混凝土裂缝的产生与预防毕业论文外文翻译.doc

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1、混凝土裂缝的产生与预防混凝土的裂缝较为普遍,尽管在施工中采取了各种措施,但在工程施工中其仍然存在。混 凝土温度应力的变化是其中一个原因。在大体积混凝土中温度应力及温度控制具有重要意 义。一是在施工中混凝土常常出现温度裂缝,影响到结构的整体性和耐久性。二是在运转过 程中,温度变化对结构的应力状态具有显著的、不容忽视的影响。现将施工中混凝土裂缝的 成因和处理措施介绍如下。1 混凝土产生裂缝的原因 混凝土中产生裂缝有多种原因,主要有温度和湿度的变化,混凝土的脆性和不均匀性,以 及结构不合理、原材料不合格(如碱骨料反应)、模板变形、基础不均匀沉降等。混凝土硬化 期间水泥放出大量水化热,内部温度不断上升

2、,在表面引起拉应力。 后期在降温过程中,由于受 到基础或老混凝土的约束,又会在混凝土内部出现拉应力。气温的降低也会在混凝土表面引 起很大的拉应力。当这些拉应力超出混凝土的抗裂能力时,即会出现裂缝;许多混凝土的内部 湿度变化很小或较慢,但表面湿度可能变化较大或剧烈。如养护不周、时干时湿,表面干缩形 变受到内部混凝土的约束,也往往导致裂缝;混凝土是一种脆性材料,抗拉强度是抗压强度的 1/10 左右,由于原材料不均匀,水灰比不稳定,及运输和浇筑过程中的离析现象,在同一块混凝 土中其抗拉强度又是不均匀的,存在着许多抗拉能力很低、易于出现裂缝的薄弱部位。在钢 筋混凝土中,拉应力主要是由钢筋承担,混凝土只

3、是承受压应力;在素混凝土内或钢筋混凝上 的边缘部位如果结构内出现了拉应力,则需依靠混凝土自身承担1-2。一般设计中均要求不 出现拉应力或者只出现很小的拉应力。 但在施工中混凝土由最高温度冷却到运转时期的稳定 温度,往往在混凝土内部引起相当大的拉应力。有时温度应力可超过其他外荷载所引起的应 力,因此掌握温度应力的变化规律对于进行合理的结构设计和施工极为重要。2 混凝土温度应力分析根据温度应力的形成过程可分为以下 3 个阶段:一是早期。自浇筑混凝土开始至水泥放 热基本结束,一般约 30 d。这个阶段水泥放出大量的水化热、混凝上弹性模量的急剧变化。 由于弹性模量的变化,这一时期在混凝土内形成残余应力

4、。二是中期。自水泥放热作用基本 结束时起至混凝土冷却到稳定温度时止,这个时期温度应力主要是由于混凝土的冷却及外界 气温变化引起的,这些应力与早期形成的残余应力相叠加,在此期间混凝上的弹性模量变化不 大。三是晚期。混凝土完全冷却以后的运转时期。温度应力主要是外界气温变化所引起,这 些应力与前 2 种的残余应力相叠加。根据温度应力引起的原因可分为 2 类,一类是自生应力。 边界上没有任何约束或完全静止的结构,如果内部温度是非线性分布的,由于结构本身互相约 束而出现的温度应力。 例如,桥梁墩身结构尺寸相对较大,混凝土冷却时表面温度低,内部温度 高,在表面出现拉应力,在中间出现压应力。另一类是约束应力

5、。结构的全部或部分边界受到 外界的约束,不能自由变形而引起的应力。如箱梁顶板混凝土和护栏混凝土。这 2 种温度应力往往和混凝土的干缩所引起的应力共同作用。 要根据已知的温度准确分析出温度应力的分 布、大小是一项比较复杂的工作。在大多数情况下,需要依靠模型试验或数值计算。混凝土 的徐变使温度应力有相当大的松驰,计算温度应力时,必须考虑徐变的影响。3 预防措施3.1 减轻温度应力 为了防止裂缝,减轻温度应力可以从控制温度和改善约束条件方面着手。 一是控制温度。 措施如下:采用改善骨料级配,用干硬性混凝土、掺混合料、加引气剂或塑化剂等措施,以减少 混凝土中的水泥用量;拌合混凝土时加水或用水将碎石冷却

6、,以降低混凝土的浇筑温度;热天 浇筑混凝土时减少浇筑厚度,利用浇筑层面散热;在混凝土中埋设水管,通入冷水降温;规定合 理的拆模时间,气温骤降时进行表面保温,以免混凝土表面发生急剧的温度梯度;施工中长期 暴露的混凝土浇筑块表面或薄壁结构,在寒冷季节采取保温措施。二是改善约束条件。措施 如下:合理地分缝、分块;避免基础过大起伏;合理地安排施工工序,避免过大的高差和侧面长 期暴露;此外,改善混凝土的性能,提高抗裂能力,加强养护,防止表面干缩,特别是保证混凝土的 质量十分重要,应特别注意避免产生贯穿裂缝,出现后要恢复其结构的整体性是十分困难的, 因此施工中应以预防贯穿性裂缝的发生为主。 3.2 适时拆

7、模,注重防护 在混凝土的施工中,为了提高模板的周转率,往往要求新浇筑的混凝土尽早拆模。当混凝 土温度高于气温时应适当考虑拆模时间,以免引起混凝土表面的早期裂缝。新浇筑早期拆模, 在表面引起很大的拉应力,出现“温度冲击”现象。在混凝土浇筑初期,由于水化热的散发,表面 引起相当大的拉应力,此时表面温度亦较气温为高,此时拆除模板,表面温度骤降,必然引起温 度梯度,从而在表面附加一拉应力,与水化热应力叠加,再加上混凝土干缩,表面的拉应力达到 很大的数值,就有导致裂缝的危险,但如果在拆除模板后及时在表面覆盖一轻型保温材料,如 泡沫海绵等,对于防止混凝土表面产生过大的拉应力,具有显著的效果。 3.3 适量

8、加筋 加筋对大体积混凝土的温度应力影响很小,因为大体积混凝土的含筋率极低,只是对一般 钢筋混凝土有影响。在温度不太高及应力低于屈服极限的条件下,钢的各项性能是稳定的,而 与应力状态、时间及温度无关。钢的线胀系数与混凝土线胀系数相差很小,在温度变化时两 者间只发生很小的内应力。 由于钢的弹性模量为混凝土弹性模量的 715 倍,当内混凝土应力 达到抗拉强度而开裂时,钢筋的应力将不超过 100200 kg/cm2。因此,在混凝土中要想利用钢 筋来防止细小裂缝的出现很困难。但加筋后结构内的裂缝一般就变得数目多、间距小、宽度 与深度较小,而且如果钢筋的直径细而间距密时,对提高混凝土抗裂性的效果较好。混凝

9、土和 钢筋混凝土结构的表面常常会发生细而浅的裂缝,其中大多数属于干缩裂缝。虽然这种裂缝 一般都较浅,但其对结构的强度和耐久性仍有一定的影响。 3.4 使用外加剂为保证混凝土工程质量,防止开裂,提高混凝土的耐久性,正确使用外加剂也是减少开裂 的措施之一。 例如使用减水防裂剂,其主要作用:一是混凝土中存在大量毛细孔道,水蒸发后毛 细管中产生毛细管张力,使混凝土干缩变形。 增大毛细孔径,可降低毛细管表面张力,但会使混 凝土强度降低。 这个表面张力理论早在 20 世纪 60 年代就已被国际上所确认。 二是水灰比是 影响混凝土收缩的重要因素,使用减水防裂剂可使混凝土用水量减少 25%。三是水泥用量也 是

10、混凝土收缩率的重要因素,掺加减水防裂剂的混凝土在保持混凝土强度的条件下可减少 15%的水泥用量,其体积用增加骨料用量来补充。四是减水防裂剂可以改善水泥浆的稠度,减 少混凝土泌水,减少沉缩变形。五是提高水泥浆与骨料的粘结力,提高混凝土抗裂性能。六是 混凝土在收缩时受到约束产生拉应力,当拉应力大于混凝土抗拉强度时裂缝就会产生。减水 防裂剂可有效提高混凝土抗拉强度,大幅提高混凝土的抗裂性能。七是掺加外加剂可使混凝土密实性好,可有效地提高混凝土的抗碳化性,减少碳化收缩。八是掺减水防裂剂后混凝土缓 凝时间适当,在有效防止水泥迅速水化放热基础上,避免因水泥长期不凝而带来的塑性收缩增 加。 九是掺外加剂混凝

11、土和易性好,表面易摸平,形成微膜,减少水分蒸发,减少干燥收缩。 许多 外加剂都有缓凝、增加和易性、改善塑性的功能,在工程实践中应多进行这方面的试验,比单 纯地靠改善外部条件,会更加简捷、经济。 3.5 混凝土的早期养护 混凝土早期养护的主要目的在于保持适宜的温湿条件,以达到如下效果:一是使混凝土免 受不利温、 湿度变形的侵袭,防止有害的冷缩和干缩;实践证明,混凝土常见的裂缝,大多数是不 同深度的表面裂缝,其主要原因是温度梯度造成寒冷地区的温度骤降也容易形成裂缝。混凝 土的保温对防止表面早期裂缝尤其重要。从温度应力观点出发,保温应达到下述要求:防止混 凝土内外温度差及混凝土表面梯度,防止表面裂缝

12、;防止混凝土超冷,应该设法使混凝土的施 工期最低温度不低于混凝土使用期的稳定温度;防止老混凝土过冷,以减少新老混凝土间的约 束。二是使水泥水化作用顺利进行,以期达到设计的强度和抗裂能力。适宜的温湿度条件是 相互关联的,混凝土的保温措施常常也有保湿的效果。新浇混凝土中所含水分完全可以满足 水泥水化的要求。但由于蒸发等原因常引起水分损失,从而推迟或防碍水泥的水化,表面混凝 土最容易而且直接受到这种不利的影响。因此,混凝土浇筑后的最初几天是养护的关键时期, 在施工中应切实重视该时期的养护。Concrete crack and PreventionThe more common concrete cr

13、acks, despite various measures taken in construction, but its still exist in engineering construction. Concrete changes in temperature stress is one of the reasons why. In the large volume concrete temperature stress and temperature control is important meaning. One is frequently arise in the constr

14、uction of concrete temperature cracks, affect the structural integrity and durability. Two are in the running process, temperature changes on the structure of the stress of having significant, the effect that nots allow to ignore. The construction of the causes of concrete cracks and treatment measu

15、res are described below.1concrete the reasons caused the cracksConcrete cracks for many reasons, mainly temperature and humidity changes, the brittleness of concrete and inhomogeneity, and the structure is unreasonable, the raw material is not eligible ( such as alkali-aggregate reaction ), the temp

16、late deformation, the uneven settlement of the foundation. During the release of a large number of hardened concrete cement hydration heat, the internal temperature rise, causing the surface tension stress. Late in the cooling process, due to base or old concrete binding, and internal tensile stress

17、 in concrete. Lower temperatures will be in the concrete surface caused great tension stress. When the stress exceeds the crack resistance of concrete, the cracks will appear; many concrete interior humidity changes very small or slow, but the surface humidity may change or dramatic. If conservation

18、 planning, working when wet, surface shrinkage deformation subjected to internal concrete binding, but also often lead to cracks; concrete is a kind of brittle material, tensile strength compressive strength of about 1/10, because the raw materials are not uniform, the water-cement ratio is not stab

19、le, and the transportation and pouring process of segregation phenomenon, in the same piece of concrete tensile strength and is not uniform, there are a lot of tensile capacity is very low, easy to crack the weak parts. In reinforced concrete, tensile stress is mainly by the steel bar concrete is as

20、sumed, the compressive stress; in plain concrete or reinforced concrete structure at the edge of the area if appeared in the tensile stress, need to rely on their own concrete commitment. The general design requirements are not pulling stress or only very small tensile stress. But in the constructio

21、n of concrete by the highest temperature cooling to the running period of stable temperature, often in the concrete internal cause considerable tensile stress. Sometimes the temperature stress can exceed other loads caused by stress, so grasp the temperature stress change law for the reasonable stru

22、cture design and the construction is very important.2Analysis on the temperature stress of concreteAccording to the thermal stress forming process can be divided into the following 3 stages: one is the early. Since the concrete began to cement the heat release end basically, generally about 30d. Thi

23、s phase of the cement hydration heat, the release of a large number of concrete elastic modulus of dramatic changes. Due to the variation of elastic modulus, this period formed in the concrete residual stress. Two is the middle. Since cement heat release ending to concrete cooling to a stable temper

24、ature, the temperature stress of concrete is mainly due to the cooling and the outside temperature changes caused by, the stress and the early formation of the residual stress of superposition, during concrete elastic modulus change is not big. Three is a late. Concrete cooling completely after the

25、operation period. Temperature stress is mainly caused by the change of air temperature, the stress and the former 2residual stress superposition. According to the temperature stress causes can be divided into 2 categories, one category is in-situ stress. Boundary without any constraints or completel

26、y stationary structure, if the internal temperature is a nonlinear distribution of the structure itself, because each other about beam and temperature stress. For example, bridge pier structure size is relatively large, concrete cooling surface temperature low, high internal temperature, emerging at

27、 the surface tensile stress, occur in the middle of the compressive stress. Another kind is the restraint stress. Structure of all or part of the boundary by external constraints, not free deformation caused by stress. Such as box girder concrete roof and parapet concrete. These 2 kinds of temperatu

28、re stress and shrinkage of concrete is caused by stress effects. According to the known temperature accuracy analysis of temperature stress distribution, size is a complicated job. In most cases, need to rely on model test and numerical calculation. Creep of concrete temperature stress there is cons

29、iderable relaxation, thermal stress calculation, must consider the creep effect.3preventive measures3.1 to reduce temperature stressIn order to prevent the crack, reducing temperature stress can control the temperature and improve aspects of constraint conditions. One is to control temperature. Meas

30、ures are as follows: the improvement of gradation of aggregate, with dry concrete, mixing materials, and air entraining agent or etc. measures, in order to reduce the cement dosage in the concrete; mixing concrete with water or water cooling to reduce the rubble, concrete pouring temperature; hot po

31、uring concrete pouring thickness reduction, using concrete surface heat dissipation; in embedded in concrete pipe, into the cold water cooling; provides reasonable stripping time, air temperature pelter of superficial thermal insulation concrete surface, so as to avoid sharp temperature gradient; co

32、nstruction of long-term exposure to the concrete surface or thin wall structure, heat insulation measures in the cold season. The two is the improvement of constraint conditions. Measures are as follows: reasonable parting, block; avoid basic relief; reasonably arrange the construction process, to a

33、void excessive height and lateral long term exposure; in addition, improving the performance of concrete, improve the crack resistance ability, strengthen the maintenance, to prevent surface shrinkage, especially to ensure the quality of concrete is very important, special attention should be paid a

34、void through cracks, appears to restore its structural integrity is very difficult, therefore construction should be to prevent penetration cracks occur mainly.3.2timely removal, pay attention to protectionIn concrete construction, in order to improve the template turnover rate, often require new po

35、uring concrete board as soon as possible. When the concrete temperature higher than the temperature should be appropriate to consider the stripping time, lest cause of early crack of concrete surface. Pouring new early stripping in surface, causing considerable tensile stress, appear shock phenomeno

36、n. In the concrete in the initial pouring, due to hydration heat emission, surface caused considerable tension stress, when the surface temperature is relatively high when the temperature, removal of the template, the surface temperature drop, must cause the temperature gradient, resulting in surfac

37、e attached to a tensile stress, and the hydration heat stress superposition, coupled with concrete dry shrinkage, surface tensile stress reaches a large numerical, have led to fracture risk, but if the removal of the template to the surface covered with a light heat insulating material, such as foam

38、 sponge, to prevent concrete surface to produce excessive tensile stress, and has obvious effect.3.3the amount of reinforcementReinforcement of large volume concrete temperature stress effect is very small, because of the large volume concrete of reinforcement ratio is very low, only to the general

39、reinforced concrete effect. The temperature is not too high and stress below the yield limit conditions, steel performance is stable, and the stress condition, time and temperature. Coefficient of linear expansion of steel and concrete linear expansion coefficient is very small, when the temperature

40、 changes between the two occurs only very small internal stress. As the steel elastic moduli for elastic modulus of concrete715 times, when the inner stress of the concrete tensile strength and cracking up, steel stress will not exceed100200kg/cm2. Therefore, in the concrete to the steel reinforceme

41、nt to prevent small cracks is very difficult. But after reinforced structure within cracks in general became number, small spacing, width and depth is smaller, and if the diameter steel fine pitch density to improve the crack resistance of concrete, the effect is better. Concrete and reinforced conc

42、rete structure surface often thin and shallow crack, most of them belong to the dry shrinkage crack. Although this kind of cracks are generally shallow, but its effect on the strength and durability of the structure still has certain effect.3.4 the use of admixturesIn order to guarantee the quality

43、of concrete engineering, to prevent cracking, improve the durability of concrete, the proper use of additive is one of the measures to reduce cracks. For example, the use of water reducing and anti-cracking agent, its main functions: one is the existence of a large number of capillary pore in concre

44、te, water evaporation in capillary capillary tension, so that the concrete shrinkage deformation. Increased capillary size, can reduce the capillary surface tension, but will make the concrete strength. The theory of the surface tension in the early nineteen sixties has been internationally recogniz

45、ed. Two water cement ratio is the important factor affecting the shrinkage of concrete, the use of water reducing and anti-cracking agent of concrete can be used to reduce water25%. Three is the cement content is also important factors of concrete shrinkage, adding water anticracking agent concrete

46、in maintaining concrete strength condition can reduce15% of the cement content, the volume used to increase the aggregate amount to supplement. Four is the water reducing and anti-cracking agent can improve cement slurry consistency, reduce the concrete bleeding, reducing the settlement deformation.

47、 Five is to improve the cement paste and aggregate cohesiveness, improve crack resistance of concrete. Six is the concrete in contraction are constrained to produce tensile stress, when stress is greater than the tensile strength of concrete cracks will occur when. Water reducing and anti-cracking a

48、gent can effectively improve the tensile strength of concrete, to substantially improve crack resistance of concrete. Seven is the addition of admixture can make the concrete have good compactness, can effectively improve the concrete carbonization resistance, reduce carbonization shrinkage. The eig

49、ht is mixed with water after the concrete anti-cracking agent retarding time properly, effectively prevent the rapid in cement hydration heat on the basis of cement, avoid long-term non-condensable and bring the plastic shrinkage increase. Nine is the concrete with admixture and good workability, easy touch flat surface, forming a membrane, reduce water evaporation, reduce the drying shrinkage. Many additives are retarded, increase workability, improve the plasticity of the function, in engineering