塑钢纤维轻骨料混凝土氯离子渗透性试验研究

采用快速氯离子迁移系数法(RCM)对塑钢纤维轻骨料混凝土氯离子渗透性进行研究,主要考察了塑钢纤维掺量、陶粒类型和陶粒预湿时间三个影响因素对氯离子掺透性的影响.研究结果表明,塑钢纤维轻骨料混凝土氯离子扩散系数随纤维掺量的增大而减小,且掺量为9 kg/m3时,氯离子扩散系数值最小;相较于粉煤灰陶粒,页岩陶粒制备的塑钢纤维轻骨料混凝土氯离子扩散系数更低;陶粒预湿时间对塑钢纤维轻骨料混凝土的氯离子扩散系数影响不大,但未掺纤维的轻骨料混凝土氯离子扩散系数随陶粒预湿时间的增加而增大.     

蒸养混凝土抗氯离子渗透性能的试验研究

采用德国Aachen工业大学建筑材料研究所的氯离子电迁移快速试验方法(RCM)测定蒸养混凝土中氯离子非稳定态快速迁移的扩散系数,研究了粉煤灰掺量和水胶比对蒸养混凝土抗氯离子渗透性能的影响.试验结果表明:蒸养混凝土抗氯离子渗透性能低于相应标养混凝土,掺入粉煤灰后,可以显著改善蒸养混凝土抗氯离子渗透性能;混凝土的抗氯离子渗透性能随水胶比的减小而提高.     

粉煤灰高强混凝土氯离子扩散性能的试验研究

采用NT BUILD492测试方法研究粉煤灰对高强混凝土的氯离子渗透性能的影响.测试了水泥-粉煤灰体系净浆的相容性、水胶比为0.28的混凝土的抗压强度以及氯离子渗透性.结果表明,掺加粉煤灰可以降低净浆的超塑化剂饱和点掺量.56d时掺粉煤灰的混凝土的抗压强度已超过基准混凝土.粉煤友取代水泥降低了氯离子扩散系数,在后期尤为明显.试验数据拟合得出,氯离子扩散系数与养护龄期有很好的相关性.而且,粉煤灰取代量20%时,氯离子扩散系数最小、线形相关性最好,相关指数达到0.998.     

纤维混凝土抗压强度与氯离子扩散系数相关性研究

选取了六种常用的工程纤维,开展纤维混凝土氯离子扩散系数测试与抗压强度试验,研究分析纤维品种及龄期对混凝土抗压强度和氯离子扩散系数的影响,建立纤维混凝土抗压强度和氯离子扩散系数的定量关系.研究结果表明:纤维的掺入,提高了混凝土的抗压强度,降低了混凝土的氯离子扩散系数.纤维混凝土抗压强度随氯离子扩散系数的增大呈线性递减趋势.实际工程中,可基于混凝土抗压强度与氯离子扩散系数试验,预先建立混凝土抗压强度与氯离子扩散系数间的相关关系曲线,通过结构混凝土抗压强度检测结果,间接得到结构混凝土的氯离子扩散系数,及时掌握混凝土抗渗性能的变化情况.     

荷载裂缝和养护龄期对混凝土内氯离子传输影响研究

为了分析实际荷载和氯盐侵蚀环境共同作用下开裂混凝土结构的耐久性能,通过弯曲开裂和预压开裂两种方式制备出两类开裂混凝土构件,采用RCM试验法研究了开裂混凝土构件中氯离子的传输特性,并深入分析了荷载裂缝和养护龄期对氯离子传输过程的影响.研究结果表明,裂缝的存在加剧了氯离子在裂缝位置及其周围10 mm范围混凝土内的传输进程,且裂缝对氯离子传输的影响范围随着裂缝宽度的增大而增大;从受弯开裂构件中得到的弯曲开裂试件,当最大裂缝宽度小于0.3 mm时仍可采用RCM法进行传输性能分析,而预压开裂试件的裂缝宽度大于0.12 mm时,已不宜采用RCM法进行分析;随着养护龄期的增加,预压开裂混凝土试件的氯离子传输能力在裂缝周围略有降低,在离裂缝距离超过10 mm后,氯离子传输能力降低明显.综合现有研究结果得出,利用裂缝宽度w的二次多项式函数表征两类开裂混凝土构件的氯离子扩散系数劣化特性是可行的.     

Permit法研究氯离子渗透性及其与混凝土孔隙率的关系(英文)

应用渗透法(permeation migration,Permit)及快速氯离子迁移法(rapid chloride migration,RCM)研究了水胶比及粉煤灰掺量对混凝土抗氯离子渗透性的影响。通过对比试验,分析了Permit方法与RCM方法试验结果之间的相关性。采用可蒸发水含量法测试了混凝土相应的孔隙率,分析了Permit试验结果与混凝土孔隙率的关系。结果表明:Permit试验测定的混凝土氯离子渗透性指标与RCM试验结果及粗毛细孔孔隙率均具有良好的对应关系。由于是无损检测方法,用于现场测试Permit方法比RCM法更具优越性。     

水灰比对混凝土氯离子扩散系数和碳化速率影响的试验研究

氯离子扩散系数和碳化速率是表征混凝土耐久性的主要指标.通过氯盐浸泡和快速碳化试验,基于试验检测和数据分析,研究了水灰比对氯离子扩散系数和碳化速率系数的影响规律.试验结果表明,水灰比越大,氯离子扩散系数越大,但水灰比过小时水灰比对扩散系数的影响程度降低;水灰比越大,混凝土碳化速度越快.碳化速率系数与水灰比成线性关系.结合试验数据并通过现有模型对比分析,给出较为合理的粉煤灰影响系数表达式和建议取值.     

大掺量矿物掺合料混凝土的渗透性指标相关性研究

本文通过四种渗透性测试方法(氯离子扩散系数、电通量、气体渗透性系数和毛细管吸附率)系统研究了大掺量矿物掺合料混凝土的渗透性能,探讨了大掺量矿物掺合料混凝土四种表征渗透性指标之间的相关性。结果表明大掺量矿物掺合料混凝土氯离子扩散系数与其电通量之间的相关性系数R2=0.954,相关性最好;大掺量矿物掺合料混凝土氯离子扩散系数与其气体渗透性系数之间的相关性系数R2=0.889,相关性较好;大掺量矿物掺合料混凝土毛细管吸附率与其气体渗透性系数之间的相关性R2=0.780,相关性较弱;大掺量矿物掺合料混凝土氯离子扩散系数与其细管吸附率之间的相关性R2=0.748,相关性最弱。     

水灰比和应力水平对混凝土中氯离子传输的影响

为了得出水灰比和应力水平对氯离子在预应力混凝土内的传输的影响,以水泥砂浆中的氯离子扩散系数为纽带,建立了混凝土中氯离子扩散系数与水灰比的关系.引入应力水平对氯离子扩散系数的影响函数,通过试验拟合得到该影响函数的表达式,得出一定水灰比和应力水平下混凝土中氯离子扩散系数的计算模型.设计两组不同水灰比的预应力混凝土构件和普通混凝土构件,对其进行氯盐侵蚀试验,在侵蚀3个月后检测构件中的自由氯离子含量并计算表观氯离子扩散系数.结果表明,由该模型得到的氯离子扩散系数理论值与试验值的误差在可接受的范围内,说明本文计算模型具有较高的可靠性.     

纤维混凝土电阻率与氯离子扩散系数相关性试验研究

开展纤维混凝土电阻率和氯离子扩散试验,研究分析不同纤维混凝土的电阻率和氯离子扩散系数随龄期变化规律,建立纤维混凝土的电阻率和氯离子扩散系数间的定量关系.研究表明:随着混凝土龄期的增长,混凝土的电阻率逐渐增大,而氯离子扩散系数则逐渐减小.混凝土的氯离子扩散系数随电阻率的增大而下降,二者具有良好的线性负相关关系.在施工过程中,可采用预先确定的基于实际混凝土类型的电阻率与氯离子扩散系数间的相关关系曲线,通过定期测试混凝土的电阻率,以此间接反映混凝土的氯离子扩散系数,并进一步的确定混凝土的抗渗性能.     

New method to measure the rapid chloride migration coefficient of chloride-contaminated concrete

The apparent chloride diffusion coefficient, D_app, which is obtained by fitting chloride profiles as the result of time-consuming immersion tests can be substituted in a model on chloride ingress by the rapid chloride migration (RCM) coefficient of concrete, D_RCM, which is determined under electrically accelerated conditions. Until now, it was not possible to measure D_RCM of chloride-contaminated concrete, as already inherent chlorides interfere with the common colorimetric indicator used for penetration depth measurements. Furthermore, carbonation may also interfere with the penetration depth reading. To overcome these problems, the regular test has been modified by using iodide as penetrating ion and iodate-starch acetic acid as indicator. A strong linear relationship between the regular RCM test and the newly developed Rapid Iodide Migration (RIM) Test was found. Carbonated specimens can be tested using the RIM test without additional interference. Thus, the new method enables the quantification of the actual concrete quality sampled from existing structures during a condition assessment.     

The apparent and effective chloride migration coefficients obtained in migration tests

The apparent (D_app) and effective (D_eff) migration coefficients obtained in chloride migration tests are investigated in this study. The presented D_app profiles in concrete show that the apparent migration coefficient is strongly concentration-dependent. As demonstrated, the binding of chlorides during the migration tests is very low at low free-chloride concentrations and therefore the chloride penetration front progresses throughout the concrete only slightly retarded by the binding. The diffusion flux during migration tests is shown to be insignificant compared to the migration flux. The D_RCM obtained from the Rapid Chloride Migration (RCM) tests are found to be equal to the computed D_app at the locations of the chloride penetration fronts, which gives an indication that the D_RCM represents only the migration coefficient at the front. A linear correlation is found between the D_RCM obtained from the traditional RCM model and the D_eff obtained from the chloride transport model which includes non-linear chloride binding and concentrations in non-equilibrium.     

Influence of the applied voltage on the Rapid Chloride Migration (RCM) test

This study addresses the influence of the applied voltage (electrical field) on the value of the chloride migration coefficient, as determined with the Rapid Chloride Migration (RCM) test, and on other properties of cement based mortars. It is shown that in the investigated ranges of applied voltages, the chloride migration coefficients, computed from two different chloride transport models, are relatively constant. However, other properties of mortars are changing due to the application of the electrical field. It is shown that the resistance of the test samples increases during the migration test (therefore the DC current during the test decreases). Moreover, the mass of the samples increases and this increase is found to be proportional to the chloride penetration depth. The pH of the catholyte solution (10% NaCl water solution) increases significantly during the migration test, thus the test conditions change as the OH^? to Cl^? proportion changes. Furthermore, the measured values of the polarization of the electrodes confirm the value of 2 V, assumed in the guidelines for the RCM test. Also, a dark coloration is observed on samples split after the test, prior to spraying with the colorimetric chlorides indicator. This coloration is attributed to a liquid-saturation of the samples only in the colored region and not in the entire volume of the sample, as is assumed after performing the vacuum-saturation prior to the migration tests.     

Time dependent diffusion in concrete—three laboratory studies

The rate of chloride diffusion into concrete decreases with time due to issues such as continued hydration and chloride binding. Data are presented from three projects where the specimens were continuously exposed to chloride solutions for periods ranging from 28 days to 3 years. Chloride profiles obtained from the specimens at various time intervals were used to calculate diffusion values using Crank's solution to Fick's second law. The time-dependant reduction coefficient, m, was determined using three methods, yielding different values. Since the reduction of calculated diffusion coefficients with time has great impact on service life predictions, and values are sensitive to the method used, it is imperative to also know how the diffusion and time-dependant reduction coefficients were obtained.     

混凝土孔结构及其分形维数与氯离子扩散性能的关系

氯离子扩散系数是研究海洋环境下混凝土结构耐久性的重要参数之一。通过开展不同水胶比混凝土的压汞试验和盐雾扩散试验,研究了混凝土内部孔隙率、孔径分布及临界孔径对氯离子扩散系数的影响规律。结合Menger海绵体模型,建立孔体积分形维数与氯离子扩散系数的关系。结果表明:孔隙率和临界孔径与无量纲化氯离子扩散系数的相关性很高,可作为反映混凝土氯离子扩散性能的重要参数;通过数学分析计算得到的孔表面分形维数分布在2.56~3.86之间,孔体积分形维数分布在2.85~2.98之间;基于压汞法和分形理论计算得到的孔体积分形维数可以作为评价氯离子扩散系数的指标,在孔径小于10 nm、10～100 nm、100～1 000 nm以及大于1 000 nm四类区间,氯离子扩散系数随孔体积分形维数的增加而下降。     

Lattice modeling of rapid chloride migration in concrete

Test methods which use external voltage are commonly used to assess resistance of concrete to chloride ion penetration. In order to facilitate fast chloride ingress, electrical voltage (typically 10–60 V) is applied across the concrete specimen. These methods have also been used on microcracked and cracked specimens in order to study the influence of cracking on chloride ingress. Chloride migration transport mechanism is fundamentally different from the diffusion process usually occurring in practice. To study the behavior during the test, a model is proposed, based on the transport lattice modeling framework. First, the accuracy and computational aspects of the proposed model are discussed. Then, the model is applied to study the transport in heterogeneous concrete (i.e. on the meso-scale). Also, chloride migration in microcracked, notched, and cracked concrete is simulated. The findings show that the proposed model can successfully reproduce experimentally observed behavior.     

Influence of traversing crack on chloride diffusion into concrete

This study examined the effects of traversing cracks of concrete on chloride diffusion. Three different concretes were tested: one ordinary concrete (OC) and two high performance concretes with two different mix designs (HPC and HPCSF, with silica fume) to show the influence of the water/cement ratio and silica fume addition. Cracks with average widths ranging from 30 to 250 μm, were induced using a splitting tensile test. Chloride diffusion coefficients of concrete were evaluated using a steady-state migration test. The results showed that the diffusion coefficient of uncracked HPCSF was less than HPC and OC, but the cracking changed the material behavior in terms of chloride diffusion. The diffusion coefficient increased with the increasing crack width, and this trend was present for all three concretes. The diffusion coefficient through the crack D_cr was not dependent of material parameters and becomes constant when the crack width is higher than  80 μm, where the value obtained was the diffusion coefficient in free solution.     

Comparative study of methods used to estimate ionic diffusion coefficients using migration tests

Ionic diffusion coefficients are estimated rapidly using electromigration tests. In this paper, electromigration tests are accurately simulated by numerically solving the Nernst-Planck (NP) equation (coupled with the electroneutrality condition (EN)) using the finite element method. Numerical simulations are validated against experimental data obtained elsewhere [E. Samson, J. Marchand, K.A. Snyder, Calculation of ionic diffusion coefficients on the basis of migration test results, Materials and Structures/Matériaux et Constructions 36 (257) (2003) 156-165., H. Friedmann, O. Amiri, A. Aït-Mokhtar, A direct method for determining chloride diffusion coefficient by using migration test, Cement and Concrete Research 34 (11) (2004) 1967-1973.]. It is shown that migration due to the non-linear electric potential completely overwhelms diffusion due to concentration gradients. The effects of different applied voltage differences and chloride source concentrations on estimations of chloride diffusion coefficients are explored. We show that the pore fluid within concrete and mortar specimens generally differs from the curing solution, lowering the apparent diffusion coefficient, primarily due to interactions of chloride ions with other ions in the pore fluid. We show that the variation of source chloride concentration strongly affects the estimation of diffusion coefficients in non-steady-state tests; however this effect vanishes under steady-state conditions. Most importantly, a comparison of diffusion coefficients obtained from sophisticated analyses (i.e., NP-EN) and a variety of commonly used simplifying methods to estimate chloride diffusion coefficients allows us to identify those methods and experimental conditions where both approaches deliver good estimates for chloride diffusion coefficients. Finally, we demonstrate why simultaneous use and monitoring of current density and fluxes are recommended for both the non-steady and steady-state migration tests.