3.1. General Remarks
Mass concrete structures may be insufficiently reinforced for the discussed thermal stresses and are thus prone to cracks of considerable width. Many examples of early-age cracking due to insufficient reinforcement can be found in the thematic literature [
5,
40,
41]. Undoubtedly, apart from providing suitable reinforcement limiting the early-age crack width, thermal stresses can be minimized by the proper technological measures. Nevertheless, the use of the appropriate reinforcement in the discussed structures remains a primary method for the effective limitation of the thermal crack width.
Cracking in concrete starts when the induced tensile strain exceeds the maximum strain that concrete can withstand without crack formation—namely, the ultimate tensile strain capacity. The value of the ultimate tensile strain capacity,
εctu, depending on the concrete class and the aggregate type, does not surpass 100
με, for early-age concrete [
35]. Therefore, assuming the coefficient of thermal expansion to be equal to °
με/°C, the maximum permissible temperature difference is Δ
T = 10 °C.
As the determination of the actual thermal gradients caused by cement hydration heat brings many troubles, a simplified method can be used for the reinforcement calculation. The method assumes that in an element with tensile stresses of thermal origin, the minimal area of reinforcement,
As,min, should be provided, considering the limit values of the stresses causing cracking in the concrete. Thus, the actual level of induced thermal stresses is ignored. According to Eurocode 2 [
33], the required limit of the crack width is satisfied by using the suggested bar size and spacing. Undoubtedly, the advantage of this approach is its relatively simple calculations, which do not require a significant amount of work—there is no need to analyze the material and technological factors related to the casting process of the slab. This approach is also safe since, regardless of the magnitude of the actual thermal stress, the assumed maximum crack width is not exceeded. The main disadvantage of the solution may be the oversizing of the reinforcement, since the induced tensile stresses can be lower than the tensile strength of concrete, especially under favorable technological conditions.
On the contrary, a more accurate method based on the determination of the magnitude of thermal strains and stresses can be applied. It should be mentioned that the evaluation of the early-age hardening temperature and the resulting stresses is a complex task, since a large number of technological and material factors determine the size and the nature of volumetric changes. Therefore, the material (the amount and type of cement, type of aggregate) and technological data (i.e., casting technology, the variation in ambient temperature, the initial temperature of the concrete) must be considered. Furthermore, all the technological and material data assumed for the calculations must be retained during the construction of the slab, because their changes influence the required area of reinforcement. In conclusion, this approach, although described as more accurate, may carry the risk of underestimated reinforcement if the actual maturation conditions for the concrete are less favorable than assumed in the design. In the simplified method, regardless of the occurrence of less favorable conditions, the assumed crack width will be fulfilled.
3.2. Reinforcement Area and Location
Generally, the minimum area of reinforcement,
As,min, required to control cracking in tension areas may be calculated based on Equation (1) [
33,
34,
35]:
where
—is the area of the slab cross-section in tension;
is the absolute value of the maximum stress permitted in the reinforcement immediately after the formation of the crack;
fct,eff is the mean value of the tensile strength of the concrete effective at the time when the cracks may first be expected to occur;
is the coefficient considering the effect of non-uniform self-equilibrating stresses;
kc° is
° the coefficient considering the stress distribution within the section immediately before cracking.
Particular standards and guidelines differ in the methods of determining the values of Act, σs, fct,eff, k and kc in Equation (1).
In detail, the Eurocode 2 standard [
33] does not provide detailed recommendations for the application of Equation (1) for mass foundation slabs subjected to early-age thermal effects. First, no clarification regarding the area of the concrete in tension
and the distribution of induced thermal stresses is given. Next, the mean value of the concrete tensile strength,
fct,eff = fctm(t) is recommended to be assumed for the concrete age,
t, when cracks are expected. Simultaneously, the concrete age,
is not specified. These inaccuracies have been discussed in [
42,
43], and using the German standard DIN EN 1992-1-1/NA [
44] is recommended. In this standard,
fct,eff is equal to 0.5
fctm. The same assumption has been made in [
5].
Coefficient k, considering the effect of non-uniform self-equilibrating stresses, depends on the cross-section dimension and is equal to:
1.0 for webs with h ≤ 300 mm or flanges with widths less than 300 mm,
0.65 for webs with h ≥ 800 mm or flanges with widths greater than 800 mm;
intermediate values may be interpolated.
Other shapes of cross-sections are not specified in the Eurocode 2 standard. The provisions of the German standard DIN EN 1992-1-1/NA [
44] with the coefficient
k depending on the smaller dimension of the element cross-section (
Figure 2) are more general. Based on the German standard, it can be noticed that for a slab with a thickness greater than or equal to 80 cm, the discussed coefficient is smaller (
k = 0.52) than that proposed by Eurocode 2 (
k = 0.65).
Eurocode 2 recommends the value of the coefficient kc depending on the stress distribution in the cross-section at the moment preceding cracking, which is equal to 1.0 for pure tension. This conservative value is justified, since the existing self-equilibrating stresses are considered in the coefficient k.
Next, the maximum stress,
σs, allowable in the reinforcement immediately after the crack formation may be taken as the yield strength of the reinforcement,
fyk. At the same time, the lower value of the maximum steel stress, depending on the applied bar diameter, is suggested to satisfy the crack width limits
wlim (
Table 1). The listed values are derived for the concrete class C30/37 and the concrete cover of 25 mm.
It is worth noting that the stress
σs, listed in
Table 1, is based on Equation (2) given by Rüsch and Jungwirth [
45], according to which ensuring the condition
w < wlim requires the use of reinforcement with a diameter of
, satisfying the condition:
where
τ1 id the concrete bond strength for horizontal bars taken as
;
id the elastic modulus of steel.
Thus, for diameters
ϕ other than diameter
ϕs, the stress
σs should be corrected using Equation (3):
The British guidelines CIRIA C660 [
34] and CIRIA C766 [
35], complementary to Eurocode 2 [
33], broadly describe early-age volume changes in concrete and give precise recommendations related to Equation (1). Therefore, the mean value of the concrete tensile strength,
, at the time when cracks are expected to develop, is taken as
). The proper values of the strength
for concrete of various classes are given in
Table 2. Furthermore, the cross-sectional area of the tensile zone
and the coefficients
and
are based on the nature of the restraints (internal or external). The recommended values are summarized in
Table 3.
Particular attention should be paid to the location of the reinforcement. In the heating phase, the tensile self-induced stresses arise in the surface zone and the reinforcement should be placed there. In CIRIA C660 [
34] and CIRIA C766 [
35], the tensile area is assumed to be a depth of
(
Table 3). This value results from the temperature profile at the cross-section, which can be approximated by a parabola. Furthermore, for the dominant internal restraint in the slab the stress and strain distributions have the same shape through the cross-section as the temperature profile. Consequently, the line separating tensile and compressive stresses is located exactly at
due to the properties of the parabolic distribution.
German standard DIN EN 1992-1-1/NA [
44] recommends using Equations (4)–(7) for the tensile area, calculated as:
where
. Assuming the tensile depth to be equal to
the minimum area of reinforcement,
, is calculated based on Equation (8) [
44]:
Considering the restrained stresses induced in the heating phase, it can be noticed that they are of a compression nature and thus do not require reinforcement.
Generally, the cracking of the inner part of the slab due to tensile stresses occurring in the cooling phase is not considered in the discussed recommendations. Nevertheless, CIRIA C660 [
34] and CIRIA C766 [
35] mention the possibility of cracking inside the slab (
Figure 3). The cracks can appear since the self-induced and restrained stresses add up in the cooling phase. Especially, the internal cracking may occur in elements of considerable thickness and with a high level of external restraint. The guidelines CIRIA C660 take this into account in the proposed increase in the
k-factor to the value of 0.75 for sections with a thickness greater than 800 mm. This is a greater value in comparison to the recommendations of Eurocode 2 and CIRIA C766 (
k = 0.65), as well as the recommendations of the German standard (
k = 0.52). In this way, an increased near-surface reinforcement area can limit the width of surface cracks, which may be magnified due to internal cracks propagating from the center to the surface of the element. To sum up, the guidelines allow for the formation of cracks in the slab interior but limit their width in the surface zone by an increased amount of near-surface reinforcement. These assumptions also adjust the belief that the surface cracks arising in the heating phase may partially close in the cooling phase. Thus, the role of the surface reinforcement is also to limit the developing internal crack.
3.3. Cracking Width and Spacing
For the foundation slabs, which are subjected mainly to internal restraint or additional edge restraint, the crack width can be calculated using Equation (9) [
33,
34,
35]:
where
is the maximum crack spacing,
;
is the concrete cover, m;
is the coefficient taking into account the bond properties of the reinforcement (Eurocode 2 [
33] recommends the value of 0.8 for high bond bars and 0.7 for typical bars, however [
34,
35] recommend the higher value
);
is the bar diameter,
;
is the reinforcement ratio, calculated as
;
is the reinforcement area,
;
is the effective area of concrete in tension around the reinforcement to a depth of
.
It should be noted that the effective area of concrete in tension,
, differs from the area of concrete in tension,
used for the calculation of the reinforcement area. While the area of concrete in tension,
, depends on the form of restraint (
Table 3), for the crack width calculation the effective area of concrete in tension
is taken regardless of the restraint conditions. Moreover, only the area around the reinforcement is considered, to a depth of
, calculated from Equation (10) [
33,
34,
35]:
The crack inducing strain
is calculated from Equation (11) [
35]:
The tensile strain capacity,
, depends on the type of aggregate applied in concrete [
34,
35]. Early-age crack-inducing strain,
, is calculated using Equation (12):
where
is the coefficient of stress relaxation due to creep under sustained loading, the recommended value is
[
34,
35];
is the restraint factor describing the degree of deformation freedom;
is the coefficient of thermal expansion, depending on the aggregate type [
34,
35], and if no data are available the value of
°C may be used;
is the temperature difference.