钢管套筒灌浆连接轴向受拉性能模拟试验研究
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摘要
为研究钢管套筒灌浆连接轴向受拉破坏过程及破坏机理,试验中设计了16组48个钢管套筒灌浆连接试件,试件采用钢板代替圆钢管,并进行静载试验。分析了灌浆料裂缝扩展过程、荷载-相对位移曲线,并对抗剪键高距比、灌浆料厚度、侧向力等因素对破坏过程及承载力的影响进行分析。结果表明:对于不设置抗剪键的套筒灌浆连接试件,斜裂缝随机产生,裂缝分布不均匀;对于设置抗剪键的套筒灌浆连接试件,裂缝首先出现在底部抗剪键位置处,与水平方向夹角约为30°,随后在中部和上部抗剪键位置处分别出现斜裂缝。由于每个抗剪键上荷载分担并不均匀,与抗剪键接触的灌浆料逐渐达到极限压应力,达到极限状态时,承载力全部由抗剪键间的机械咬合力承担,在连接承载力中,可忽略摩擦力和胶结力作用。随着抗剪键高距比h/s增大,各试件初始剪切刚度相差不大,承载力增大,但增幅逐渐减小,建议抗剪键高距比0.060.3,同时需要满足灌浆料灌注的施工要求。
In order to study the failure process and failure mechanism of steel pipe-to-sleeve grouted connections under axial tension, 16 groups of 48 pipe-to-sleeve grouted connection specimens were designed and tested. Steel plates were used to replace circular steel pipes. The crack propagation process of the grouting material was recorded. The load versus relative displacement curve of the specimen, the height-to-distance ratio of shear keys and the grouting material thickness were obtained. The influence of lateral force on the failure process and bearing capacity was analyzed. The results show that for the pipe-to-sleeve grouted connections without shear keys, the inclined cracks are randomly generated and the cracks are distributed unevenly. For the pipe-to-sleeve grouted connections with shear keys, the crack first appears at the bottom shear keys of the steel pipe, and the angle with horizontal direction was about 30°. After that there are oblique cracks at the positions of middle and upper shear keys. As the load distribution on each shear key is not uniform, the grouting materials in contact with the shear key reach the ultimate compressive stress one by one. The bearing capacity is all provided by the mechanical interlock force between the shear keys at the ultimate limit state. In the calculation of connection bearing capacity, the friction force and the cementing force can be neglected. With the increase of the height-to-distance ratio of shear key, the initial shearing stiffness of each specimen remains almost constant while the bearing capacity increases, although such increase becomes increasingly less significant. Based on this observation, the height-to-distance ratio of shear key is suggested to be in the range of 0.06 and 0.1 for practice. Similarly, the bearing capacity increases with the increase of the thickness-to-distance ratio before it reaches a threshold value, after which the bearing capacity tends to be stable. It is suggested that thickness-to-distance ratio should be larger than 0.3, and the construction requirements of grouting material should be met at the same time.
In order to study the failure process and failure mechanism of steel pipe-to-sleeve grouted connections under axial tension, 16 groups of 48 pipe-to-sleeve grouted connection specimens were designed and tested. Steel plates were used to replace circular steel pipes. The crack propagation process of the grouting material was recorded. The load versus relative displacement curve of the specimen, the height-to-distance ratio of shear keys and the grouting material thickness were obtained. The influence of lateral force on the failure process and bearing capacity was analyzed. The results show that for the pipe-to-sleeve grouted connections without shear keys, the inclined cracks are randomly generated and the cracks are distributed unevenly. For the pipe-to-sleeve grouted connections with shear keys, the crack first appears at the bottom shear keys of the steel pipe, and the angle with horizontal direction was about 30°. After that there are oblique cracks at the positions of middle and upper shear keys. As the load distribution on each shear key is not uniform, the grouting materials in contact with the shear key reach the ultimate compressive stress one by one. The bearing capacity is all provided by the mechanical interlock force between the shear keys at the ultimate limit state. In the calculation of connection bearing capacity, the friction force and the cementing force can be neglected. With the increase of the height-to-distance ratio of shear key, the initial shearing stiffness of each specimen remains almost constant while the bearing capacity increases, although such increase becomes increasingly less significant. Based on this observation, the height-to-distance ratio of shear key is suggested to be in the range of 0.06 and 0.1 for practice. Similarly, the bearing capacity increases with the increase of the thickness-to-distance ratio before it reaches a threshold value, after which the bearing capacity tends to be stable. It is suggested that thickness-to-distance ratio should be larger than 0.3, and the construction requirements of grouting material should be met at the same time.
引文
[1] PAUL Dallyn, ASHRAF El-Hamalawi, ALESSANDRE Palmeri. Wear in large diameter grouted connections for offshore wind energy converters[C]//10th International Conference on Advances in Steel Concrete Composite and Hybrid Structures. Singapore:National University of Singapore, 2012: 340-347.
[2] 陈建伟, 闫文赏, 苏幼坡, 等. 装配式钢管混凝土组合剪力墙抗震性能试验研究[J]. 建筑结构学报, 2015, 36(增刊1):176-184. (CHEN Jianwei, YAN Wenshang, SU Youpo, et al. Experimental study on seismic performance of prefabricated shear wall with concrete filled steel tube[J]. Journal of Building Structures,2015,36(Suppl.1):176-184.(in Chinese))
[3] 陈建伟, 苏幼坡, 龚丽妍, 等. 装配式开洞钢管混凝土剪力墙抗震性能试验研究[J]. 建筑结构学报, 2016, 37(增刊1):251-260. (CHEN Jianwei, SU Youpo, GONG Liyan, et al. Experimental study on seismic performance of prefabricated shear wall with concrete filled steel tube and openning[J]. Journal of Building Structures, 2016, 37(Suppl.1):251-260. (in Chinese))
[4] NEDZAD Dedic. Analysis of grouted connection in monopile wind turbine foundations subjected to horizontal load transfer[D]. Aalborg:Aalborg University, 2009.
[5] HARWOOD R, BILLINGTON C, BUTIAGO J, et al. Grouted pile to sleeves connections: design provisions for the new ISO standard for offshore structures[C]// Proceedings of the 15th International Conference on Offshore Mechanics and Artic Engineering. New York:ASME, 1996: 1-12.
[6] LAMPORT W, JIRSA J, YURA J. Grouted pile-to-sleeve connection tests[C]//Offshore Technology Conference. Houston: Society of Peiroleum Engineers, 1987:19-26.
[7] LAMPORT W, JIRSA J, YURA J. Strength and behavior of grouted pile-to-sleeve connections[J]. Journal of Structural Engineering, 1991, 117(8):2477-2498.
[8] LEE Y S, CHOI B L, LEE J H, et al. Reliability-based design optimization of monopile transition piece for offshore wind turbine system[J]. Renewable Energy, 2014, 71:729-741.
[9] MORTEN S, PETER Petersen. Structural design of grouted connection in offshore steel monopile foundations[C]// Global windpower, improvements in drive related technology and structures. Denmark: Wind Energy Associations and Swedish Windpower Association, 2004: 1-13.
[10] 王国庆, 程壮, 王振宇, 等. 带剪力键钢板-高强灌浆体的抗剪承载力[J]. 浙江大学学报(工学版), 2015, 49(7):1282-1304.(WANG Guoqing, CHENG Zhuang, WANG Zhenyu, et al. Shear capacity of composite member of high strength grouted cement paste and steel plate with shear keys[J]. Journal of Zhejiang University(Engineering Science), 2015, 49(7):1282-1304. (in Chinese))
[11] WAND Zhenyu, ZHANG Yi, CHEN Feng, et al. Axial bearing capacity of large-diameter grouted connections analyzed by means of a simplified double shear test[J]. Construction and Building Materials, 2016,134: 245-253.
[12] PAUL Dallyna,ASHRAF El-Hamalawia,ALESSANDRO Palmeri. et al. Prediction of wear in grouted connections for offshore wind turbine generators[J]. Structures, 2017(10):117-129.
[13] PAUL Dallyna,ASHRAF El-Hamalawia,ALESSANDRO Palmeria, et al. Experimental investigation on the development of wear in grouted connections for offshore wind turbine generators[J]. Engineering Structures, 2016, 113:89-102.
[14] 陈海彬, 武立伟, 苏幼坡. 钢管套筒灌浆连接受拉性能的试验研究[J]. 世界地震工程, 2016, 32(2):18-24. (CHEN Haibin, WU Liwei, SU Youpo. Experimental study on tensile behavior of steel-to-sleeve grouting connection[J]. Word Earthquake Engineering, 2016, 32(2):18-24. (in Chinese))
[2] 陈建伟, 闫文赏, 苏幼坡, 等. 装配式钢管混凝土组合剪力墙抗震性能试验研究[J]. 建筑结构学报, 2015, 36(增刊1):176-184. (CHEN Jianwei, YAN Wenshang, SU Youpo, et al. Experimental study on seismic performance of prefabricated shear wall with concrete filled steel tube[J]. Journal of Building Structures,2015,36(Suppl.1):176-184.(in Chinese))
[3] 陈建伟, 苏幼坡, 龚丽妍, 等. 装配式开洞钢管混凝土剪力墙抗震性能试验研究[J]. 建筑结构学报, 2016, 37(增刊1):251-260. (CHEN Jianwei, SU Youpo, GONG Liyan, et al. Experimental study on seismic performance of prefabricated shear wall with concrete filled steel tube and openning[J]. Journal of Building Structures, 2016, 37(Suppl.1):251-260. (in Chinese))
[4] NEDZAD Dedic. Analysis of grouted connection in monopile wind turbine foundations subjected to horizontal load transfer[D]. Aalborg:Aalborg University, 2009.
[5] HARWOOD R, BILLINGTON C, BUTIAGO J, et al. Grouted pile to sleeves connections: design provisions for the new ISO standard for offshore structures[C]// Proceedings of the 15th International Conference on Offshore Mechanics and Artic Engineering. New York:ASME, 1996: 1-12.
[6] LAMPORT W, JIRSA J, YURA J. Grouted pile-to-sleeve connection tests[C]//Offshore Technology Conference. Houston: Society of Peiroleum Engineers, 1987:19-26.
[7] LAMPORT W, JIRSA J, YURA J. Strength and behavior of grouted pile-to-sleeve connections[J]. Journal of Structural Engineering, 1991, 117(8):2477-2498.
[8] LEE Y S, CHOI B L, LEE J H, et al. Reliability-based design optimization of monopile transition piece for offshore wind turbine system[J]. Renewable Energy, 2014, 71:729-741.
[9] MORTEN S, PETER Petersen. Structural design of grouted connection in offshore steel monopile foundations[C]// Global windpower, improvements in drive related technology and structures. Denmark: Wind Energy Associations and Swedish Windpower Association, 2004: 1-13.
[10] 王国庆, 程壮, 王振宇, 等. 带剪力键钢板-高强灌浆体的抗剪承载力[J]. 浙江大学学报(工学版), 2015, 49(7):1282-1304.(WANG Guoqing, CHENG Zhuang, WANG Zhenyu, et al. Shear capacity of composite member of high strength grouted cement paste and steel plate with shear keys[J]. Journal of Zhejiang University(Engineering Science), 2015, 49(7):1282-1304. (in Chinese))
[11] WAND Zhenyu, ZHANG Yi, CHEN Feng, et al. Axial bearing capacity of large-diameter grouted connections analyzed by means of a simplified double shear test[J]. Construction and Building Materials, 2016,134: 245-253.
[12] PAUL Dallyna,ASHRAF El-Hamalawia,ALESSANDRO Palmeri. et al. Prediction of wear in grouted connections for offshore wind turbine generators[J]. Structures, 2017(10):117-129.
[13] PAUL Dallyna,ASHRAF El-Hamalawia,ALESSANDRO Palmeria, et al. Experimental investigation on the development of wear in grouted connections for offshore wind turbine generators[J]. Engineering Structures, 2016, 113:89-102.
[14] 陈海彬, 武立伟, 苏幼坡. 钢管套筒灌浆连接受拉性能的试验研究[J]. 世界地震工程, 2016, 32(2):18-24. (CHEN Haibin, WU Liwei, SU Youpo. Experimental study on tensile behavior of steel-to-sleeve grouting connection[J]. Word Earthquake Engineering, 2016, 32(2):18-24. (in Chinese))