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Article(id=1322904829529563275, tenantId=1146029695717560320, journalId=1225396423026438145, issueId=1322844250153275555, articleNumber=null, orderNo=null, doi=null, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1719849600000, receivedDateStr=2024-07-02, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1793334689742, onlineDateStr=2026-10-30, pubDate=1748102400000, pubDateStr=2025-05-25, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1793334689742, onlineIssueDateStr=2026-10-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1793334689742, creator=13701087609, updateTime=1793334689742, updator=13701087609, issue=Issue{id=1322844250153275555, tenantId=1146029695717560320, journalId=1225396423026438145, year='2025', volume='45', issue='5', pageStart='1', pageEnd='288', issueExtLink='null', onlineDate='null', pubDate='1748102400000', pubDateStr='2025-05-25', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1793320246494, creator='13701087609', updateTime=1793320246494, updator='13701087609', preIssue=null, nextIssue=null, articleTotal=null, ext=null, issueFiles=null, downloadFileDto=null}, startPage=142, endPage=151, ext={EN=ArticleExt(id=1322904829990936716, articleId=1322904829529563275, tenantId=1146029695717560320, journalId=1225396423026438145, language=EN, title=Experimental Study on Dynamic Mechanical Properties of Porous Sandstone Under High Temperature and Water Cooling, columnId=null, journalTitle=Mining Research and Development, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In order to explore the effect of high temperature and water cooling on the dynamic compressive mechanical properties of porous sandstone, XRD and SEM tests were carried out on natural condition and high temperature-water cooled sandstone specimens at 200 ℃, 400 ℃, 600 ℃, 800 ℃ and 1000 ℃. The impact compression test was carried out by SHPB test device, and the high temperature-natural cooling condition was added as a comparison. The results show that the natural sandstone structure is dense, and the main mineral components are calcite, dolomite and quartz. After high temperature-water cooling treatment, calcite and dolomite are gradually decomposed into calcium oxide, calcium hydroxide is formed in water, and the section is covered with micron-sized particles. With the increase of the action temperature, the color of the specimens gradually changes from gray to brown, their volume expands, and their mass, density and longitudinal wave velocity decrease. The dynamic stress-strain curves of the specimens after different high temperature-water cooling treatments are similar, which are divided into three stages, including elasticity, plasticity and failure. The dynamic compressive strength is negatively correlated with the action temperature, and the dynamic strain and average strain rate are positively correlated with the action temperature. With the increase of the action temperature, the impact crushing degree of the specimens is aggravated, and the damage is changed from several fragments to powder. Compared with the high temperature-natural cooling porous sandstone specimens, the dynamic compressive strength and average particle size of the high temperature-water cooling porous sandstone specimens decrease, and the dynamic strain and average strain rate increase. The high temperature-water cooling effect causes the internal structure damage of the porous sandstone specimens. The higher the temperature, the more serious the structural damage of the specimens and the more obvious the dynamic characteristic decline.

, authors=Qi PING1, 2, 3, Ming QIAN1, 2, Dong SUN1, 2, Zixun LIU1, 2, Delong KONG1, 2, authorsList=Qi PING, Ming QIAN, Dong SUN, Zixun LIU, Delong KONG, authorCompany=null, correspAuthors=null, authorNote=null, correspAuthorsNote=null, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=null, magXml=null, pdfUrl=null, pdf=null, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=null, mapNumber=null, fund=null), CN=ArticleExt(id=1322904839608475836, articleId=1322904829529563275, tenantId=1146029695717560320, journalId=1225396423026438145, language=CN, title=高温-水冷却作用下含孔砂岩动态力学特征试验研究, columnId=1226462295417598973, journalTitle=矿业研究与开发, columnName=矿山安全与环保, runingTitle=null, highlight=null, articleAbstract=

为探究高温和水冷却对含孔砂岩动态压缩力学性能的影响，对天然和经200 ℃、400 ℃、600 ℃、800 ℃和1000 ℃高温-水冷却含孔砂岩试件进行XRD和SEM试验，利用SHPB试验装置开展冲击压缩试验，并增加高温-自然冷却条件做对照。结果表明：天然砂岩结构致密，主要矿物成分为方解石、白云石和石英，经高温-水冷却处理后，方解石和白云石逐渐分解成氧化钙，遇水生成氢氧化钙，断面覆盖微米级颗粒；随着作用温度升高，试件颜色由灰白色逐渐变至褐色，体积膨胀，质量、密度和纵波波速均减小；不同高温-水冷却处理后试件的动应力-应变曲线变化规律相似，分为弹性、塑性和破坏3个阶段；动抗压强度与作用温度呈二次函数负相关，动应变和平均应变率与作用温度呈二次函数正相关；随着作用温度升高，试件冲击破碎程度加剧，由破坏成若干碎块转变为粉末状；与高温-自然冷却含孔砂岩试件相比，高温-水冷却含孔砂岩试件的动抗压强度和平均粒径减小，动应变和平均应变率增大。高温-水冷却作用使含孔砂岩试件的内部结构损伤，作用温度越高，试件结构损伤劣化越严重，动力学特征下降越明显。

, authors=平琦1, 2, 3, 钱明1, 2, 孙栋1, 2, 刘子训1, 2, 孔德龙1, 2, authorsList=平琦, 钱明, 孙栋, 刘子训, 孔德龙, authorCompany=null, correspAuthors=null, authorNote=

平琦（1975—），男，安徽淮南人，博士，教授，主要从事岩石动力学和地下空间科学与工程等方面的教学与研究工作。E-mail:

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2.安徽理工大学 矿山地下工程教育部工程研究中心，安徽　淮南市　232001
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平琦（1975—），男，安徽淮南人，博士，教授，主要从事岩石动力学和地下空间科学与工程等方面的教学与研究工作。E-mail:

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平琦（1975—），男，安徽淮南人，博士，教授，主要从事岩石动力学和地下空间科学与工程等方面的教学与研究工作。E-mail:

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Physical parameters of porous sandstone specimens under natural and high temperature-water cooling

, figureFileSmall=null, figureFileBig=null, tableContent=
作用温度/℃试件编号天然状态高温-水冷却
质量/g外径/mm内径/mm厚度/mm波速/(m/s)质量/g外径/mm内径/mm厚度/mm波速/(m/s)
25(室温)PJ31-19125.7049.2910.1525.733 015未经高温作用
PJ31-21128.9349.2810.1625.823 026
200PJ31-23125.7349.2010.1825.883 032125.3449.2510.1125.812 727
PJ31-24126.1549.3610.2125.542 993125.8849.3610.2025.802 804
400PJ31-26125.9649.2610.1525.783 021125.7649.3010.1625.882 588
PJ31-27127.8549.1410.1826.033 050127.5049.2110.1426.072 716
600PJ31-28122.4149.2710.2125.382 974120.8849.6910.3525.552 125
PJ31-30128.9349.2310.1725.843 028125.2949.7310.2826.232 106
800PJ31-31124.7849.2510.1725.362 972119.4151.1010.2126.781 878
PJ31-33132.1349.2510.1325.602 991119.6350.3510.2426.401 822
1 000PJ31-35124.9149.2610.1325.472 984115.5452.3610.9327.101 320
PJ31-36127.2849.2410.1025.843 028116.6053.6111.2627.231 141
), ArticleFig(id=1322904848496206089, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904829529563275, language=CN, label=表1, caption=

天然和高温-水冷却条件下含孔砂岩试件物理参数

, figureFileSmall=null, figureFileBig=null, tableContent=
作用温度/℃试件编号天然状态高温-水冷却
质量/g外径/mm内径/mm厚度/mm波速/(m/s)质量/g外径/mm内径/mm厚度/mm波速/(m/s)
25(室温)PJ31-19125.7049.2910.1525.733 015未经高温作用
PJ31-21128.9349.2810.1625.823 026
200PJ31-23125.7349.2010.1825.883 032125.3449.2510.1125.812 727
PJ31-24126.1549.3610.2125.542 993125.8849.3610.2025.802 804
400PJ31-26125.9649.2610.1525.783 021125.7649.3010.1625.882 588
PJ31-27127.8549.1410.1826.033 050127.5049.2110.1426.072 716
600PJ31-28122.4149.2710.2125.382 974120.8849.6910.3525.552 125
PJ31-30128.9349.2310.1725.843 028125.2949.7310.2826.232 106
800PJ31-31124.7849.2510.1725.362 972119.4151.1010.2126.781 878
PJ31-33132.1349.2510.1325.602 991119.6350.3510.2426.401 822
1 000PJ31-35124.9149.2610.1325.472 984115.5452.3610.9327.101 320
PJ31-36127.2849.2410.1025.843 028116.6053.6111.2627.231 141
), ArticleFig(id=1322904848559120650, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904829529563275, language=EN, label=Table 2, caption=

SHPB test results of porous sandstone specimens after high temperature-water cooling

, figureFileSmall=null, figureFileBig=null, tableContent=
作用温度/℃试件编号动抗压强度/MPa动应变/(×10–3)平均应变率/s–1
25(室温)PJ31-1989.6112.9388.4
PJ31-2191.5011.9893.1
200PJ31-2392.5911.3682.8
PJ31-2498.1911.2386.1
400PJ31-2688.1913.23106.1
PJ31-2786.2712.77100.5
600PJ31-2862.2516.05145.9
PJ31-3068.6014.48120.4
800PJ31-3135.4218.60184.1
PJ31-3350.9916.83176.6
1 000PJ31-3516.8820.09200.9
PJ31-3617.4420.27205.8
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高温-水冷却作用下含孔砂岩 SHPB 试验结果

, figureFileSmall=null, figureFileBig=null, tableContent=
作用温度/℃试件编号动抗压强度/MPa动应变/(×10–3)平均应变率/s–1
25(室温)PJ31-1989.6112.9388.4
PJ31-2191.5011.9893.1
200PJ31-2392.5911.3682.8
PJ31-2498.1911.2386.1
400PJ31-2688.1913.23106.1
PJ31-2786.2712.77100.5
600PJ31-2862.2516.05145.9
PJ31-3068.6014.48120.4
800PJ31-3135.4218.60184.1
PJ31-3350.9916.83176.6
1 000PJ31-3516.8820.09200.9
PJ31-3617.4420.27205.8
), ArticleFig(id=1322904848789807372, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904829529563275, language=EN, label=Table 3, caption=

SHPB impact failure fragment screening test results of specimens after high temperature-water cooling

, figureFileSmall=null, figureFileBig=null, tableContent=
作用温度/℃不同筛孔尺寸下的碎块质量/g总质量/g碎块平均粒径/mm
0 mm0.15 mm0.3 mm0.6 mm1.18 mm2.36 mm4.75 mm9.5 mm13.2 mm
25(室温)0.180.270.570.961.733.349.3647.9261.03125.3612.11
2000.210.190.470.540.882.699.7616.1294.12124.9813.11
4000.270.320.951.241.896.3127.9826.1660.25125.3711.19
6000.750.641.471.492.758.9637.6923.5143.42120.6810.01
8005.554.165.683.794.4111.4734.0921.5228.59119.268.05
1 00025.9117.7828.9717.789.8412.218.360.000.00120.851.28
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高温-水冷却作用下试件 SHPB 冲击破坏碎块筛分试验结果

, figureFileSmall=null, figureFileBig=null, tableContent=
作用温度/℃不同筛孔尺寸下的碎块质量/g总质量/g碎块平均粒径/mm
0 mm0.15 mm0.3 mm0.6 mm1.18 mm2.36 mm4.75 mm9.5 mm13.2 mm
25(室温)0.180.270.570.961.733.349.3647.9261.03125.3612.11
2000.210.190.470.540.882.699.7616.1294.12124.9813.11
4000.270.320.951.241.896.3127.9826.1660.25125.3711.19
6000.750.641.471.492.758.9637.6923.5143.42120.6810.01
8005.554.165.683.794.4111.4734.0921.5228.59119.268.05
1 00025.9117.7828.9717.789.8412.218.360.000.00120.851.28
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高温-水冷却作用下含孔砂岩动态力学特征试验研究
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平琦 1, 2, 3 , 钱明 1, 2 , 孙栋 1, 2 , 刘子训 1, 2 , 孔德龙 1, 2
矿业研究与开发 | 矿山安全与环保 2025,45(5): 142-151
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矿业研究与开发 |矿山安全与环保 2025 , 45 (5) : 142 -151
高温-水冷却作用下含孔砂岩动态力学特征试验研究
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平琦（1975—），男，安徽淮南人，博士，教授，主要从事岩石动力学和地下空间科学与工程等方面的教学与研究工作。E-mail:

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平琦（1975—），男，安徽淮南人，博士，教授，主要从事岩石动力学和地下空间科学与工程等方面的教学与研究工作。E-mail:

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平琦1, 2, 3 , 钱明1, 2, 孙栋1, 2, 刘子训1, 2, 孔德龙1, 2
作者信息
  • 1.安徽理工大学 土木建筑学院，安徽　淮南市　232001
  • 2.安徽理工大学 矿山地下工程教育部工程研究中心，安徽　淮南市　232001
  • 3.安徽理工大学 深部煤炭安全开采与环境保护全国重点实验室，安徽　淮南市　232001
作者简介:

平琦（1975—），男，安徽淮南人，博士，教授，主要从事岩石动力学和地下空间科学与工程等方面的教学与研究工作。E-mail:

Experimental Study on Dynamic Mechanical Properties of Porous Sandstone Under High Temperature and Water Cooling
Qi PING1, 2, 3 , Ming QIAN1, 2, Dong SUN1, 2, Zixun LIU1, 2, Delong KONG1, 2
Affiliations
  • 1.School of Civil Engineering and Architecture, Anhui University of Science and Technology, Huainan, Anhui 232001, China
  • 2.Engineering Research Center of Mine Underground Projects, Ministry of Education, Anhui University of Science and Technology, Huainan, Anhui 232001, China
  • 3.National Key Laboratory of Safe Mining of Deep Coal and Environmental Protection, Anhui University of Science and Technology, Huainan, Anhui 232001, China
出版时间: 2025-05-25
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为探究高温和水冷却对含孔砂岩动态压缩力学性能的影响，对天然和经200 ℃、400 ℃、600 ℃、800 ℃和1000 ℃高温-水冷却含孔砂岩试件进行XRD和SEM试验，利用SHPB试验装置开展冲击压缩试验，并增加高温-自然冷却条件做对照。结果表明：天然砂岩结构致密，主要矿物成分为方解石、白云石和石英，经高温-水冷却处理后，方解石和白云石逐渐分解成氧化钙，遇水生成氢氧化钙，断面覆盖微米级颗粒；随着作用温度升高，试件颜色由灰白色逐渐变至褐色，体积膨胀，质量、密度和纵波波速均减小；不同高温-水冷却处理后试件的动应力-应变曲线变化规律相似，分为弹性、塑性和破坏3个阶段；动抗压强度与作用温度呈二次函数负相关，动应变和平均应变率与作用温度呈二次函数正相关；随着作用温度升高，试件冲击破碎程度加剧，由破坏成若干碎块转变为粉末状；与高温-自然冷却含孔砂岩试件相比，高温-水冷却含孔砂岩试件的动抗压强度和平均粒径减小，动应变和平均应变率增大。高温-水冷却作用使含孔砂岩试件的内部结构损伤，作用温度越高，试件结构损伤劣化越严重，动力学特征下降越明显。

岩石动力学  /  含孔砂岩  /  高温-水冷却  /  力学特性  /  破碎形态

In order to explore the effect of high temperature and water cooling on the dynamic compressive mechanical properties of porous sandstone, XRD and SEM tests were carried out on natural condition and high temperature-water cooled sandstone specimens at 200 ℃, 400 ℃, 600 ℃, 800 ℃ and 1000 ℃. The impact compression test was carried out by SHPB test device, and the high temperature-natural cooling condition was added as a comparison. The results show that the natural sandstone structure is dense, and the main mineral components are calcite, dolomite and quartz. After high temperature-water cooling treatment, calcite and dolomite are gradually decomposed into calcium oxide, calcium hydroxide is formed in water, and the section is covered with micron-sized particles. With the increase of the action temperature, the color of the specimens gradually changes from gray to brown, their volume expands, and their mass, density and longitudinal wave velocity decrease. The dynamic stress-strain curves of the specimens after different high temperature-water cooling treatments are similar, which are divided into three stages, including elasticity, plasticity and failure. The dynamic compressive strength is negatively correlated with the action temperature, and the dynamic strain and average strain rate are positively correlated with the action temperature. With the increase of the action temperature, the impact crushing degree of the specimens is aggravated, and the damage is changed from several fragments to powder. Compared with the high temperature-natural cooling porous sandstone specimens, the dynamic compressive strength and average particle size of the high temperature-water cooling porous sandstone specimens decrease, and the dynamic strain and average strain rate increase. The high temperature-water cooling effect causes the internal structure damage of the porous sandstone specimens. The higher the temperature, the more serious the structural damage of the specimens and the more obvious the dynamic characteristic decline.

Rock dynamics  /  Porous sandstone  /  High temperature-water cooling  /  Mechanical property  /  Broken form
平琦, 钱明, 孙栋, 刘子训, 孔德龙. 高温-水冷却作用下含孔砂岩动态力学特征试验研究. 矿业研究与开发, 2025 , 45 (5) : 142 -151 .
Qi PING, Ming QIAN, Dong SUN, Zixun LIU, Delong KONG. Experimental Study on Dynamic Mechanical Properties of Porous Sandstone Under High Temperature and Water Cooling[J]. Mining Research and Development, 2025 , 45 (5) : 142 -151 .
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0　引言
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随着能源需求日益增大，煤矿已转向深部开采，高温问题（煤矿瓦斯爆炸、巷道失火、地热资源探索、核废料收集与储存）早已成为制衡岩石稳定性的关键要素之一[1]。在深部开采过程中，高温热损伤会显著增加岩土工程灾害发生的概率，导致工程延期和作业人员安全风险提高，因此，岩体强度在高温作用下的问题受到众多学者的广泛关注[2]。在深部高温条件下，岩石会经历加热和冷却的循环过程，如煤矿开采中喷水扑灭巷道失火、地热资源探索过程中井壁岩体受钻井液和泥液影响、存储放射性核废料岩体受地下河水流侵蚀等。当岩体受到急速冷却后，其内部会形成显著的温度差异，引发热损伤并导致岩石发生不均匀变形。因而，探究岩石在不同高温-水冷却条件下的力学特性、孔洞和裂隙变化，对深层地下工程的建设及日后的保养维护具有重要意义。
为此，国内外许多学者对高温下岩石力学特性进行了研究[3-4]。韩观胜等[5]研究了高温后炉内自然冷却和水冷却下砂岩的静力学特性，拟合出了砂岩在炉内自然冷却过程中温度与时间的关系式。辛宏举等[6]开展了温湿循环条件下圆环花岗岩径向压缩试验，发现内径增大、高温加热、热循环次数增加、高水温养护都会使圆环花岗岩径向承载能力弱化。平琦等[7]研究了砂岩常温和高温（100　℃、200℃、400 ℃、600 ℃、800 ℃和1 000 ℃）条件下的动态力学特性，发现高温条件下砂岩试件动抗压强度先增大后减小，动峰值应变先减小后增大，砂岩试件强度特征可由动态破坏特征反映。朱振南等[8]研究了花岗岩在高达500 ℃的温度下，遭受水冷却处理的物理和力学性质，发现应力-应变曲线在300 ℃后出现屈服平台，塑性特征增强。郭连军等[9]研究了玄武岩在循环冲击作用下的能耗特征及损伤，研究发现，随着循环次数增加，试样单位体积吸收能在前期匀速缓慢增长，临近破碎时增长速率急剧攀升，玄武岩试件单位体积吸收能与冲击气压成正相关。邓龙传等[10]研究了高温花岗岩在2种冷却方式下的力学损伤特征，结果表明，花岗岩内部微孔隙裂隙均随温度升高发生明显变化，高温快速冷却产生热应力对岩石有弱化作用。WEI等[11]研究了3种状态（天然、高温脱水和水化时间）下石膏岩试样的物理力学性能，发现水化作用对石膏岩有明显的强化作用，而结构体弱面在水化过程中表现出明显的弱化作用。WANG等[12]通过数值模拟分析了钢板在高温下的性能（最高可达1 000 ℃）对花岗岩的影响，结果表明，较小的加载板刚度可导致单轴压缩过程中试样特定应力重分布，微裂纹增多，峰值轴向应力降低，从而造成对失效应力和应变的低估。杨国梁等[13]探究了冻融循环条件下黄砂岩的动态抗压特性与能量特征，发现黄砂岩破碎程度随着冻融循环次数的增加而提高，黄砂岩耗散能量随应变率的增加而增大。
深地工程建设和支护会遇到地下水、高温和强扰动等各种难题，诸多学者通过使用含有孔隙的岩石样本来模拟矿井隧道，以深化对深部地下工程建设和支护技术的研究。赵华涛等[14]研究了动静结合条件下含孔洞圆柱花岗岩的力学特性，发现试样动态损伤总是从圆柱孔周边开始，且试样动态损伤范围随轴向静载增加先减小后增大。朱建波等[15]研究了干湿循环条件下岩石的动态压缩力学特性，通过电子显微镜揭示不同干湿循环次数下砂岩的劣化机制，随着干湿循环次数的增加，岩石的单轴抗压强度、弹性模量、动抗压强度和动弹性模量减小，破碎程度增加。LI等[16]研究了不同加载速率和内径下的大理岩圆环试件进行了动静态试验，发现圆环试件动态条件下的抗拉强度大约为静态条件下的5倍。在静载条件下，内外径比小于0.3的发生劈裂破坏，大于0.3时产生拉伸裂纹；在动载条件下，试件破裂成4块，内外径比为0.5时，次生裂纹更靠近入射方向。高富强等[17]研究了围压荷载和含水率对砂岩动态力学性能的影响，结果表明，随着应变率增大，砂岩动峰值应力和动峰值应变均增大；在相同围压荷载加载条件下，含水率越高，砂岩强度越大。叶海旺等[18]探究了0.30 MPa、0.40 MPa和0.50 MPa下不同层理(0°、45°、90°)石墨岩动态压缩试验，发现不同层理对石墨岩皆存在劣化作用，45°时劣化最严重，耗能密度先小后大，呈U形变化。王浩宇等[19]以干燥试件为对照，对自然、吸水和饱3类含水试件进行了单轴冲击试验，结果表明，试样动态抗压强度和峰值应变受含水率和冲击荷载的影响较大，试样的动态抗压强度随含水率的增加而降低，但当试样达到饱水状态时，动态抗压强度又会增加，并且随着脉冲强度的提高，这种增加越发显著；相同脉冲强度下含水试样抗压强度小于干燥试样。赵奎等[20]探究了花岗岩在持续高温（350 ℃和950 ℃）作用下的特征应力及声发射变化，发现350 ℃持续高温下，花岗岩单轴抗压强度、弹性模量及特征应力随持续时间的增加呈指数型正相关，950 ℃持续高温下则呈指数型负相关；峰值应变均呈指数型正相关，高温引起的孔隙和热致裂纹变化主要在持续时间8 h前，超过8 h之后，高温持续时间对其影响程度显著降低。PING等[21]对温-水耦合后圆环砂岩试件开展了动态拉伸性能研究，发现随着水温升高，动抗压强度先增大后减小，而平均应变率和峰值应变则先减小后增大。
目前，有关高温岩石的研究多集中在完整岩石，力学研究多集中在静荷载，对高温-水冷却含孔砂岩在冲击等动荷载下的力学特性研究相对较少。为进一步研究高温-水冷却含孔砂岩在地震或掘进等动荷载作用下的动力学变化规律，对天然和经200 ℃、400 ℃、600 ℃、800 ℃和1 000 ℃高温-水冷却含孔（10 mm）砂岩试件开展XRD试验、SEM试验和相同加载条件下的SHPB冲击压缩试验，测量含孔砂岩的基本物理参数、矿物成分和微观结构形貌等，并与高温-自然冷却含孔砂岩进行对比分析。研究结果对矿井灾害处理和灾后重建具有深远意义。
1　试件制备与高温冷却处理
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1.1　含孔砂岩试件加工制备
试验所用岩样为安徽省淮南市潘二煤矿砂岩，为增强试验对比性，试件均取自同一块岩样。根据国际岩石力学推荐试验方法[22]和我国岩石动力学试验规程[23]，通过取芯、切割、打磨和钻孔，加工成外径为50 mm，内径为10mm，厚度为25 mm的圆柱体含孔试件。
1.2　试件高温冷却处理
采用箱式电阻炉对含孔砂岩试件进行高温加热。预设温度为200　℃、400℃、600 ℃、800 ℃和1 000 ℃，升温速度为10 ℃/min，达到预设温度后恒温4 h，使含孔砂岩试件内外温度场分布均匀。取出高温作用含孔砂岩试件，采用水冷却方式冷却至室温，并增加一组自然冷却方式进行对比分析。
随着作用温度升高，含孔砂岩试件放入水槽中进行冷却时产生的气泡增多，试件底部与水槽接触面处震动加剧。当作用温度达到600 ℃，水冷却时试件表面出现颗粒脱落现象；经 800 ℃和1 000 ℃高温作用后，试件被烧红，水冷却时试件表面颗粒脱落现象加剧。可知作用温度越高，试件水冷却所需时间越长，经1 000 ℃高温作用的试件水冷却至室温约需要30 min。
2　高温-水冷却含孔砂岩物理性质
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2.1　高温-水冷却试件颜色和表观形态
天然和经200　℃、400℃、600 ℃、800 ℃和1 000 ℃高温-水冷却后的含孔砂岩试件如图1所示。
从图1中可以看出，天然砂岩试件为灰白色；经200 ℃和400 ℃高温-水冷却后，试件表面颜色变化不明显；经600 ℃、800 ℃、1 000 ℃高温-水冷却后，试件变为褐色，且作用温度越高，试件颜色加深。经600 ℃高温-水冷却试件的表面出现颗粒；经800 ℃高温-水冷却试件的表面颗粒膨胀增多，外侧一圈脱落，表面有浅层裂纹；1 000 ℃高温-水冷却试件表面出现明显裂纹。经200 ℃、400 ℃、600 ℃高温-水冷却试件的孔洞并无明显变化；而经800 ℃和1 000 ℃高温-水冷却试件的孔洞呈椭圆形，孔壁有部分颗粒脱落。
2.2　基本物理特性测量与结果分析
对天然和经200 ℃、400 ℃、600 ℃、800 ℃、1 000 ℃高温-水冷却含孔砂岩试件进行质量、尺寸、纵波波速等基本物理参数测量，结果见表1。
从表1可以看出，经不同高温-水冷却后，含孔砂岩试件的质量出现损失，外径、内径和厚度增大，波速减小。
高温-水冷却含孔砂岩试件的质量损失率、体积膨胀率和密度减小率随着作用温度升高的变化情况如图2所示。
从图2可以看出，经200 ℃和400 ℃高温-水冷却后，试件质量损失率仅为0.16%和0.31%；当作用温度超过400 ℃，试件质量损失率显著增加，600 ℃和800 ℃高温-冷却后试样的质量损失率分别为2.04%、6.88%，而经1 000 ℃高温-水冷却后试样的质量损失率仅为2.38%。在200 ℃和400 ℃高温作用下，高温导致含孔砂岩试件内部自由水和结晶水蒸发汽化，遇水冷却时有少量水分子进入试件内部，因此试件质量损失较小；超过600 ℃高温作用后，含孔砂岩试件的矿物组成发生变动，生成新的微小裂隙，导致岩石结构劣化，表面颗粒不断脱落，造成试件产生较大的质量损失; 经1 000 ℃高温-水冷却后，高温使试件内部结构严重劣化，表层颗粒脱落加剧，遇水冷却时大量水分子重新进入试件内部，导致试件的质量损失率小于800 ℃。
含孔砂岩试件经不同高温-水冷却作用后的体积膨胀率呈增大趋势。经200 ℃和400 ℃高温-水冷却后，试件内部结构稳定，微孔隙和微裂隙增生较小，体积膨胀率为0.02%和0.55%；当作用温度超过400 ℃时，因热应力和矿物颗粒的热膨胀，试件受损严重，导致内部出现新的微孔隙和微裂隙，800 ℃和1 000 ℃高温-水冷却下试件的体积膨胀率达到了13.09%和21.92%。
天然砂岩的密度介于2.639~2.848 g/cm3之间，含孔砂岩试件经不同高温-水冷却后，受质量损失和体积膨胀的影响，密度表现出减小趋势，密度减小率随作用温度的升高而增大。
2.3　应力波波速与损伤
由表1可知，天然砂岩纵波波速介于2　974~3 050 m/s之间，经不同高温-水冷却后含孔砂岩试件纵波波速随作用温度的变化情况如图3所示。
从图3可以看出，经不同高温-水冷却后，含孔砂岩试件波速减小率呈增大趋势。经200 ℃和400 ℃高温-水冷却后，试件纵波波速对比天然状态分别下降了8.20%和12.64%；经600 ℃、800 ℃、1 000 ℃高温-水冷却后，试件波速显著下降，波速减小率分别为29.14%、38.34%和57.80%。
经高温作用后，含孔砂岩试件内部矿物膨胀，形成新的孔隙和裂隙，导致含孔砂岩试件结构恶化，表面出现浅层微裂纹；同时，高温引发含孔砂岩内部自由水和结晶水蒸发汽化，试件内部孔隙和裂隙数量增加，同样导致试件内部结构恶化；遇水冷却时，水分子重新进入试件内部新的孔隙和裂隙中，阻碍了应力波传播，进而导致试件波速下降。
岩石宏观物理特性能够准确反映出微观结构的永久性损伤，用天然砂岩试件纵波波速C0和高温-水冷却含孔砂岩试件纵波波速CT定义损伤因子DT，如式(1)所示，量化经高温-水冷却的含孔砂岩试件内部的损伤程度。
结合图3可知，经不同高温-水冷却处理后，含孔砂岩试件的损伤因子与作用温度之间呈线性正相关，拟合函数如式(2)所示，相关系数为0.978 2。
2.4　试件矿物成分和微观形貌
利用X射线衍射仪对不同高温-水冷却含孔砂岩试件进行XRD分析，获取了XRD谱图，如图4所示。
通过对照标准PDF卡片，砂岩试件主要矿物成分为方解石、白云石和石英。方解石和白云石因高温作用逐步分解成氧化钙，氧化钙在水冷却时生成氢氧化钙。随着作用温度升高，方解石和白云石的占比降低，氢氧化钙占比升高，石英占比基本不变。
利用SEM电子显微镜对不同高温-水冷却含孔砂岩试件进行SEM扫描，获取了SEM图像，如图5所示。
由图5(a)可知，未经高温-水冷却的砂岩试件具有典型的致密结构，颗粒边界模糊不清；由图5(b)可知，经200 ℃高温-水冷却处理后，试件结构更致密，较多颗粒呈现棱角状；由图5(c)至图5(e)可知，经400 ℃、600 ℃和800 ℃高温-水冷却处理后，试件颗粒变得细小化，逐渐形成锐利颗粒；由图5(f)可知，经1 000 ℃高温-水冷却处理后，试件断面覆盖了许多微米级颗粒，分布较为均匀。此外，随着作用温度升高，断面裂纹逐渐变长变宽。
3　含孔砂岩动态压缩力学特性
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3.1　SHPB试验装置
本试验采用SHPB试验装置，对高温-水冷却含孔砂岩试件进行冲击压缩试验。
SHPB试验装置由加压系统、控制系统、载荷传递与吸收系统等组成。撞击杆、入射杆和透射杆均采用相同合金钢材质，杆径为50 mm，杆长分别为800 mm、2 500 mm和2 000 mm，密度为7.88 g/cm3，纵波波速为5 113 m/s，弹性模量为206 GPa。
3.2　SHPB冲击压缩试验结果
利用SHPB试验装置，在相同加载条件下（冲击气压为0.30 MPa）对天然和经200℃、400 ℃、600 ℃、800 ℃、1 000 ℃高温-水冷却、高温-自然冷却含孔砂岩试件进行冲击压缩试验，高温-水冷却含孔砂岩SHPB试验结果见表2。
3.3　试件动压缩应力-应变曲线
天然和经不同高温-水冷却、高温-自然冷却含孔砂岩试件的动应力-应变曲线如图6所示。
从图6可以看出，不同高温-水冷却含孔砂岩试件的动应力-应变曲线整体向右下方偏移，曲线可分为3个阶段，分别为弹性阶段、屈服阶段和破坏阶段，各阶段变化规律相似。弹性阶段曲线近似呈直线；屈服阶段曲线为凸形曲线，曲线斜率逐渐减小至0；破坏阶段曲线斜率为负值且快速下降。弹性阶段和屈服阶段的曲线斜率随作用温度的升高而减小，破坏阶段的曲线斜率绝对值随作用温度的升高而减小。
高温-自然冷却与高温-水冷却的动应力-应变曲线变化规律相似。
3.4　动抗压强度变化规律
天然和高温-水冷却、高温-自然冷却含孔砂岩试件动抗压强度σ的变化情况如图7所示。
从图7可以看出，含孔砂岩试件经不同高温-水冷却处理后，动抗压强度随作用温度的升高呈减小趋势。经200 ℃和400 ℃高温-水冷却处理后，试件动抗压强度减小幅度不大，经600 ℃、800 ℃和1 000 ℃高温-水冷却处理后，试件动抗压强度大幅减小。
含孔砂岩试件的动抗压强度与作用温度呈二次函数负相关，拟合函数见式（3），相关系数为0.996 7。
在200 ℃高温-水冷却条件下，作用温度较低，受热应力影响，含孔砂岩试件内部矿物膨胀，结构变得紧密，内部摩擦力因水分蒸发而增大，动抗压强度随之增大；在400 ℃高温-水冷却条件下，试件内部形成新的孔隙和热裂纹，试件开始劣化，动抗压强度降低；在600 ℃、800 ℃和1 000 ℃高温-水冷却条件下，试件内部孔隙和热裂纹进一步扩展，结构劣化程度加剧。
高温作用过程中，热损伤使含孔砂岩内部和表面萌生新的孔隙和裂隙，试件结构劣化；遇水冷却时，热冲击产生急剧拉应力，对试件由表及里造成不可逆的损伤，试件结构进一步劣化。经1 000 ℃高温-水冷却处理后试件的动抗压强度与自然冷却条件下相近，热损伤成为试件动抗压强度降低的主要原因。
高温-自然冷却和高温-水冷却处理后试件的动抗压强度变化规律相似，但在相同温度作用下，高温-水冷却处理后试件的动抗压强度小于高温-自然冷却。
3.5　动应变和平均应变率变化规律
天然和高温-水冷却、高温-自然冷却含孔砂岩试件的动应变ε的变化情况如图8所示。
从图8可以看出，经不同高温-水冷却处理后，含孔砂岩试件动应变随作用温度的升高呈增大趋势，在1 000 ℃高温-水冷却条件下，试件动应变约为200 ℃高温-水冷却试件的2倍。
含孔砂岩试件的动应变与作用温度呈二次函数正相关，拟合函数见式(4)，相关系数为0.974 9。
天然和高温-水冷却、高温-自然冷却含孔砂岩试件的平均应变率的变化情况如图9所示。
从图9可以看出，经不同高温-水冷却处理后，含孔砂岩试件的平均应变率随着作用温度的升高呈增大趋势，平均应变率与作用温度呈二次函数正相关，拟合函数见式(5)，相关系数为0.986 2。
高温-自然冷却与高温-水冷却作用下试样的动应变和平均应变率变化规律相似，但在相同温度作用下，高温-水冷却处理后试样的动应变和平均应变率均大于高温-自然冷却。
3.6　试件冲击压缩破碎形态
天然和经不同高温-水冷却作用后含孔砂岩试件的破碎形态如图10所示。
从图10可以看出，试件破碎程度随着作用温度的升高而变大，在200 ℃和400 ℃高温-水冷却条件下，试件的破碎程度变化不明显，破坏成若干较大碎块；在600 ℃、800 ℃和1 000 ℃高温-水冷却条件下，试件的破碎程度增大明显，1 000 ℃时基本呈粉末状。
为评价高温-水冷却作用后含孔砂岩试件在冲击载荷作用下的破碎情况，使用碎块平均粒径ds作为量化指标，见式（6）。
式中：di为含孔砂岩碎块滞留在不同等级孔径筛中的平均尺寸；ri为对应于di的碎块质量百分量。
测量不同等级尺寸筛中滞留碎块的质量[24-25]，含孔砂岩试件冲击破坏后筛分试验结果数据统计见表3。
经不同高温水冷却、高温自然冷却处理后，含孔砂岩试件冲击破坏碎块平均粒径与作用温度之间的变化情况如图11所示。
从图11可以看出，随着作用温度升高，试件碎块平均粒径逐渐变小，平均粒径与作用温度的拟合函数见式(7)，相关系数为0.961 8。
高温会增加含孔砂岩试件内部膨胀应力，促使原有微裂纹扩展和新微裂纹生成，遇水冷却后，热冲击产生的拉应力使试件内部孔隙裂隙增多，试件内部结构进一步劣化。
4　结论
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对天然和经200　℃、400℃、600 ℃、800 ℃和1 000 ℃高温-冷却含孔砂岩试件进行XRD和SEM试验，利用SHPB试验装置开展冲击压缩试验。讨论分析水冷却对高温含孔砂岩试件基本物理性质、主要矿物成分、微观结构和动力特征参数的影响，得到的主要结论如下。
（1）天然含孔砂岩呈灰白色，经200 ℃和400 ℃高温-水冷却处理后，试件颜色变化不明显，表面仅有少量颗粒脱落；经600 ℃、800 ℃和1 000 ℃高温-水冷却处理后，试件颜色变为棕褐色，且随着温度升高而逐渐加深，表面脱落颗粒数量更多，粒径更大。
（2）随着作用温度升高，含孔砂岩试件体积膨胀，质量、密度和纵波波速减小；天然含孔砂岩形貌呈典型致密结构，主要矿物成分为方解石、白云石和石英，随着作用温度升高，方解石和白云山逐渐分解成氧化钙，氧化钙遇水生成氢氧化钙。
（3）经不同高温-水冷却处理后，含孔砂岩试件动应力-应变曲线向右下方偏移，曲线可分为3个阶段，分别为弹性阶段、屈服阶段和破坏阶段；随着作用温度升高，弹性阶段和屈服阶段曲线斜率减小，破坏阶段曲线斜率绝对值减小。
（4）随着作用温度升高，水冷却含孔砂岩试件的动力学性能衰弱，试件动抗压强度与作用温度呈二次函数负相关，动应变和平均应变率与作用温度呈二次函数正相关，破坏程度加剧，碎块平均粒径减小。与高温-自然冷却试件相比，高温-水冷却试件的动抗压强度降低，动应变和平均应变率增大，平均粒径减小。
基金
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  • 国家自然科学基金资助项目(52074005; 52074006)
  • 安徽省自然科学基金项目(1808085ME134)
文献
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2025年第45卷第5期
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  • 接收时间：2024-07-02
  • 首发时间：2026-10-30
  • 出版时间：2025-05-25
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  • 收稿日期：2024-07-02
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国家自然科学基金资助项目(52074005; 52074006)
安徽省自然科学基金项目(1808085ME134)
作者信息
    1.安徽理工大学 土木建筑学院，安徽　淮南市　232001
    2.安徽理工大学 矿山地下工程教育部工程研究中心，安徽　淮南市　232001
    3.安徽理工大学 深部煤炭安全开采与环境保护全国重点实验室，安徽　淮南市　232001
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2种不同金属材料的力学参数
科
Family		 属数
Number of
genus		 种数
Number of
species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
Number of
species		 占总种数比例
Percentage of total
species (%)
鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
小菇科 Mycenaceae 2 12 5.74 丝盖伞属 Inocybe 5 2.39
多孔菌科 Polyporaceae 8 14 6.70 蜡蘑属 Laccaria 5 2.39
红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
小菇属 Mycena 11 5.26
光柄菇属 Pluteus 5 2.39
红菇属 Russula 17 8.13
栓菌属 Trametes 5 2.39
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