Study on Deterioration and Damage Performance of Concrete at Different High Temperatures

doi:10.12382/bgxb.2023.0731

Abstract

Abstract:

Concrete is a commonly used building material. In order to further explore its degradation and damage performance after high-temperature cooling, the dynamic mechanical properties of C30 concrete material after cooling at different temperatures were tested through the ϕ74mm split Hopkinson pressure bar, and the stress-strain curves at different temperatures and different strain rates were obtained. The dynamic compressive strength, damage variables and crushing morphology of concrete are discussed. The results show that the dynamic compressive performance of concrete decreases limitedly in the range of 100~200℃, but its mechanical properties decreases significantly and its broken form is serious when the temperature reaches 400℃ and above. Too high temperature can cause damage to the concrete material, the high temperature cooling causes the concrete to produce a strain softening effect, and the concrete material also shows the strain rate hardening effect under high strain rate. Excessive crack propagation inhibites the growth of damage variables to a certain extent. The higher strain rate makes the concrete sample be broken more seriously after the same temperature treatment. And the excessively high temperatures would aggravate the deterioration and damage of concrete.

Key words: high temperature cooling, concrete, SHPB, stress-strain relationship, strain rate effect, damage variable

CLC Number:

O347.3

ZHANG Zhonghao, WANG Wei, ZHANG Guokai, WANG Zhen, WU Gu. Study on Deterioration and Damage Performance of Concrete at Different High Temperatures[J]. Acta Armamentarii, 2023, 44(S1): 152-159.

Figures/Tables 13

Table 1 Concrete mix ratio kg/m3

成分	水泥	砂	碎石	水	粉煤灰
配合比	515	782	1271	175	57

Fig.1 Split Hopkinson pressure bar

Fig.2 Schematic diagram of split Hopkinson pressure bar

Fig.3 High temperature box-type electric furnace

Table 2 Test results of concrete sample

温度/℃	应变率/s^-1	峰值应力/MPa
	66.2	27.97
20	87.5	31.51
	104.5	33.32
	69.5	26.82
100	91.2	28.66
	106.9	32.11
	72.1	24.49
200	92.6	25.61
	113.6	31.32
	73.7	24.91
400	93.7	25.21
	112.2	28.99
	70.9	15.48
600	87.3	19.65
	113.3	21.39

Fig.4 Appearance of concrete sample after high temperature cooling

Table 3 Comparison of the appearances of concrete samples under different heating temperatures and cooling conditions

温度/℃	自然冷却
温度/℃	颜色	裂纹	破损
20	灰
100	灰、淡黄
200	灰、黄
400	灰白、淡红	细裂纹
600	灰白、红	明显裂纹	少量剥落

Fig.5 Stress-strain curves of concrete samples at different strain rates after cooling at different temperatures

Fig.6 Peak stress of concrete samples cooled at different temperatures

Fig.7 Elastic modulus of concrete samples cooled at different temperatures

Fig.8 Relationship between damage variable and plastic strain of concrete samples cooled at different temperatures with the same strain rate

Fig.9 Broken forms of concrete sample with strain rate of about 70s-1

Fig.10 Broken forms of concrete samples after heating at 400℃ and cooling

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