潮差区若要达到50年的使用寿命,建议水灰比要由0.50降低至0.45,保护层厚度由50mm 增加至55mm;浪溅区粗骨料最大粒径不大于保护层厚度的2/3是妥当的;在大气区碳化是腐蚀的主要因素,50年时碳化深度不足20mm,因而大气区保护层厚度限值50mm 可适当降低。
In this paper, we analyzed the data of ten-year exposure test of South China Sea harbor reinforced concrete to show that the chloride accumulation in each area did not decrease linearly with depth, and the fluoride ion accumulation in the tidal range was the first in each area and the chloride ion The amount of accumulated chloride is 0.345%, 0.332% and 0.178% respectively in the underwater, tidal range and splash zone. According to the water of the concrete Gray ratio and the thickness of the protective layer, combined with Fick’s second law preliminary estimate of the rust exposed period of the loess specimens, and the actual exposure of the situation basically consistent with ten years; try to “water quality standards for concrete project,” each Regional water-cement ratio and protective layer thickness of the assessment of its start rust time, that the tidal range to reach 50 years of service life, the proposed water-cement ratio from 0.50 to 0.45, the thickness of the protective layer increased from 50mm To 55mm; wave splash zone coarse aggregate maximum particle size is not greater than 2/3 of the thickness of the protective layer is appropriate; carbonation in the atmosphere is the main factor of corrosion, carbonization depth less than 20mm 50 years, and thus Atmospheric zone thickness limit 50mm may be appropriate to reduce.