混凝土的潛變與收縮
參考資料

1 2 3  Gambali.Ajay Kumar; Shanagam.Naveen Kumar.  (PDF). International Journal of Engineering Development and Research. 2014, 2 (4): P.3800  [2021-08-07]. （原始内容存档 (PDF)于2015-04-13）.  引文格式1维护：冗余文本 (link)
↑  Z. P. BaZant、F. H. Wittmann (编).  (PDF). 約翰威立. 1982: P.164~165  [2021-08-04]. ISBN 0 471 10409 4. （原始内容存档 (PDF)于2021-08-04） （英语）. The paste consists of solid cement gel and contains numerous capillary pores. The cement gel contains about 40 to 55% of pores in volume, has an enormous pore surface area (roughly 500 m2/cm3), and is made up of sheets of colloidal dimensions (of average thickness about 30 A, with average gaps about 15 A between the sheets). The sheets are formed mostly of calcium silicate hydrates and are strongly hydrophylic.  引文格式1维护：冗余文本 (link)
↑  Z. P. BaZant、F. H. Wittmann (编).  (PDF). 約翰威立. 1982: P.164~165  [2021-08-04]. ISBN 0 471 10409 4. （原始内容存档 (PDF)于2021-08-04） （英语）. Because the pores of cement gel are micropores of subcapillary dimensions they cannot contain liquid water or vapour; but they do contain evaporable water (water that is not chemically bound in the hydrates), which is strongly held by solid surfaces and may be regarded as (hindered) absorbed water or interlayer water. This water can exert on the pore walls a significant pressure called the disjoining pressure the value of which depends on temperature and the degree of water saturation of capillary pores.  引文格式1维护：冗余文本 (link)
↑  Neenu S.K. . THE CONSTRUCTOR.   [2021-08-10]. （原始内容存档于2021-08-10）. Drying shrinkage is caused by the loss of surface -absorbed water from the calcium silicate hydrate ( C-S-H) gel and also due to the loss of hydrostatic tension in the small pores.
↑  Neenu S.K. . THE CONSTRUCTOR.   [2021-08-10]. （原始内容存档于2021-08-10）. A part of this shrinkage caused can be recovered by immersing the concrete in water for a specified time. This is termed as the moisture movement.
↑  Neenu S.K. . THE CONSTRUCTOR.   [2021-08-10]. （原始内容存档于2021-08-10）. This shrinkage is mainly due to the deformation of the paste, though the aggregate stiffness also influences it.
↑  Ravindra K.DhirOBE, Jorgede Brito, Rui V.Silva, Chao Qun Lye. . 愛思唯爾. 2019: 9.4.2 Plastic Shrinkage  [2021-08-10]. ISBN 978-0-08-100985-7. （原始内容存档于2021-08-10） （英语）. Plastic shrinkage occurs in a freshly mixed concrete, with loss of water by evaporation from its surface, after placing and before hardening of the concrete. This can lead to plastic shrinkage cracking if the rate of evaporation is higher than that of the bleeding water rising to the surface of the concrete.
↑  Shen Jianxi. . 愛思唯爾. 2012: 6.14.2.3.2 Autogenous shrinkage  [2021-08-14]. ISBN 978-0-08-087873-7. （原始内容存档于2021-10-29） （英语）. Autogenous shrinkage is the uniform reduction of internal moisture due to cement hydration, which is typical of high-strength concrete. Autogenous shrinkage contributes significantly to concrete cracking when the water–cement (w/c) ratio is less than 0.4 . The use of concrete with a somewhat higher w/c ratio can mitigate this problem. However, the strength and impermeability of concrete will be decreased if the w/c ratio is increased.
↑  Yves F. Houst. . CANMET/ACI International Conference on Durability of Concrete. 1997,. supplementary papers (Fourth): pp.481–491.  [2021-08-15]. （原始内容存档于2021-08-15）.  引文格式1维护：冗余文本 (link)
↑  Z. P. BaZant、F. H. Wittmann (编).  (PDF). 約翰威立. 1982: P.164~165  [2021-08-04]. ISBN 0 471 10409 4. （原始内容存档 (PDF)于2021-08-04） （英语）. The main intrinsic factors are the design strength, the elastic modulus of aggregate, the fraction of aggregate in the concrete mix, and the maximum aggregate size. Increase of any of these factors causes a decrease of creep as well as shrinkage. This is because the aggregate does not creep appreciably and has a restraining effect on creep and shrinkage.  引文格式1维护：冗余文本 (link)
↑  Z. P. BaZant、F. H. Wittmann (编).  (PDF). 約翰威立. 1982: P.169  [2021-08-04]. ISBN 0 471 10409 4. （原始内容存档 (PDF)于2021-08-04） （英语）. Creep at constant pore water content is less for a smaller pore water content or a lower humidity in the pores.  引文格式1维护：冗余文本 (link)
↑  Z. P. BaZant、F. H. Wittmann (编).  (PDF). 約翰威立. 1982: P.168  [2021-08-04]. ISBN 0 471 10409 4. （原始内容存档 (PDF)于2021-08-04） （英语）. Creep decreases as the age of concrete at the instant of loading increases (this is actually the effect of the increase in the degree of hydration).  引文格式1维护：冗余文本 (link)
↑  Z. P. BaZant、F. H. Wittmann (编).  (PDF). 約翰威立. 1982: P.169  [2021-08-04]. ISBN 0 471 10409 4. （原始内容存档 (PDF)于2021-08-04） （英语）. Creep also increases with increacing temperature, but this effect is offset by the fact that a temperature increase also accelerates hydration which in turn reduces creep.  引文格式1维护：冗余文本 (link)
↑  Z. P. BaZant、F. H. Wittmann (编).  (PDF). 約翰威立. 1982: P.169  [2021-08-04]. ISBN 0 471 10409 4. （原始内容存档 (PDF)于2021-08-04） （英语）. Another important non-local extensive factor which is not a state variable is the size of specimen or structural member. The drying process in a larger specimen is slower, and consequently the creep increase due to drying is less, i.e. creep is less for a larger specimen. Similarly, shrinkage is less for a larger specimen and it is also less for a higher environmental humidity.  引文格式1维护：冗余文本 (link)
↑  Z. P. BaZant、F. H. Wittmann (编).  (PDF). 約翰威立. 1982: P.168  [2021-08-04]. ISBN 0 471 10409 4. （原始内容存档 (PDF)于2021-08-04） （英语）. Among the extensive factors we must distinguish the local from the external ones. The former, also called the state variables, are those which can be treated as a point property of a continuum. They are the only ones which can legitimately appear in a constitutive equation. Temperature, age,degree of hydration, relative vapour pressure (humidity) in the pores, and pore water content represent state variables affecting creep.  引文格式1维护：冗余文本 (link)
↑  Z. P. BaZant、F. H. Wittmann (编).  (PDF). 約翰威立. 1982: P.168  [2021-08-04]. ISBN 0 471 10409 4. （原始内容存档 (PDF)于2021-08-04） （英语）. On the other hand, the size of specimen and the environmental humidity are not admissible as state variables in a constitutive equation even though they have a great effect on creep of a concrete specimen. Properly, the environmental humidity must be considered as the boundary condition for the partial differential equation governing pore humidity. It is the pore humidity, not the environmental one, which directly affects creep and can appear in the constitutive equation.  引文格式1维护：冗余文本 (link)