Mix design of high-volume fly ash ultra high performance concrete

in the range of 200–250 mm by adjusting the superplasticizer (SP)
dosage, as listed in Table 4.
Table 4. Mix proportions of HVFA UHPC mixtures
Mix.
No
W/B
(by
weight)
S/B
(by
weight)
FA
(wt.% of
binder)
SF
(wt.% of
binder)
SP
wt.% of
binder)
C,
kg/m3
FA,
kg/m3
SF,
kg/m3
S,
kg/m3
Water,
kg/m3
SP,
kg/m3
1 0.16 1 0 10 0.58 1036 0 115 1151 182 22.3
2 0.16 1 10 10 0.56 911 114 114 1139 180 21.3
3 0.16 1 20 10 0.52 789 225 113 1127 180 19.5
4 0.16 1 30 10 0.49 669 335 112 1116 179 18.2
5 0.16 1 40 10 0.40 552 442 110 1104 179 14.7
6 0.16 1 50 10 0.27 437 547 109 1093 181 9.8
7 0.16 1 60 10 0.24 325 649 108 1082 180 8.7
8 0.16 1 70 10 0.19 214 750 107 1072 179 6.8
Note: Water considering the additional water content in both the saturated sand with a moisture content of 1.15 wt.% and the liquid
superplasticizer with a solid content of 30 wt.%.
4.4. Effect of the FA content on the development of compressive strength of HVFA UHPC
In this step, the development of compressive strength with time of UHPC using different FA con-
tents from 0% to 70% by weight of binder was determined. The experimental results were compared
with the desired compressive strength, i.e. over 120 MPa and 150 MPa under standard curing and heat
treatment, respectively (Fig. 5). It should be noted that the W/B ratio was kept constantly at 0.16, and
the SF content was fixed at 10% by weight of binder.
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Dong, P. S., et al. / Journal of Science and Technology in Civil Engineering
Journal of Science and Technology in Civil Engineering NUCE 2021 ISSN 1859-2996 
11 
SF content was fixed at 10% by weight of binder. The flow measurements were 
controlled in the range of 200–250 mm by adjusting the superplasticizer (SP) dosage, 
as listed in Table 4. 
Table 4. Mix proportions of HVFA UHPC mixtures.
Mix. 
No 
W/B
(by 
weight)
S/B 
(by 
weight)
FA 
(wt.% of 
binder) 
SF 
(wt.% of 
binder) 
SP 
wt.% of 
binder) 
C, 
kg/m3
FA, 
kg/m3
SF, 
kg/m3
S, 
kg/m3
Water, 
kg/m3
SP, 
kg/m3
1 0.16 1 0 10 0.58 1036 0 115 1151 182 22.3
2 0.16 1 10 10 0.56 911 114 114 1139 180 21.3
3 0.16 1 20 10 0.52 789 225 113 1127 180 19.5
4 0.16 1 30 10 0.49 669 335 112 1116 179 18.2
5 0.16 1 40 10 0.40 552 442 110 1104 179 14.7
6 0.16 1 50 10 0.27 437 547 109 1093 181 9.8
7 0.16 1 60 10 0.24 325 649 108 1082 180 8.7
8 0.16 1 70 10 0.19 214 750 107 1072 179 6.8
Note: Water considering the additional water content in both the saturated sand with a 
moisture content of 1.15 wt.% and the liquid superplasticizer with a solid content of 30 
wt.%. 
4.4 Effect of the FA content on the development of compressive strength of HVFA UHPC 
In this step, the development of compressive strength with time of UHPC using different 
FA contents from 0% to 70% by weight of binder was determined. The experimental 
results were compared with the desired compressive strength, i.e. over 120 MPa and 
150 MPa under standard curing and heat treatment, respectively (Figure 5). It should be 
noted that the W/B ratio was kept constantly at 0.16, and the SF content was fixed at 
10% by weight of binder. 
0
50
100
150
200
0 10 20 30 40 50 60 70
Co
m
pr
es
siv
e 
str
en
gt
h,
 M
Pa
The FA content, wt.% of binder
3 days 7 days 28 days
(a)
Journal of Science and Technology in Civil Engineering NUCE 2021 ISSN 1859-2996 
12 
Figure 5. Effect of the FA content on 28-day compressive strength of UHPC with 
time, W/B = 0.16, 10% SF, under (a) standard curing condition, (b) heat treatment 
Experimental results show that the enhancement of the compressive strength of HVFA 
UHPC requires the early heat treatment. The maximum 28-day compressive strengths 
of 149 MPa and 160 MPa were achieved when using a combination of 10%SF and 
20%FA under standard curing and heat treatment, respectively. In both curing 
conditions, the compressive strength of concrete reached over 120 MPa with the FA 
content up to 50%. It means that the total amount of SF and FA, in this case, is 60% by 
weight of binder, which contributes a great significance to use SCMs to replace cement 
to produce UHPC.
4.5 Effect of heat treatment duration from 1 to 7 days on the 28-day compressive 
strength 
After the desired compressive strength of HVFA UHPC was obtained, the effect of heat 
treatment duration on the 28-day compressive strength was studied to determine the 
maximum FA content to produce HVFA UHPC because the heat curing condition can 
enhance the microstructure and result in increasing strengths [1, 24, 25]. In this study, 
the desired compressive strength was either 120 MPa under standard curing or 150 MPa 
under heat treatment, and the achieved experimental results are shown in Figure 6. 
It can be observed from Figure 6 that extension of heat treatment time enhances the 
compressive strength of UHPC but not significant after 1-2 days. Compared with the 
desired compressive strength, it is recommended as at least two days under heat 
treatment from the experimental results. 
0
50
100
150
200
0 10 20 30 40 50 60 70
Co
m
pr
es
siv
e 
str
en
gt
h,
 M
Pa
The FA content, wt.% of binder
3 days 7 days 28 days
(b)
Figure 5. Effect of the FA content on 28-day compressive strength of UHPC with time, W/B = 0.16, 10% SF,
under (a) standard curing condition, (b) heat treatment
Experimental res lts show that the enhancement of the compressive strength of HVFA UHPC
requires the early heat treatment. Th maximum 28-day compressive strengths of 149 MPa and 160
MPa were achiev d when using a combination of 10%SF and 20%FA under standard curing and heat
treatment, resp ctively. In both uring conditions, the compressiv strength of concrete reached over
120 MPa with the FA content up to 50%. It means that the total amount of SF and FA, in this case,
is 60% by weight of binder, which contributes a great significance to use SCMs to replace cement to
produce UHPC.
4.5. Effect of heat treatment duration from 1 to 7 days on the 28-day compressive strength
After the desired compressive strength of HVFA UHPC was obtained, the effect of heat treatment
duration on the 28-day compressive strength was studied to determine the maximum FA content to
produce HVFA UHPC because the heat curing condition can enhance the microstructure and result
in increasing strengths [1, 24, 25]. In this study, the desired compressive strength was either 120 MPa
under standard uring or 150 MPa und r he treatme t, and th achieved experimental results are
shown in Fig. 6.
It can be observed from Fig. 6 that extension of heat tre m n ime enhanc s the compressive
strength of UHPC bu n t significant af er 1-2 days. Compared with the desired compressive strength,
it is recommended as at least two days under heat treatment from the experimental results.
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Journal of Science and Technology in Civil Engineering NUCE 2021 ISSN 1859-2996 
13 
Figure 6. Effect of the heat curing duration on 28-day compressive strength of HVFA 
UHPC, W/B = 0.16, SF fixed at 10%. 
4.6 Embodied CO2 emissions of HVFA UHPC 
The replacement of HVFA for cement in producing UHPC gives a positive influence 
on the environmental impact due to that UHPC consumes a high amount of cement as 
aforementioned. In this study, the environmental benefit of using HVFA to produce 
UHPC can be assessed by the embodied CO2 emissions of concrete mixtures. The 
calculation method following to the life cycle assessment (LCA) approach presented by 
Yang et al. [26]. The LCA procedure is specified and meets the minimum requirements, 
i.e. from the cradle to the gate of concrete plant, of the ISO 14040 series. In this 
calculation, CO2 inventories of raw materials, i.e., sand, cement, SP, water, SF, FA, 
were taken from studies by Shi et al. [27] and King [28], as given in Table 5. Note that 
the transportation of each component was not considered in this calculation. 
Table 5. Embodied e-CO2 of components [26, 27]. Unit: CO2-kg/kg. 
Cement FA SF Quart sand Water SP 
0.83 0.009 0.028 0.01 0 0.72 
From the UHPC mix proportions in Table 4 and embodied e-CO2 of components in 
Table 5, embodied CO2 emissions of UHPC using different FA contents under standard 
curing were calculated and the results are shown in Figure 7. 
0
50
100
150
200
1 2 3 4 5 6 7
Co
m
pr
es
siv
e 
str
en
gt
h,
 M
Pa
Heat treatment duration, days
REF 20%FA 30%FA 50%FA 70%FA
Figure 6. Effect of the heat curing duration on 28-day compressive strength of HVFA UHPC,
W/B = 0.16, SF fixed at 10%
4.6. Embodied CO2 issi ns of HVFA UHPC
The replacement of HVFA for cement in producing UHPC gives a positive influence on the en-
vironmental impact due to that UHPC consumes a high amount of cement as aforementioned. In this
study, the environmental benefit of using HVFA to produce UHPC can be assessed by the embodied
CO2 emissions of concrete mixtures. The calculation method following to the life cycle assessment
(LCA) approach presented by Yang et al. [26]. The LCA procedure is specified and meets the min-
imum requirements, i.e. from the cradle to the gate of concrete plant, of the ISO 14040 series. In
this calculation, CO2 inventories of raw materials, i.e., sand, cement, SP, water, SF, FA, were taken
from studies by Shi et al. [27] and King [28], as given in Table 5. Note that the transportation of each
component was not considered in this calculation.
Table 5. Embodied e-CO2 of components [26, 27] (Unit: CO2-kg/kg)
Cement FA SF Quart sand Water SP
0.83 0.009 0.028 0.01 0 0.72
From the UHPC mix proportions in Table 4 and embodied e-CO2 of components in Table 5,
embodied CO2 emissions of UHPC using different FA contents under standard curing were calculated
and the results are shown in Fig. 7.
Regarding the heat treatment, the total heat treatment duration of 54 h was applied, including
the gradual heating time of 6 h and the 48 h constant temperature time. The CO2 emission for heat
treatment of 2.49 CO2/(m3.h) was chosen [27] in this study. Therefore, the total CO2 emission of
134.46 kg/m3 was added to the CO2 emission under the standard curing condition for all samples
under the heat treatment condition.
It can be observed in Fig. 7 that progressively increasing FA was found to decrease the embodied
CO2 emissions of UHPC. The replacement of 50% FA reduces 56.4% embodied CO2 emission in
producing UHPC while still reaching the desired 28-day compressive strength of 120 MPa under
the standard curing condition. This contributes to a significant environmental impact benefit for the
sustainable development of UHPC.
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Journal of Science and Technology in Civil Engineering NUCE 2021 ISSN 1859-2996 
14 
Figure 7. Embodied CO2 emissions of UHPC using different FA contents under 
standard curing condition. 
Regarding the heat treatment, the total heat treatment duration of 54 h was applied, 
including the gradual heating time of 6 h and the 48 h constant temperature time. The 
CO2 emission for heat treatment of 2.49 CO2/(m3.h) was chosen [27] in this study. 
Therefore, the total CO2 emission of 134.46 kg/m3 was added to the CO2 emission under 
the standard curing condition for all samples under the heat treatment condition. 
It can be observed in Figure 7 that progressively increasing FA was found to decrease 
the embodied CO2 emissions of UHPC. The replacement of 50% FA reduces 56.4% 
embodied CO2 emission in producing UHPC while still reaching the desired 28-day 
compressive strength of 120 MPa under the standard curing condition. This contributes 
to a significant environmental impact benefit for the sustainable development of UHPC. 
5. Conclusions 
 This paper presents a proposed mix design verified by the experiments of properties 
evaluation for high volume fly ash ultra-high performance concrete (HVFA UHPC). 
From the results obtained, the following conclusions can be drawn: - The mix design method based on the optimization of granular composition 
calculated by the method of F.de Larrard, selection of a reasonable W/B ratio, 
and application of absolute volume principle can be used effectively to fine 
optimum mix proportions of HVFA UHPC. The effect of curing condition, and 
heat treatment duration were considered in this proposed mix design method. - At least two days under heat treatment is required for HVFA UHPC to achieve 
the desired compressive strength. - The total SCMs content of 60% (10%SF + 50% FA), or only 437 kg cement per 
m3, can be used to produce HVFA UHPC with a desired compressive strength 
over 120 MPa and 150 MPa under standard curing and heat treatment, 
89
0.
7
78
7.
1
68
5.
4
58
5.
7
48
6.
8
38
8.
7
29
5.
7
20
3.
0
0
200
400
600
800
1000
0% 10% 20% 30% 40% 50% 60% 70%
Em
bo
di
ed
 C
O
2
(k
g/
m
3 )
The FA content, wt.% of binder
56.4%
Figure 7. Embodied CO2 emissions of UHPC using different FA contents under standard curing condition
5. Conclusions
This paper presents a proposed mix design verified by the experiments of properties evaluation
for high volume fly ash ultra-high performance concrete (HVFA UHPC). From the results obtained,
the following conclusions can be drawn:
- The mix design method based on the optimization of granular composition calculated by the
method of F. de Larrard, selection of a reas nable W/B ratio, and application f absolute volume
principle can be used effectively t fine optimum mix proportions of HVFA UHPC. The effect of
curing condition, and heat treatment duratio were considered in this proposed mix design method.
- At least two days u der heat treatment is required for HVFA UHPC to achieve the desired
compressive strength.
- The total SCMs content of 60% (10%SF + 50%FA), or only 437 kg cement per m3, can be
used to produce HVFA UHPC with a desired compressive strength over 120 MPa and 150 MPa under
standard curing and heat treatment, respectively.
- The embodied CO2 emissions of UHPC reduces 56.4% with addition of 50% FA.
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