电沉积溶液浓度及温度对修复混凝土裂缝的影响

研究了电沉积法修复混凝土裂缝中溶液浓度及温度的影响,测定了电沉积过程中的试件质量增加率、表面覆盖率、裂缝愈合率及裂缝填充深度.结果表明,表面覆盖率、裂缝愈合率随电沉积溶液浓度的增加而降低,而裂缝填充深度随浓度的增加而增大,质量增加率随浓度的变化无明显规律;表面覆盖率随电沉积溶液温度的升高而减小,裂缝愈合率随温度的升高而增大,质量增加率随温度变化的规律不明显,温度对裂缝填充深度的影响较小.     

电化学沉积法修复混凝土裂缝的研究进展

从电沉积法修复混凝土裂缝的机理、电沉积溶液的选择、电沉积效果的表征及其影响因素、电沉积方法修复后混凝土性能的改善4个方面论述了电化学沉积法修复混凝土裂缝的研究进展.探讨了对电沉积法修复混凝土裂缝的机理,分析了电沉积溶液的选择要求,对比了不同学者关于电沉积效果的表征方法及其影响因素,并归纳了电沉积方法修复后混凝土性能的改善,最后提出电沉积方法对混凝土裂缝的修复机制、愈合效果评价、电沉积层与钢筋混凝土结构基体材料界面结合机制等方面还有待进一步的研究.     

氢氧化钠掺量对钢筋矿渣砂浆碳化性能的影响

采用氢氧化钠激发矿渣活性,研究钢筋矿渣砂浆在碳化环境中的pH值、碳化深度、抗折强度和钢筋锈蚀发展与氢氧化钠激发剂掺量的关系。研究结果表明:氢氧化钠激发的矿渣砂浆碳化前pH值在13以上,碳化后pH值下降,下降幅度随着氢氧化钠掺量的减少而略微增大。矿渣砂浆的碳化深度随着氢氧化钠掺量增加而下降。在标准养护环境中,预埋在矿渣砂浆中的钢筋自腐蚀电位均正于-200mV,表明钢筋均能形成稳定钝化膜。碳化环境下钢筋自腐蚀电位逐渐变负,最后均低于-350mV,表明钢筋都发生锈蚀,但锈蚀出现的时间随着氢氧化钠掺量的增加而延迟。碳化会导致氢氧化钠激发的矿渣砂浆抗折强度下降。当氢氧化钠掺量为矿渣质量分数的6%时,矿渣砂浆碳化前及碳化后的抗折强度相对最高。     

碳化龄期对水泥砂浆动态力学特性影响试验研究

为了研究碳化龄期对混凝土动态力学性能的影响,利用碳化试验箱对水泥砂浆试件环向圆周面进行0d、3d、7d、14d、28d的碳化模拟,并采用直径Φ50 mm分离式Hopkinson压杆(SHPB)试验装置开展不同碳化龄期的水泥砂浆冲击压缩试验,得到了试件动态抗压强度、动态弹性模量、动态峰值应变和破碎块度与碳化龄期的关系.结果表明:由于碳化过程生成的CaCO3结晶充填水泥砂浆表面的孔隙形成碳化层,砂浆试件的动态抗压强度、动态弹性模量随着碳化龄期的延长而增加,从0 d到28 d,动态抗压强度平均值增加了2.06倍、动态弹性模量平均值提高了65.24％;随碳化深度的增加,碳化层的约束作用逐渐显现,碳化龄期14 d和28 d的试件表现出一定的应力增强效应;碳化层的脆性破坏导致其约束作用失效,使得试件的峰值应变随碳化龄期的延长而减小,降低了试件的变形能力,试件破坏形态随碳化龄期的延长逐渐趋于大块,冲击后试件大于7 mm的碎块质量比由碳化龄期0 d的47.65％增加到碳化龄期28 d的94.90％.     

Al/Pb/α-PbO2惰性阳极材料制备及电化学性能

采用单脉冲电沉积在铝合金基体表面制备了锌电积用Al/Pb/α-PbO2惰性阳极材料,研究了电沉积过程脉冲平均电流密度(2～5A.dm-2)对制备的惰性阳极材料在50g.L-1 Zn2+,150g.L-1 H2SO4,35℃溶液中电化学性能的影响,测试了阳极极化、循环伏安和塔菲尔曲线。结果表明:增加脉冲平均电流密度,惰性阳极材料在[ZnSO4+H2SO4]溶液中同一测试电流密度下的析氧电位或析氧过电位逐渐升高。相比于Pb-1%Ag合金阳极脉冲平均电流密度为2A.dm-2时制备的惰性阳极材料在[ZnSO4+H2SO4]溶液中的析氧过电位较低,腐蚀电位较高,腐蚀电流较低。     

低碱性材料负载微生物芽孢修复水泥基材料后期裂缝

选用低碱性的硫铝酸盐水泥(SAC)作为载体来负载微生物芽孢,对比研究浸泡在水泥基材料模拟孔隙中不同时间后,SAC负载保护和无负载的微生物芽孢的复活能力。同时研究了开裂龄期为90 d时SAC负载微生物对砂浆试件后期裂缝的自修复效果,并对其自修复机理进行了详细的探讨。研究结果表明：在水泥基模拟孔隙溶液中,与未负载的芽孢相比,SAC负载芽孢具有更好的保护效果,在水泥基材料模拟孔隙溶液浸泡90 d后,芽孢仍具有良好的活性。对于0.3～0.4 mm的砂浆裂缝,经28 d的修复养护后,面积修复率高达100%,渗水系数下降两个数量级,裂缝平均修复深度为2 246.9μm。水泥基材料裂缝的自修复过程主要是通过微生物矿化作用来实现的。     

超高韧性水泥基复合材料碳化与渗透性能试验研究

对超高韧性水泥基复合材料(UHTCC) 进行了快速碳化、预裂后的快速碳化、渗透性、快速氯离子渗透试验及自由氯离子含量测定, 研究了不同龄期UHTCC 的抗碳化性能和渗透性能。试验结果表明, 在无裂缝状态下, UHTCC 的抗碳化性能与同强度普通混凝土相当, 但在相同荷载预裂后, UHTCC 裂缝处的碳化深度仅为对比混凝土的30 %～40 %; UHTCC 抗渗性能优于同强度普通混凝土, 且随着龄期增长优势更明显, 56 天龄期的渗透系数约为对比混凝土的35 %; 快速氯离子试验和自由氯离子含量测定得到的氯离子渗透系数均表明, UHTCC 具有明显优于普通混凝土的抵抗氯离子渗透性能。      

克裂速纤维增强混凝土抗裂性能

用聚丙烯纤维来防止混凝土的早期塑性收缩裂缝是近年来为解决混凝土裂缝难题而采取的新措施。研究了两种聚丙烯纤维(Cemfiber和DF)的掺量、纤维种类等参数对塑性收缩裂缝的影响规律;分别采用圆形、平板状试件来研究砂浆、普通混凝土和高性能混凝土的抗裂性能。研究结果表明:(1) 聚丙烯纤维可以显著提高混凝土抗裂能力,纤维掺量越高,抗裂能力越强;(2) 为防止裂缝,应该尽可能降低水泥用量和提高骨料用量;(3) 聚丙烯纤维提高混凝土抗裂能力的主要原因是纤维提高混凝土的早期应变能力、减小收缩应变、提高塑性抗拉强度和减小毛细管的表面张力。     

碳硫硅钙石在不同阳离子作用下的形成研究

研究了碳硫硅钙石在不同阳离子(Na+、Mg2+)作用下的形成。将水泥-石灰石粉净浆试件分别置于5℃不同浓度的Na2SO4和MgSO4溶液中,对腐蚀破坏部分取样进行X射线衍射、红外光谱分析。结果表明,试件在Na2SO4和MgSO4溶液中均发生了碳硫硅钙石型硫酸盐腐蚀,并随着腐蚀时间的延长,其破坏不断加剧;试件浸泡在Na2SO4溶液中,腐蚀产物以碳硫硅钙石为主,随着Na2SO4浓度的增加,其破坏增加;浸泡在MgSO4溶液中,试件由表及里逐渐变为一种白色烂泥状物质,腐蚀产物以碳硫硅钙石和石膏为主,镁离子加速了碳硫硅钙石的形成。     

玄武岩纤维对再生混凝土抗碳化性能的影响

采用快速碳化的方法研究了玄武岩纤维(BF)掺量和再生粗骨料(RCA)取代率对再生混凝土(RAC)抗碳化性能的影响,实测了3天、7天、14天、28天的碳化深度,对随碳化天数的增加,碳化深度与BF掺量、RCA取代率之间的关系进行了分析.结果表明,RAC的碳化与天然混凝土(NAC)类似,其碳化深度均随碳化天数的增加而增加,随...     

Effect of crack opening on carbon dioxide penetration in cracked mortar samples

The paper addresses the effect of crack opening on the ability of carbon dioxide to diffuse along a crack. The experimental tests were carried out on mortar samples. A mechanical expansive core was used to generate cracks of constant width across the thickness of the sample. Cracked specimens with crack openings ranging from 9 to 400 μm were exposed to accelerated carbonation for 65 days. Then they were removed to determine the depth of carbonation perpendicular to the crack path. Theses depths were compared to the measured ones on the reference samples. The results show that crack opening significantly influences the ability of carbon dioxide to diffuse along the crack. Indeed, the carbonation depth perpendicular to the crack wall indicates a lower capacity to diffuse in cracks less than 41 μm in width. For crack openings ranging from 9 to 41 μm, there was still diffusion along the crack path. Moreover, carbonation of the interface between steel and mortar was observed inducing a depassivation of the reinforcement. For the duration of the experiments, there was no diffusion in crack openings of less than 9 μm. The effect of interlocking phenomena between the fracture surfaces on the ability of carbon dioxide to diffuse along the crack, was also studied. The results showed that interlocking phenomena in cracks is the main factor limiting the diffusion of carbon dioxide in fine cracks.     

Effect of accelerated carbonation conditions on the characterization of load-induced damage in reinforced concrete members

Reinforced concrete is widely used in the construction of buildings, historical monuments and also nuclear power plants. For various reasons, many concrete structures are subject to unavoidable cracks that accelerate the diffusion of atmospheric carbon dioxide to the steel/concrete interface. Carbonation at the interface induces steel corrosion that may cause the development of new cracks in the structure, and this is a determining factor for its durability. It is therefore important to accurately characterize the length of the load-induced damage along the steel/concrete interface in order to understand the effect of cracking on corrosion initiation and propagation. The aim of this paper is to present an experimental procedure that allows the load-induced damage length to be assessed. The procedure consists in subjecting specimens to accelerated carbonation and determining the length of the carbonated steel/mortar interface, which is assumed to be equal to the length of the damaged steel/mortar interface. Suitable conditions should therefore be found for the accelerated carbonation in order to obtain an accurate characterization of the damaged steel/mortar interface length. To this end, two carbonation concentrations (3, 50%) and several carbonation durations were tested. The results indicate that a strong carbonation shrinkage phenomenon develops at high carbon dioxide concentration and leads to new cracking along the steel/mortar interface. These cracks allow the carbon dioxide to spread along the interface over a length greater than the damaged length. This is not the case when the accelerated carbonation test is performed at lower carbon dioxide concentration. Consequently, accelerated carbonation at high carbon dioxide concentration (50%) cannot be used neither for the estimation of the length of the mechanically damaged steel/mortar interface nor for the carbonation-induced corrosion studies because it will lead to an overestimation of the size of the corroded area.     

Sulfate resistance and carbonation of plain and blended cements

Results of an experimental investigation on the sulfate resistance and carbonation of plain and blended cement mortars are reported in this paper. In the sulfate resistance test all the specimens were immersed in a 5% Na₂SO₄ solution for 24 months. Two different types of lignite fly ashes and two natural pozzolans were used for the production of 13 blended cements. An ordinary portland cement and a commercially available blended cement were also used for reference. The effect of mineral admixtures on the carbonation depth of mortars was also investigated. Results show that the addition of pozzolanic admixtures in most cases had a positive effect on the sulfate resistance. The carbonation depth in all blended mortars was greater than that in portland cement mortar. However the rate of carbonation of blended mortars was reduced as hydration progressed.     

Literature study on the rate and mechanism of carbonation of lime in mortars / Literaturstudie über Mechanismus und Grad der Karbonatisierung von Kalkhydrat im Mörtel

The hardening kinetics of a lime based mortar is based on the uptake of carbon dioxide from the ambient air. The presence of watervapour is required in order to enable the reaction between the CO₂ and the lime (calcium hydroxide). Via this reaction the hardening of air lime is net uptaker of CO₂. An extensive literature study was made on the fundamentals of the carbonation process in mortars with different compositions. The results of the study indicate that carbonation ranges from 80 % up to 90 %. It is clear that the mechanism and the kinetics of the carbonation depend strongly on the mineralogy, texture of mortars, type of additive used, the lime use for the mortar, the width of the walls, thickness of the mortar (less carbonation when mortar depth increases) as well as the timeframe allowing for the carbonation process to take place. Under natural conditions, actual building practice and depending on the thickness of the mortar/plaster, carbonation takes between a few weeks and several years. The results of this study were used for the environmental footprint study in order to calculate the capture of CO₂ that occurs progressively during the hardening of a building materials containing lime.     

Evaluation of the combined deterioration by freeze–thaw and carbonation of mortar incorporating BFS,limestone powder and calcium sulfate

The durability performance of cementitious material is traditionally based on assessing the effect of a single degradation process. However, this study investigates the coupled deterioration properties of mortar incorporating industrial solid waste—ground granulated blast furnace slag (BFS) and different mineral admixtures, such as calcium sulfate (CS) and limestone powder (LSP). The combined deterioration properties caused by carbonation and frost damage in the mortar sample were experimentally investigated with respect to accelerated carbonation and freeze–thaw tests. Different degrees of deterioration, i.e. after subjected to 12, 30 and 60 freeze–thaw cycles, were induced in the freeze–thaw tests. The experimental investigation of single degradation revealed that the compressive strength, frost resistance and carbonation resistance decrease as the BFS replacement ratio increases by weight from 0 to 45%. The less amount of CH in the BFS cement leads to the carbonation progress more easily. Moreover, to achieve the same strength as ordinary Portland cement, 2 wt% CS and 4 wt% LSP in the BFS mortar are required. However, the data shows that incorporating LSP into the BFS mortar produces a lower frost resistance. The combined damage tests revealed that different deterioration degrees resulting from 12, 30 and 60 freeze–thaw cycles slightly decreased the carbonation resistance, which is related to the decrease in the inkbottle pore volume due to its water retention characteristics. Simultaneously, the pre-carbonation deterioration could effectively decrease the surface mass scaling of the freeze–thaw and the pore structure undergoes densification due to pre-carbonation.     

碳化与氯盐复合作用下水泥浆体的微结构演变

为了阐明碳化与氯盐复合作用下硬化水泥浆体的微结构,基于X射线计算机断层扫描成像(X-CT)和电子探针微区分析(EPMA)技术探明了氯盐对水泥浆体碳化速率的影响,测定了碳化作用下水泥浆体内Cl、S和Na元素的浓度分布。结果表明:氯盐可细化养护龄期为28d的水泥浆体孔结构,提高其密实度并减缓碳化速度;碳化作用下水泥浆体的碳化区易出现裂缝,二氧化碳气体通过这些裂缝扩散到水泥浆体内部进行碳化,致使水泥浆体碳化深度不均匀;碳化过程中Cl、S和Na元素向非碳化区迁移和浓缩,初始均匀分布的元素在碳化区含量减少,在非碳化区含量升高。所得结论为混凝土结构耐久性设计提供科学的理论依据。     

碳酸化钢渣和矿渣作硅酸盐水泥混合材水化性能研究

通过对钢渣碳酸化前后的硅酸盐相提取及水化放热性能和将碳酸化钢渣和矿渣作为混合材的硅酸盐水泥的胶砂强度和水化产物种类的测定,以及对它们微观形貌的观察,研究了碳酸化钢渣对胶凝体系水化性能的影响.结果表明,碳酸化使钢渣中硅酸盐相的含量由47.06％下降至14.38％;碳酸化促进了钢渣的早期水化,抑制其后期水化;在配比相同的条件下,碳酸化钢渣-矿渣-硅酸盐熟料体系试样的3、28d抗压强度较未碳酸化钢渣-矿渣-硅酸盐熟料体系试样的高;碳酸化生成的CaCO3促进了熟料的水化;碳酸化钢渣促进了胶凝体系中AFt的生成,且生成水合碳铝酸钙.     

Relation between carbonation resistance,mix design and exposure of mortar and concrete

When cement with mineral additions is employed, the carbonation resistance of mortar and concrete may be decreased. In this study, mortars containing mineral additions are exposed both to accelerated carbonation (1% and 4% CO₂) and to natural carbonation. Additionally, concrete mixtures produced with different cements, water-to-cement ratios and paste volumes are exposed to natural carbonation. The comparison of the carbonation coefficients determined in the different exposure conditions indicates that mortar and concrete containing slag and microsilica underperform in the accelerated carbonation test compared to field conditions. The carbonation resistance in mortar and concrete is mainly governed by the CO₂ buffer capacity per volume of cement paste. It can be expressed by the ratio between water added during production and the amount of reactive CaO present in the binder (w/CaO_reactive) resulting in a novel parameter to assess carbonation resistance of mortar and concrete containing mineral additions.     

Controlled Creating of Cracks in Concrete for Non-destructive Testing

The non-destructive assessment of cracks in concrete is a common task for which non-destructive evaluation solutions have been published. Primarily, these tests have been carried out on artificial cracks that have been created by using notches instead of natural cracks. This study evaluates a procedure designed to create reproducible and controlled cracks in concrete. The procedure is based on using expanding mortar in a series of blind holes. This is done in combination with carefully aligned reinforcement to guide the direction of the crack development. The depth of the crack is also controlled by reinforcement. Crack depth varies statistically in the range of the maximum aggregate size (16 mm) used for concrete.