氢氧化钠溶液环境下混凝土的自愈合性能

通过分析混凝土裂缝愈合前后的力学性能、裂缝宽度、物相组成和微观结构,研究了不同碱度NaOH溶液(pH值分别为7,9,11和13)环境下混凝土的自愈合性能。结果表明,NaOH溶液对混凝土的自愈合效果优于水;不同碱度NaOH溶液环境下,混凝土的强度、波速均随龄期延长逐渐增大,且增长速率前期较小,中期增大,后期趋于平缓;NaOH溶液的pH值为13时,混凝土的自愈合效果最明显,60d时,强度恢复率约为97.6%,裂缝宽度愈合率约为58.4%;随NaOH溶液碱度的增大,裂缝中C-S-H凝胶、钙矾石等产物逐渐增多,体积增大,连续的C-S-H凝胶将相互交叉搭接的钙矾石骨架包裹住,并在晶体间起胶结作用,使裂缝逐渐愈合。     

稻壳灰橡胶混凝土抗冻融性能及微观结构

为研究稻壳灰橡胶混凝土(RRC)的抗冻融性能，对比分析在氯盐环境下冻融循环后，普通混凝土(Normal concrete,NC)、橡胶混凝土(Rubber concrete,RC)和RRC的质量损失、相对动弹模量损失、强度损失及微观结构特征，同时对相对动弹模量与相对抗压强度的关系进行拟合分析。结果发现：随冻融循环次数增加，稻壳灰橡胶混凝土表面坑蚀愈明显，内部孔隙增多，微裂缝发展并贯通，宏观强度显著降低，相对动弹模量与抗压强度有良好相关性，拟合结果较优。橡胶的高弹性和稻壳灰极高的火山灰效应有效缓解了冻胀力带来的损伤，各冻融阶段RRC的损伤程度均明显优于NC，其中以稻壳灰掺量(占胶凝材料质量比)为10%、橡胶掺量(等体积取代砂)为10%时的RRC力学性能与抗冻融性能综合最优，经历120次冻融循环后，其抗压强度损失率较NC降低了18%。     

硬化期受扰动混凝土的抗硫酸盐侵蚀性能

凝结硬化期间的施工扰动,可能使混凝土产生砂浆微裂缝与骨料位移,进而影响其强度及耐久性。为分析硬化期扰动对混凝土抗硫酸盐侵蚀性能的影响,采用振动台模拟工程扰动,借助超声波和扫描电子显微镜(SEM)等测试手段,系统研究了硬化期受扰混凝土抗硫酸盐侵蚀的劣化规律,探讨了其损伤劣化机理。结果表明:临近初凝(贯入阻力值为3.5~11.5MPa)和临近终凝(贯入阻力值为19.5~28.0MPa)的扰动对混凝土影响较小,受侵蚀后试件质量和相对动弹模量的变化规律与未受扰混凝土基本一致。硬化中期(贯入阻力值为11.5~19.5 MPa)的扰动对混凝土性能影响明显,使混凝土抗压强度降低14%,抗折强度降低20%;硫酸盐腐蚀进程中,混凝土质量在90次循环后开始出现明显下降,相对动弹模量在130次循环后出现急剧下降,经250次循环后达到0.60,此时基准混凝土的相对动弹模量仍为0.90;SEM结果表明,受扰混凝土内部微裂纹增多,结构密实性变差,硬化期扰动加速了混凝土在硫酸盐侵蚀环境下的劣化。     

硬化期受扰动混凝土的抗硫酸盐侵蚀性能

凝结硬化期间的施工扰动,可能使混凝土产生砂浆微裂缝与骨料位移,进而影响其强度及耐久性.为分析硬化期扰动对混凝土抗硫酸盐侵蚀性能的影响,采用振动台模拟工程扰动,借助超声波和扫描电子显微镜(SEM)等测试手段,系统研究了硬化期受扰混凝土抗硫酸盐侵蚀的劣化规律,探讨了其损伤劣化机理.结果表明:临近初凝(贯入阻力值为3.5～11.5 MPa)和临近终凝(贯入阻力值为19.5～28.0 MPa)的扰动对混凝土影响较小,受侵蚀后试件质量和相对动弹模量的变化规律与未受扰混凝土基本一致.硬化中期(贯入阻力值为11.5～19.5 MPa)的扰动对混凝土性能影响明显,使混凝土抗压强度降低14％,抗折强度降低20％;硫酸盐腐蚀进程中,混凝土质量在90次循环后开始出现明显下降,相对动弹模量在130次循环后出现急剧下降,经250次循环后达到0.60,此时基准混凝土的相对动弹模量仍为0.90;SEM结果表明,受扰混凝土内部微裂纹增多,结构密实性变差,硬化期扰动加速了混凝土在硫酸盐侵蚀环境下的劣化.     

超高性能混凝土的自愈合及抗冻性能

为研究带裂服役超高性能混凝土(UHPC)的自愈合及抗冻性能，对混杂钢纤维UHPC试件预加0.05%和0.1%两种应变损伤，置于水中养护28天自愈合后进行300次冻融循环试验。通过单轴拉伸性能、裂缝特征、质量损失及超声波脉冲速率(UPV)指标综合评价UHPC的自愈合及抗冻性能，并利用扫描电子显微镜和能谱仪(SEM-EDS)分析微观结构和愈合产物。结果表明：28天水养后，预损伤0.05%试件表现出较好的自愈合性能，抗拉强度、拉伸应变和应变能均高于参照试件，表面所有裂缝全部愈合；预损伤0.1%试件的拉伸性能低于参照试件，表面最大裂缝(宽度为69μm)并未完全愈合。300次冻融循环后，两种预损伤试件的初裂强度和抗拉强度均进一步增加，而拉伸应变和应变能均有所减小。相对质量与UPV的变化趋势能够很好地反映两种预损伤试件的再水化效应。SEM-EDS结果显示：距裂缝较近部位的纤维-基体粘结更牢固；裂缝表面的愈合产物主要为Ca(OH)2和CaCO3，内侧主要为水化硅酸钙(C-S-H)凝胶。     

高延性纤维增强偏高岭土-粉煤灰基地聚合物在不同环境下的自愈合性能

在1%、2%及3%不同程度预加单轴直接拉伸应变破坏下,研究了3天、7天及28天龄期的高延性聚乙烯醇（PVA）纤维增强偏高岭土-粉煤灰基地聚合物（PVA/MK-FA EGC）在空气中和干湿循环条件下的裂缝分布及自愈合性能。结果表明：PVA/MK-FA EGC结合了传统高延性纤维增强水泥基复合材料（ECC）及地聚合物二者的优点,表现出了明显的多缝开裂特性和应变硬化行为。2~5 mm的裂缝间距、小于25 μm的最大残余裂缝宽度给裂缝的自愈合提供了更加有利的条件。带缝试件在不同环境中自愈合后,裂缝数量大大下降,极限拉伸应变可达3.8%以上,大部分试件的极限拉应变及最终应力均能超过对比试件,空气中的养护环境更加有利于PVA/MK-FA EGC材料的自愈合。裂缝内颗粒表面覆盖有凝胶状的地聚合产物,可能增强了体系中的纤维/基体界面,使力学性能恢复。     

持续荷载作用下砂浆裂缝的自修复性能及其评价指标

以高吸水树脂为自修复剂,以表面裂缝愈合率（γ）和强度恢复率（η）为砂浆裂缝自修复性能的评价指标,对比研究了预裂龄期为7 d和28 d时,不同持续荷载作用对砂浆裂缝自修复性能的影响。结果表明：相较预裂龄期为28 d的砂浆组,预裂龄期为7 d的砂浆组自修复效果较好;持续压荷载下,砂浆裂缝的自修复效果较好,其η比不受荷载作用的试件分别增大3.2%(7 d预裂龄期)和9.3%(28 d预裂龄期);持续弯曲荷载和持续扭荷载作用不利于砂浆的自修复,其中持续弯曲荷载的不利影响较为显著,持续弯曲荷载作用下,其η比不受荷载作用的试件分别低43.5%(7 d预裂龄期)和47.3%(28 d预裂龄期)。微观测试表明,砂浆裂缝中的自修复产物主要是碳酸钙,且主要集中在裂缝开口位置附近,因此采用γ作为自修复评价指标有可能高估自修复效果。     

绿色延性水泥基复合材料裂缝自愈合性能

绿色延性水泥基复合材料(green toughness cementitious composities,GTCC),是借鉴高延性水泥基复合材料(engineered cementitious composites,ECC)技术开发的一款聚乙烯醇((polyvinly alcohol,PVA)纤维增强尾矿砂水泥基复合材料,该复合材料以大比例尾矿砂替代天然细骨料,具有经济、环保和延性特性。目前对于该复合材料的研究主要局限于产品制备、力学性能和耐久性等方面,有关GTCC裂缝自愈合性能的研究至今尚未见报道。为了探究该复合材料的自愈合性能,设计了尾矿砂替代天然砂比率为50%的3组不同水胶比的立方体试件,采用抗压强度恢复率法对GTCC的自愈合性能进行了研究,研究了损伤龄期、养护龄期、养护环境及干湿循环周期等因素对该新型材料自愈合效果的影响,揭示了绿色延性水泥基复合材料在不同条件下的自愈合规律。结果表明:该复合材料的损伤龄期越早,其自愈合效果越好;其自愈合效果随着自愈合养护龄期的增加而增加,但后期增长率较早期增长率越来越弱;干湿循环养护环境相对其它环境,更有利于其自愈合发生;自愈合作用主要发生在21个干湿循环之前。     

矿物掺合料对地聚合物抗冻性能的影响

以碱激发偏高岭土制备地聚合物混凝土,分别研究了掺入15%的钢渣、矿渣或粉煤灰的地聚合物混凝土的力学抗压强度和抗冻性能,测试了地聚合物混凝土的真空饱水体积吸液率,运用XRD、SEM和DSC-TG等测试方法分析了矿物掺合料对地聚合物微观结构和水化产物的影响。结果表明:钢渣或矿渣能有效提高地聚合物混凝土的抗压强度,而粉煤灰的掺入使其强度稍有降低;地聚合物表观形貌中存在较多的孔洞和微裂缝导致其抗冻性能较差,掺入钢渣或者矿渣后地聚合物形成了新的产物C-S-H凝胶、C-A-S-H凝胶等并填充在结构中形成更加密实的板状结构,降低了地聚合物混凝土冻融破坏速率,五次冻融循环后地聚合物的相对强度均在90%以上,抗冻性能得到提高;粉煤灰降低了制备地聚合物混凝土的用水量且未水化的粉煤灰颗粒镶嵌在结构中增加了其密实性和抗冻性能,五次冻融循环后相对强度为86.9%,基准组的相对强度仅为79.7%。     

碱激发粉煤灰地聚物的力学性能及微观机制研究

电力工业废渣通过碱激发可再生成一种新型的、绿色的高性能无机聚合物胶凝材料.试验以一级低钙粉煤灰为原材料、水玻璃和氢氧化钠为复合碱性激发剂制备粉煤灰地聚物,通过无侧限抗压强度试验、X射线衍射试验和扫描电镜试验,研究碱激发剂模数和养护龄期的变化对粉煤灰地聚物力学性能的影响.试验结果表明:激发剂模数是影响地聚物试样力学性能的重要因素,随着模数的增大,试样无侧限抗压强度先增大后减小,在各养护龄期下模数为1.1时试样的无侧限抗压强度最高;粉煤灰玻璃体在碱性溶液的侵蚀破坏下发生解聚-缩聚反应,生成的N-A-S-H凝胶填充了试样孔隙,促进了试样无侧限抗压强度的增长;当模数为1.1且养护龄期为28 d时,试样的无侧限抗压强度达到最大值10.3 MPa且微观结构密实、整体性强.     

不同冻融介质作用下混凝土力学性能衰减模型

通过快速冻融试验,研究了三种不同冻融介质(水、3.5wt%NaCl、飞机除冰液)对混凝土质量损失、动弹模量以及力学性能的影响,比较了三种冻融介质对混凝土损伤程度的大小,分析了混凝土相对动弹性模量与相对剩余抗压强度和相对剩余抗折强度之间的关系,基于相对动弹性模量建立了相对剩余抗压强度和相对剩余抗折强度衰减方程。结果表明:3.5wt%NaCl溶液对混凝土的损伤度要远大于单纯水冻融循环对混凝土的损伤度,飞机除冰液对混凝土冻融损伤具有抑制作用;混凝土抗压、抗折强度以及相对动弹性模量随着冻融循环次数的增加而降低;三种冻融介质下混凝土抗压、抗折强度损失率大小关系为:3.5wt%NaCl水飞机除冰液;相对动弹性模量与相对剩余抗压强度、相对剩余抗折强度相关性好,可以通过测定混凝土相对动弹性模量来评估混凝土相对剩余强度。     

Effect of water curing conditions on the hydration degree and compressive strengths of fly ash–cement paste

This paper explains the effect of water curing condition on compressive strengths of fly ash–cement paste by quantitative data of hydration degree. Hydration of fly ash–cement paste was estimated by Rietveld analysis and selective dissolution. The result shows that the hydration degree of belite is affected by water curing conditions, more so than that of fly ash and alite. Fly ash still continues to hydrate even without an extra, external supply of water. The strong dependence of fly ash–cement concrete on curing conditions does not come from the hydration degree of fly ash, but rather comes from the hydration degree of cement, especially belite. When the water to binder ratio is low enough, the hydration of cement plus small hydration of fly ash are considered to be enough for adequate compressive strength at the beginning. Then, compressive strength of fly ash–cement paste becomes less sensitive to the water curing period.     

Effects of different curing regimes on the compressive strength properties of self compacting concrete incorporating fly ash and silica fume

This paper presents the effect of air curing, water curing and steam curing on the compressive strength of Self Compacting Concrete (SCC). For experimental study, SCC is produced with using silica fume (SF) instead of cement by weight, by the ratios of 5%, 10% and 15%, and fly ash (FA) with the ratios of 25%, 40% and 55%. It is observed that mineral admixtures have positive effects on the self settlement properties. The highest compressive strength was observed in the concrete specimens with using 15% SF and for 28 days water curing. Air curing caused compressive strength losses in all groups. Relative strengths of concretes with mineral admixtures were determined higher than concretes without admixtures at steam curing conditions.     

Effect of hot-dry curing environment on the intrinsic properties of repair materials

The paper examines the properties of five different types of repair materials, including conventional cementitious, polymer and polymer-modified repair mortars. Assessment was carried out on the basis of the engineering properties (compressive strength, tensile strength and modulus of elasticity), pore structure (porosity and pore size distribution), transport properties (permeability and diffusion) and shrinkage. These properties were measured up to the age of 28 days after curing in a hot-dry environment.

The epoxy resin repair mortar showed superior strength and transport characteristics with a very fine pore structure; however, its modulus of elasticity was remarkably low when compared with that of normal- and high-strength concretes. A hot-dry curing environment adversely affects the shrinkage and performance-related properties of conventional repair mortars; however, small improvements could be achieved by the use of mineral admixtures (fly ash and silica fume). The paper discusses also the different testing techniques which could be used to assess the potential performance of concrete repair mortars.     

Internal curing of Class-F fly-ash concrete using high-volume roof-tile waste aggregate

The aim of this study was to investigate the effect of a high volume of roof-tile waste coarse aggregate (5–13 mm) as an internal curing agent on the compressive strength, modulus of elasticity, pore structure, and hydration and pozzolanic reactions in paste of fly-ash concrete with a low water-to-binder ratio of 0.30. The fly-ash concrete specimens in which the replacement ratio of cement by Class-F fly ash was 40% by mass and that of normal coarse aggregate by roof-tile waste aggregate was 40% by volume, were cured up to 728 days. Internal curing with roof-tile waste aggregate increased the compressive strength of the fly-ash concrete by 8.4–16.5% and decreased the modulus of elasticity by 4.9–12.8%. The use of a high volume of waste aggregate decreased the volume of the capillary pores in the 0.01–10 µm range and the volume proportion of the 0.02–0.33-µm pores after 28 days, but increased the volume proportion of 0.003–0.02-µm pores slightly at 7 days and significantly up to 728 days, and the consumption of Ca(OH)₂ in the fly-ash concrete. This roof-tile waste aggregate can be used as an internal water reservoir to increase the compressive strength and to improve the pore structure of concrete with a high-volume (40%) replacement of Class-F fly ash.     

Use of OPC to improve setting and early strength properties of low calcium fly ash geopolymer concrete cured at room temperature

Most previous works on fly ash based geopolymer concrete focused on concretes subjected to heat curing. Development of geopolymer concrete that can set and harden at normal temperature will widen its application beyond precast concrete. This paper has focused on a study of fly ash based geopolymer concrete suitable for ambient curing condition. A small proportion of ordinary Portland cement (OPC) was added with low calcium fly ash to accelerate the curing of geopolymer concrete instead of using elevated heat. Samples were cured in room environment (about 23 °C and RH 65 ± 10%) until tested. Inclusion of OPC as little as 5% of total binder reduced the setting time to acceptable ranges and caused slight decrease of workability. The early-age compressive strength improved significantly with higher strength at the age of 28 days. Geopolymer microstructure showed considerable portion of calcium-rich aluminosilicate gel resulting from the addition of OPC.     

The effect of mineral admixtures on the properties of high-performance concrete

The paper presents a laboratory study on the influence of two mineral admixtures, silica fume (SF) and fly ash (FA), on the properties of superplasticised high-performance concrete. Assessment of the concrete mixes was based on short- and long-term testing techniques used for the purpose of designing and controlling the quality of high-performance concrete. These include compressive strength, porosity, oxygen permeability, oxygen diffusion and chloride migration. Measurements were carried out after curing at 20% and 65% relative humidity up to the age of 1 yr. The results, in general, showed that mineral admixtures improved the properties of high-performance concretes, but at different rates depending on the binder type. While SF contributed to both short- and long-term properties of concrete, FA required a relatively longer time to get its beneficial effect. In the long term, both mineral admixtures slightly increased compressive strength by about 10%, but contributed more to the improvement of transport properties of concretes.     

Effect of mix design inputs,curing and compressive strength on the durability of Na2SO4-activated high volume fly ash concretes

This paper aims to advance research on the use in concrete of a high volume of fly ash, with a high loss on ignition value, aiding in sustainable low carbon footprint construction. To this end, the work explores the benefits that may be achieved in terms of long-term concrete performance from the incorporation of fly ash along with a chemical activator. Durability tests are performed on concrete with an activated hybrid cementitious system: Portland cement (PC) and high volume fly ash with sodium sulfate. The chloride diffusion coefficient significantly decreased over time for the activated system (50% PC - 50% fly ash with added sodium sulfate) compared to the control samples (100% PC and 80% PC - 20% fly ash) at the same water to cementitious material ratio. This behavior is particularly evident in samples cured under controlled laboratory conditions (100% RH and 23 °C). However, outdoor curing increases the permeability for all concretes. Long term carbonation is also investigated under natural exposure conditions, and samples that are cured outdoors exhibit a significant carbonation depth. The compressive strength is correlated with the durability parameters: the durability performance improves as the compressive strength increases, indicating that as is the case for Portland cement (but not always for alkali-activated binders), the microstructural factors which yield high strength are also contributing to durability properties.     

Efficiency,skin strength and sorptivity of fly ash concretes

Four grades of concrete with and without fly ash were devised and tested for compressive strength. The concretes were cured in three different curing regimes. The skin strength of concretes under inadequate curing was calculated by assuming a linear model for the variation of strength, and the strength difference between cement and fly ash concretes has been worked out. The skin strength of cement concretes was found to be higher than that of fly ash concretes. The test results were found to be affected by the size of the test specimen, when proper curing was not provided. The difference in sorptivity of fly ash and cement concretes cured for four days and not provided with any initial curing has been included. For all grades of concrete, the sorptivity of fly ash concrete was found to be marginally higher. The difference in sorptivity between fly ash and cement concretes was observed to increase as the strength of the mix decreased. The effect of initial curing was found to be highly significant. The sorptivity of samples with no curing was twice as much as those with four days initial curing. Besides the material properties, the age and strength of a fly ash concrete were also found to be important factors in determining the cementing efficiency of the fly ash.     

Influence of curing time on the chloride penetration resistance of concrete containing rice husk ash: A technical and economical feasibility study

This study investigates the influence of the curing time on the chloride penetration behavior of concrete produced with different concentrations of rice husk ash. Compressive strength and chloride penetration at 91 days were assessed according to ASTM C1202. Concentrations of 10%, 20% and 30% of rice husk ash were used and the results were compared with a reference mix with 100% Portland cement and with two other binary mixes with 35% fly ash and 50% ground blast furnace slag. Increases in rice husk ash content produced lower Coulomb charge values. Longer curing times reduced Coulomb charges values for all mixes investigated. However, the extent of the effect of curing times on compressive strength and chloride penetration in concrete is related to the type of mineral addition, the concentration of the substitutions used, the w/b ratio and the curing time used. This behavior points at an optimal curing period for each type of binder to meet specific technical and economical criteria, namely durability and compressive strength specifications for the structure.