摘要
为了研究桩端持力层泥质粉砂岩预应力管桩高应变动力测试的可靠性和动力参数,选取桩端持力层为泥质粉砂岩作为试验场地,在试验场地共布置12根试验桩,选取其中5根试验桩埋设滑动测微计,经过规范要求的间歇时间后分别对各试验桩进行了高应变测试、静载试验和滑动测微计测试。试验结果表明12根试验桩中有9根试验桩高应变测试和静载试验得出的竖向承载力偏差在±10%范围内;桩端史密斯阻尼系数主要在0.08~0.21范围内。试验结果说明桩端持力层为泥质粉砂岩的预应力管桩采用高应变测试具有一定的合理性和可靠性;对于本地区强风化泥质粉砂岩持力层,建议桩端斯密斯阻尼系数取值范围为0.05~0.25。试验研究结果对实际工程预应力管桩高应变测试具有指导作用和应用价值。
In order to study the reliability and dynamic parameters of high strain dynamic test of prestressed pipe piles with pelitic siltstone bearing stratum at the end of pile,12 test piles are arranged in the test site and 5 test piles are embedded with sliding micrometers.The test interval is specified by the code.After that,high strain test,static load test and sliding micrometer test are carried out for each test pile.The test results show that the vertical bearing capacity deviation of 9 out of 12 test piles is within 10%by high strain test and static load test,and the Smith Damping coefficient of pile tip is mainly in the range of 0.08~0.21.The test results show that it is reasonable and reliable to use high strain test for prestressed pipe piles with pelitic siltstone bearing stratum at the end of piles,and Smith damping coefficient at the end of piles should be 0.05~0.25 for strong weathered pelitic siltstone bearing stratum in this area.The experimental research results have guiding function and practical value for the high strain test of prestressed pipe piles in practical engineering.
作者
熊凯峰
陈荣保
陈建江
张季超
胡巍
李北海
Xiong Kaifeng;Chen Rongbao;Chen Jianjiang;Zhang Jichao;Hu Wei;Li Beihai(Chancheng District Construction Engineering Quality and Safety Inspection Station of Foshan City Foshan 528000,China;School of Civil Engineering,Guangzhou University Guangzhou 510006,China;Chancheng District Construction Engineering Quality and Safety Supervision Station of Foshan City Foshan 528000,China)
出处
《广东土木与建筑》
2018年第11期38-41,55,共5页
Guangdong Architecture Civil Engineering
关键词
泥质粉砂岩
滑动测微计
史密斯阻尼系数
动力参数
桩端阻力
pelitic siltstone
sliding micrometer
Smith Damping coefficient
dynamic parameters
pile end resistance
