# Calibration of Material Models against TSTM Test for Crack Risk Assessment of Early-Age Concrete Containing Fly Ash

Authors: G. M. Ji; T. Kanstad; Ø. Bjøntegaard
Journal: Advances in Materials Science and Engineering
 (2018)

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## Abstract

Making reliable cracking risk assessment involves experimental testing and advanced modeling of the time- and temperature-dependent behavior of the properties, the restraint conditions of the structure, and the external environmental conditions. Mineral additives such as silica fume (SF), blast furnace slag (BFS), and fly ash (FA) have been used extensively in production of high performance concrete in the last decades. The mineral additives such as fly ash and blast furnace slag will reduce the hydration heat during the hardening phase, and the mineral additives also have significant influence on the development of mechanic and viscoelastic properties at early age. Within the NOR-CRACK project, extensive test programs were performed to investigate the material properties related to cracking risk of early-age concrete containing mineral additives. In current paper, the advanced modeling of the heat of hydration, volume changes (autogenous shrinkage and thermal dilation) during hardening, the development of mechanical properties (E-modulus, compressive strength, and tensile strength), and creep/relaxation properties are discussed. Tests were performed in “temperature stress testing machine” (TSTM) to measure the restraint stress, and well-documented material models were verified by performing 1-D analysis of restraint stress development in the TSTM (Ji, 2008).


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## Body

## 1. Introduction

Cracking of concrete structures may compromise not only structural integrity but also durability and long-term service life. High performance concretes, with low water/binder ratios, are experienced prone to early-age cracking. The main reason is that the high volume changes due to autogenous shrinkage (caused by chemical shrinkage and subsequent self-desiccation) and thermal dilation (caused by hydration heat) lead to significant stresses in conditions of high external restraint.Early-age cracking has been the subject of extensive research. In recent years, more realistic insights have been gained through various research efforts in related fields, for example, on thermal cracking of early-age concrete by a RILEM technical committee (TC 195-DTD) [1]. Furthermore, the growing number of applications of high performance concrete and the use of massive concrete structures generate a need for a comprehensive methodology to limit/prevent early-age cracking of concrete. The following material properties are main factors which influence the sensitivity of concrete to cracking at early age and which therefore are required for a full evaluation of cracking risk in hardening concrete structures:(i)
The temperature sensitivity (activation energy)(ii)
Heat of hydration(iii)
Coefficient of thermal expansion (CTE)(iv)
Autogenous shrinkage (AS)(v)
Mechanical properties (E-modulus, compressive strength, and tensile strength)(vi)
Creep/relaxation propertiesThe influences of fly ash on abovementioned early-age concrete properties are investigated in the present study.Today, there exist several commercially available computer programs capable of calculating the temperature and stress development in hardening concrete structure. Within the past IPACS project [2], a Round Robin calculation was performed, and five different programs were used to simulate temperature and stress development in two examples of hardening concrete structure, and the results are shown in Figure 1 [3]. All calculations were based on same set of laboratory test results describing specific concrete properties. The deviation between the results obtained by different programs may be explained by differences in material modeling, modeling of geometry, and restraint conditions. The deviations were considerable even in the case of stress simulation of hardening specimen in the “temperature stress testing machine” (TSTM) [4] with well-defined temperature and restraining conditions; that is, the material modeling was the only reason for disagreement. The different material models were calibrated to the same experimental data, but in simulation of total behavior of a structure, they gave different results. The comparison gave rise to several questions. What kind of tests is most appropriate for characterization of different material properties? Although different material models are able to describe material properties separately, is the combination of the models able to describe the total behavior of hardening concrete structure or do the different material models match with each other? [3, 5].Figure 1
Stress development in hardening concrete slab calculated with different programs [17].Within the NOR-CRACK project, extensive test programs were performed to investigate the material properties listed above [6–9]. In the current paper, the material properties of early-age concrete with fly ash and the advanced modeling of those material properties are presented. The TSTM test results are used to verify the proposed material model and their applicability in the prediction of cracking risk of concrete during the hardening phase.


## 2. Material Properties

### 2.1. Concrete Composition

The “SV 40” concrete is a typical high strength concrete used in bridges in Norway, and it has a water-binder ratio (w/b) of 0.42 with 5% silica fume (percentage of OPC weight). The “low-heat” concrete has w/b of 0.46 and contains 36% FA of binder weight (60% of OPC weight) in addition to 5% silica fume (percentage of OPC weight). The composition of the two concretes is presented in Table1 [10].Table 1
Concrete composition, all values in kg/m3.
Concrete
OPC
Fly ash
Silica fume
Coarse aggregate (8–16 mm)
Fine aggregate (0–8 mm)
Total water
SV 40
404
—
20
880
910
178
Low heat
233
140
12
879
899
178In the laboratory relevant concrete properties were measured, that is, heat of hydration; coefficient of thermal expansion; autogenous shrinkage; mechanical properties including the development of compressive strength, tensile strength, and modulus of elasticity; and creep properties [7, 11].


### 2.2. Mechanical Properties

The modified version of CEB-FIP MC 1990 is used to describe the development of the compressive strength, tensile strength, and modulus of elasticity, and t0 is introduced in the equations to identify the start of significant mechanical properties development [12, 13]:(1)fc=fc28exps1−28teq−t0,ft=ft28exps1−28teq−t0nt,Ec=Ec28exps1−28teq−t0nE,where teqis the equivalent time, t0 is the concrete age when the stiffness starts to increase from zero, s is a curve fitting parameter which is determined from compressive strength development, while nt and nE are the curve fitting parameters dedicated for the development of the tensile strength and the elastic Young’s modulus, respectively. The parameters shown in Table 2 are later used in the numerical analysis of a full-scale field test structure [14]. The development of the compressive strength, tensile strength, and modulus of elasticity for SV 40 and low-heat concrete are shown in Figures 2 and 3.Table 2
Mechanical properties of the SV 40 and low-heat concrete.
Concrete
f
c
28 (MPa)
f
t
28 (MPa)
E
c
28 (GPa)
s
n
t
n
E
t
0 (h)
SV 40
65.11
3.86
31,700
0.197
0.722
0.421
8.0
Low heat
41.20
3.20
33,360
0.418
0.561
0.251
10.5Figure 2
Compressive strength, E-modulus, and tensile strength of SV 40 concrete.
(a)
(b)
(c)Figure 3
Compressive strength, E-modulus, and tensile strength development of the low-heat concrete.
(a)
(b)
(c)


### 2.3. Thermal Properties

The thermal properties are the thermal conductivityκ, the specific heat capacity ϲ, and the heat of hydration. The hydration heat depends on the chemical composition of the cement—it increases with the C3S and C3A content—and on the fineness of grinding. Mineral admixtures, such as silica fume (SF), blast furnace slag (BFS), and fly ash (FA), have significant influence on the heat of hydration. Increasing percentage of the BFS or FA content reduces the amount of heat of hydration significantly. Thomas and Mukherjee [15] showed that when 50% of ordinary Portland cement (OPC) was replaced by slag, the heat of hydration decreased by 28% and the maximum temperature rise was reduced from 24°C to 16°C.The heat production is described by the approach based on the hydration degree (equivalent to maturity age) [16]:(2)Q=Q∞exp−τteqα,where Q∞, τ, and α are model parameters that can be determined from the adiabatic temperature curve derived from semiadiabatic measurements of the heat of hydration.The parameters of the activation energy were determined according to the Norwegian code (NS3656). The results from isothermal tests at three temperature levels, 5, 20, and 50°C, were plotted against equivalent time. Then, the activation energy was found by fitting results at a level of 40% of maximum strength.The heat development of the low-heat concrete tested in the laboratory was first used in the analysis, but the calculated maximum temperature was about 10°C lower than the measured maximum temperature. It was later confirmed [18] that, for this particular field experiment, the concrete manufacturer had put fly ash into a silo previously used to store silica fume, but unfortunately, the silo was not completely cleaned, and probably some silica fume left at the bottom entered the mixture used in this field test. The hydration heat development of the particular concrete mixture used in the field test is shown in Figure 4. The heat development applied in the thermal and structural analysis was about 35% higher than that of the low-heat concrete tested in the laboratory as shown in Table 3 [18].Figure 4
Heat evolutions of SV 40 and low-heat concrete.Table 3
Thermal properties of SV 40 and low-heat concrete.
Concrete
Q
∞ (kJ/kg cem)
τ
α
Thermal expansion coefficient (10−6/°C)
Arrhenius constant (K)
Thermal conductivity (kJ/°C·ms)
Thermal capacitance (kJ/°C·m3)
SV 40
319
15.04
1.34
10.54
2645.7
0.0026
2512.2
Low heat (laboratory)
215
17.75
1.20
8.35
4353.1
0.0026
2482.4
Low heat (field test)
290
17.75
1.20
8.35
4353.1
0.0026
2482.4


### 2.4. Volume Change (Autogenous Shrinkage and Thermal Dilation)

The free deformation was measured in the Dilation Rig with a stepwise realistic temperature history for both concretes in the NTNU laboratory [7]. The maximum temperature for SV 40 and low-heat concrete was 56 and 45°C, respectively, with an initial temperature of 20°C, while the maximum temperature for low-heat concrete was 33°C with the initial temperature of 11°C. The autogenous shrinkage is then separated from the thermal dilation by assuming a constant value for the thermal dilation coefficient. The autogenous shrinkage curves of the SV 40 and low-heat (60% FA) concrete are shown in Figure 5.Figure 5
Autogenous shrinkage versus maturity time.


### 2.5. Creep

Compressive creep tests for both concretes were performed at different ages at 20°C under sealed conditions, and the results are shown in Figure6. The double power law is used to model the creep behavior in the numerical simulations, and the compliance function becomes [19–23](3)Jt,t′=1Ete′1+φ⋅t′−dt−t′p,where t is the concrete age, t′ is the concrete age at loading, Ete′is the E-modulus at the loading age, and φ, d, and p are creep model parameters. In general, two creep tests were performed for each of the loading ages. For the SV 40 concrete, the creep tests were carried out with loading time at 2 and 9 days, respectively, and is shown in Figure 6(a); the model is in good agreement with the experimental results. For the low-heat concrete, the creep tests were carried out at 4 and 7 days, respectively, and it is seen from Figure 6(b) that the estimated the creep strain is slightly lower than the test results. The creep model parameters used in simulation are shown in Table 4.Figure 6
Results of compressive creep tests and double power law. (a) SV 40 concrete. (b) low-heat concrete.
(a)
(b)Table 4
Creep parameters for SV 40 and low-heat concrete.
Concrete
d
p
φ
SV 40
0.18
0.18
1.10
Low heat
0.26
0.22
1.60


## 2.1. Concrete Composition

The “SV 40” concrete is a typical high strength concrete used in bridges in Norway, and it has a water-binder ratio (w/b) of 0.42 with 5% silica fume (percentage of OPC weight). The “low-heat” concrete has w/b of 0.46 and contains 36% FA of binder weight (60% of OPC weight) in addition to 5% silica fume (percentage of OPC weight). The composition of the two concretes is presented in Table1 [10].Table 1
Concrete composition, all values in kg/m3.
Concrete
OPC
Fly ash
Silica fume
Coarse aggregate (8–16 mm)
Fine aggregate (0–8 mm)
Total water
SV 40
404
—
20
880
910
178
Low heat
233
140
12
879
899
178In the laboratory relevant concrete properties were measured, that is, heat of hydration; coefficient of thermal expansion; autogenous shrinkage; mechanical properties including the development of compressive strength, tensile strength, and modulus of elasticity; and creep properties [7, 11].


## 2.2. Mechanical Properties

The modified version of CEB-FIP MC 1990 is used to describe the development of the compressive strength, tensile strength, and modulus of elasticity, and t0 is introduced in the equations to identify the start of significant mechanical properties development [12, 13]:(1)fc=fc28exps1−28teq−t0,ft=ft28exps1−28teq−t0nt,Ec=Ec28exps1−28teq−t0nE,where teqis the equivalent time, t0 is the concrete age when the stiffness starts to increase from zero, s is a curve fitting parameter which is determined from compressive strength development, while nt and nE are the curve fitting parameters dedicated for the development of the tensile strength and the elastic Young’s modulus, respectively. The parameters shown in Table 2 are later used in the numerical analysis of a full-scale field test structure [14]. The development of the compressive strength, tensile strength, and modulus of elasticity for SV 40 and low-heat concrete are shown in Figures 2 and 3.Table 2
Mechanical properties of the SV 40 and low-heat concrete.
Concrete
f
c
28 (MPa)
f
t
28 (MPa)
E
c
28 (GPa)
s
n
t
n
E
t
0 (h)
SV 40
65.11
3.86
31,700
0.197
0.722
0.421
8.0
Low heat
41.20
3.20
33,360
0.418
0.561
0.251
10.5Figure 2
Compressive strength, E-modulus, and tensile strength of SV 40 concrete.
(a)
(b)
(c)Figure 3
Compressive strength, E-modulus, and tensile strength development of the low-heat concrete.
(a)
(b)
(c)


## 2.3. Thermal Properties

The thermal properties are the thermal conductivityκ, the specific heat capacity ϲ, and the heat of hydration. The hydration heat depends on the chemical composition of the cement—it increases with the C3S and C3A content—and on the fineness of grinding. Mineral admixtures, such as silica fume (SF), blast furnace slag (BFS), and fly ash (FA), have significant influence on the heat of hydration. Increasing percentage of the BFS or FA content reduces the amount of heat of hydration significantly. Thomas and Mukherjee [15] showed that when 50% of ordinary Portland cement (OPC) was replaced by slag, the heat of hydration decreased by 28% and the maximum temperature rise was reduced from 24°C to 16°C.The heat production is described by the approach based on the hydration degree (equivalent to maturity age) [16]:(2)Q=Q∞exp−τteqα,where Q∞, τ, and α are model parameters that can be determined from the adiabatic temperature curve derived from semiadiabatic measurements of the heat of hydration.The parameters of the activation energy were determined according to the Norwegian code (NS3656). The results from isothermal tests at three temperature levels, 5, 20, and 50°C, were plotted against equivalent time. Then, the activation energy was found by fitting results at a level of 40% of maximum strength.The heat development of the low-heat concrete tested in the laboratory was first used in the analysis, but the calculated maximum temperature was about 10°C lower than the measured maximum temperature. It was later confirmed [18] that, for this particular field experiment, the concrete manufacturer had put fly ash into a silo previously used to store silica fume, but unfortunately, the silo was not completely cleaned, and probably some silica fume left at the bottom entered the mixture used in this field test. The hydration heat development of the particular concrete mixture used in the field test is shown in Figure 4. The heat development applied in the thermal and structural analysis was about 35% higher than that of the low-heat concrete tested in the laboratory as shown in Table 3 [18].Figure 4
Heat evolutions of SV 40 and low-heat concrete.Table 3
Thermal properties of SV 40 and low-heat concrete.
Concrete
Q
∞ (kJ/kg cem)
τ
α
Thermal expansion coefficient (10−6/°C)
Arrhenius constant (K)
Thermal conductivity (kJ/°C·ms)
Thermal capacitance (kJ/°C·m3)
SV 40
319
15.04
1.34
10.54
2645.7
0.0026
2512.2
Low heat (laboratory)
215
17.75
1.20
8.35
4353.1
0.0026
2482.4
Low heat (field test)
290
17.75
1.20
8.35
4353.1
0.0026
2482.4


## 2.4. Volume Change (Autogenous Shrinkage and Thermal Dilation)

The free deformation was measured in the Dilation Rig with a stepwise realistic temperature history for both concretes in the NTNU laboratory [7]. The maximum temperature for SV 40 and low-heat concrete was 56 and 45°C, respectively, with an initial temperature of 20°C, while the maximum temperature for low-heat concrete was 33°C with the initial temperature of 11°C. The autogenous shrinkage is then separated from the thermal dilation by assuming a constant value for the thermal dilation coefficient. The autogenous shrinkage curves of the SV 40 and low-heat (60% FA) concrete are shown in Figure 5.Figure 5
Autogenous shrinkage versus maturity time.


## 2.5. Creep

Compressive creep tests for both concretes were performed at different ages at 20°C under sealed conditions, and the results are shown in Figure6. The double power law is used to model the creep behavior in the numerical simulations, and the compliance function becomes [19–23](3)Jt,t′=1Ete′1+φ⋅t′−dt−t′p,where t is the concrete age, t′ is the concrete age at loading, Ete′is the E-modulus at the loading age, and φ, d, and p are creep model parameters. In general, two creep tests were performed for each of the loading ages. For the SV 40 concrete, the creep tests were carried out with loading time at 2 and 9 days, respectively, and is shown in Figure 6(a); the model is in good agreement with the experimental results. For the low-heat concrete, the creep tests were carried out at 4 and 7 days, respectively, and it is seen from Figure 6(b) that the estimated the creep strain is slightly lower than the test results. The creep model parameters used in simulation are shown in Table 4.Figure 6
Results of compressive creep tests and double power law. (a) SV 40 concrete. (b) low-heat concrete.
(a)
(b)Table 4
Creep parameters for SV 40 and low-heat concrete.
Concrete
d
p
φ
SV 40
0.18
0.18
1.10
Low heat
0.26
0.22
1.60


## 3. Calibration of the Material Models by the TSTM Test

The systems of the special designed temperature stress test machine (TSTM) as shown in Figure7 are essentially a closed loop servosystem that can be operated either in load or deformation control mode. The TSTM is described in detail in [4, 7, 24].Figure 7
Temperature stress test machine (TSTM).The cross section of the specimen is 90 × 100 mm, and the total prismatic length is 1000 mm, and at the both ends, the dimensions are increased in crossheads forming the anchorage. The temperature control system of the TSTM is similar to that of the Dilation Rig. The specimen is sealed with an aluminium plastic foil impermeable to moisture, and drying shrinkage is thus avoided. In the current study, the TSTM is operated in the deformation control mode, and tests were performed under full or partial restraint. The full (100%) restraint condition is provided by an electronic feedback system that moves the left anchoring head of the specimen to compensate for the any length change in the 700 mm midsection of the specimen. A load cell, connected to the right anchoring head, records the restraining force. A partial restraint situation is obtained simply by deactivating the feedback system, meaning that the restraint against deformation is provided by the stiff steel frame of the rig and the anchorage of the specimen. Hence, the restraint degree may vary from test to test, but it is generally around 40%. When partial restraint is used, the deformation of the 700 mm section is recorded as well as the restraining force. The advantage with the partial restraint situation is that an early tensile failure of the specimen is avoided during variable temperature development [7].The stress development measured in the TSTM is the net effect of all the parameters acting to produce restraint stresses in hardening concrete (ise., thermal dilation, autogenous shrinkage, elastic modulus, and creep/relaxation properties). The TSTM results are used directly for cracking risk comparison of different types of concretes and/or to calibrate the material models by recalculating the restraint stress development in the TSTM.In the current study, the tests were performed parallel in the Dilation Rig and TSTM. Thermal dilation and autogenous shrinkage occur simultaneously in the concrete specimens in TSTM and Dilation Rig. The amount of stress generated by thermal dilation and autogenous shrinkage in a given time interval depends on the degree of restraint in TSTM, the elastic modulus, and the creep/relaxation properties of the concrete. Figure8 illustrates the interplay of these factors in the TSTM test, each of which changes with time.Figure 8
The main factors inducing restraint stress in the TSTM test.The integral type of formulation is used in the 1D analysis of restraint stress development in the TSTM:(4)εt=∫t0tJt,t′dσt′+ε0t.Based on the principle of superposition, the time history is subdivided into time intervals:(5)εtn=∑j=1nJtn,tj⋅Δσj+ε0tn.For continuously varying strain, the second-order algorithm [19], which is based on approximating the integral by the trapezoidal rule, is used to calculate the stress due to a strain increment (or decrement) Δεj occurring during the time Δtj, and a good accuracy can be achieved. The stress increment Δσj is assumed applied in the middle of the jth interval (at time tj−1/2). The total loaded induced strain at the end of the jth interval is the sum of the strains due to stress increments Δσj, applied during all the previous increments.(6)εeltj+εcrtj=∑i=1jJtj,ti−1/2⋅Δσj,where ti−1/2=1/2ti−ti−1.The constitutive behavior of young concrete in stress rig (TSTM) is defined by the equation as proposed by the CEB-FIP [25]; the strain rate Δεj at time tj may be composed of thermal strain, autogenous strain, creep strain, elastic strain and transient thermal creep strain.(7)Δεtj=Δεthtj+Δεshtj+Δεeltj+Δεcrtj+Δεttctj,withΔεeltj+Δεcrtj=∑i=1jtj,ti−1/2⋅Δσi−∑i=1j−1Jtj−1,ti−1/2⋅Δσi,Δεthtj=εthtj−εthtj−1,Δεshtj=εshtj−εshtj−1,Δεttctj=αTΔTjρσtjftj,where ε is the measured strain in TSTM, εth is the thermal dilation, εsh  is the autogenous shrinkage, εel is the elastic strain, εcr is the creep strain, and εttc is the transient thermal creep strain.Free deformation measured in Dilation Rig under different temperatures is the sum ofεth and εsh and is directly used in the stress calculation. Stress increment at time tj can be determined as(8)Δσj=1Jtj,tj−1/2+αTΔTjρ/ftj,Δεtj−Δεthtj+Δεshtj+∑i=1j−1Jtj,ti−1/2−Jtj−1,ti−1/2⋅Δσi+αTΔTjρσtj−1ftj.The imposed temperature histories and measured stress developments in the TSTM for SV 40 and low-heat concrete are shown in Figures9(a), 10(a), and 11(a), and the strain developments in Dilation Rig and TSTM are shown in Figures 9(b), 10(b), and 11(b). For the SV 40 concrete, the maximum temperature increase is about 36°C from 20°C to 56°C, and the feedback system is deactivated at 76 hours, and the full restraint condition is then changed to the partial restraint condition to prevent break of the specimen during the test. For the low-heat concrete, the TSTM test was first performed at the initial temperature of 20°C, and the maximum temperature rise is 25°C, and the full restraint condition is changed to the partial restraint condition at 120 hours. Another TSTM test was carried out at the initial temperature of 11°C, which represented the approximate air temperature in the field test, under full restraint condition, and the maximum temperature rise is about 22°C.Figure 9
Test results of TSTM and Dilation Rig for SV 40 concrete. (a) Temperature and stress in the TSTM. (b) Deformation in Dilation Rig and TSTM.
(a)
(b)Figure 10
Test results of TSTM and Dilation Rig for low-heat concrete with an initial temperature of 20°C. (a) Temperature and stress in the TSTM. (b) Deformation in Dilation Rig and TSTM.
(a)
(b)Figure 11
Test results of TSTM and Dilation Rig for low-heat concrete with an initial temperature of 11°C. (a) FA 60% at an initial temperature of 11°C. (b) Deformation in Dilation Rig and TSTM.
(a)
(b)The comparisons of calculated and measured stress development for SV 40 concrete are shown in Figure12, and the development of the compressive stress in the first 2 days is in good agreement with the test results, but the development of the tensile stress afterwards is lower than the test results. The E-modulus of SV 40 concrete at 28 day is relatively low, and it significantly reduces the calculated tensile stress development. The calculated and measured stress developments of the low-heat concrete with 20°C initial temperature are shown in Figure 13(a), and the development of the compressive stress in the first 3 days is in good agreement with the test results, and the development of the tensile stress afterwards is slightly lower than the test results. The stress development of the low-heat concrete with 11°C initial temperature is shown in Figure 13(b), and the development in both compressive and tensile stress is slightly higher than the test results. In general, the material models used in the analysis give a rather good prediction of the stress development in the TSTM test.Figure 12
Stress development in the TSTM for SV 40 concrete.Figure 13
Stress development in the TSTM for low-heat concrete with the initial temperature of (a) 20°C and (b) 11°C.
(a)
(b)


## 4. Conclusion and Discussion

Crack risk assessment of early-age concrete should be based on specific (measured) concrete properties, and the following material properties are main factors which are required for a full evaluation of cracking risk in hardening concrete structures:(i)
The temperature sensitivity (activation energy)(ii)
Heat of hydration(iii)
Volume change: thermal dilation and autogenous shrinkage(iv)
Mechanical properties: E-modulus, compressive strength, and tensile strength(v)
Creep/relaxation propertiesIt is necessary to perform experimental tests to establish the database for the material properties listed above.The stress development measured in the TSTM is the net effect of all the parameters acting to produce stresses in hardening concrete (i.e., thermal dilation, autogenous shrinkage, E-modulus, and creep/relaxation properties). TSTM is a suitable tool to investigate the stress development in hardening concrete under realistic temperature conditions and to further optimize the concrete mix to reduce the cracking risk. The measured restraint stress at TSTM is used to verify the material models and its applicability for cracking assessment of early-age concrete. It is recommended to use this procedure to obtain reliable and robust material modeling and to ensure that the combination of the models is able to describe the total behavior of hardening concrete structure.



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