钻孔偏斜控制对地下油库水幕孔工程、岩石锚固工程等具有显著意义。以黄岛地下水封油库水幕孔工程施工项目为依托,研究深度45~105 m的水平钻孔偏斜控制技术,形成了一套较完整的能有效控制钻孔偏斜的综合方法,主要技术要点包括:采用导向性好的钻机;选用刚度大的钻杆;合理配置钻杆扶正器;牢固固定钻机;精心测量放样;根据岩层条件变化适时调整钻进工艺参数;测斜紧跟钻进;实施钻孔电视成像等。应用表明:长20,40 m的钻孔偏斜率总体分别可控制在0.45%,0.9%以内,达到了国际领先水平;长60 m钻孔的偏斜率可总体控制在2%以内,达到国际先进水平;长80,100 m钻孔的偏斜率总体分别控制在3%,4%以内。
Abstract
Control of borehole deviation is significant to underground water-sealed oil storage and rock anchorage engineering. We present some comprehensive methods to control the borehole deviation with horizontal drilling (depth 45-105m) at Huangdao underground water-sealed oil cavern as a case study. The techniques include drilling machine with high guiding efficiency, drill pipe with big rigidity, reasonable drill pipe centralizer, tightly fixed drilling machine, meticulous survey, adjustment of drilling parameters in time according to rock condition, borehole inclinometer and borehole TV used in time. By using these techniques, we conclude that the deviation rate of boreholes shorter than 20m and 40m can be controlled within 0.45%, 0.9%, respectively, which is a leading level internationally; the deviation rate of boreholes shorter than 60m could be limited in 2%, which is an internationally advanced level; and the deviation rate of boreholes shorter than 80, 100 m can be limited in 3%, 4%, respectively.
关键词
长尺寸钻孔 /
偏斜率 /
控制技术 /
地下水封油库 /
岩石锚固
Key words
long borehole /
deviation rate /
control technique /
underground water-sealed oil storage /
rock anchorage
{{custom_sec.title}}
{{custom_sec.title}}
{{custom_sec.content}}
参考文献
[1] 犹香智, 陈 刚, 胡 成. 黄岛地下储油库渗流场模拟[J]. 地下水, 2010, 32(2): 140-142.(YOU Xiang-zhi, CHEN Gang, HU Cheng. Seepage Simulation of Huangdao Underground Petroleum Storage Caverns[J]. Groundwater, 2010, 32(2): 140-142.(in Chinese))
[2] 梁维天, 邹万鹏, 韩 凯, 等. 浅析钻孔偏斜的若干问题[J]. 矿业工程, 2009, 7(2): 65-67. (LIANG Wei-tian , ZOU Wan-peng , HAN Kai, et al. Analysis of Reasons for Declination of Drill Hole[J]. Mining Engineering,2009, 7(2): 65-67.(in Chinese))
[3] 程良奎, 范景伦, 韩 军, 等. 岩土锚固[M]. 北京: 中国建筑工业出版社, 2003. (CHENG Liang-kui, FAN Jing-lun, HAN Jun, et al. Anchoring in Soil and Rock[M]. Beijing: China Architecture and Building Press,2003.(in Chinese))
[4] Post Tensioning Institute. American Code PTI. Recommendations for Pre-stressed Rock and Soil Anchors[S]. Phoenix, USA: Federal Highway Administration, 1986.
[5] British Standards Institution. DDRI: 1982 Code of Practice for Ground Anchorages: Draft for Development[S]. London: British Standards Institution, 1982.
[6] 土质工学会. 日本地层锚杆设计施工基准[S]. 东京:新日本印刷株式会社,1990. (Geotechnical Engineering Institute. Specification for Design and Construction of Ground Anchors of Japan[S]. Tokyo: Shinanihon Printing Co., Ltd., 1990. (in Japanese))
[7] The Institute of Architects and Engineers. Recommendation for the Design and Construction of Pre-stressed Ground Anchorage [S]. London: FIP Publications, 1991.
[8] GB50086—2001,锚杆喷射混凝土支护技术规范[S]. 北京:中国计划出版社,2001. (GB50086—2001,Technical Code for Bolt-shotcrete Support [S]. Beijing: China Planning Press, 2001. (in Chinese))
[9] 郭冬生. 三峡永久船闸高强锚杆施工与锚杆应力分析[J]. 岩石力学与工程学报, 2002, 21(2): 257-260. (GUO Dong-sheng. Stress Analysis and Installation Procedures of Rock Bolt for Permanent Ship Lock of TGP[J]. Chinese Journal of Rock Mechanics and Engineering, 2002, 21(2): 257-260.(in Chinese))
[10]张孝松, 禹 喜. 龙滩电站洞室群围岩锚固中的新材料和新工艺[J]. 水力发电, 2006,32(3): 60-62.(ZHANG Xiao-song, YU Xi. New Materials and New Techniques of Anchorage during Surrounding Rock of Underground Caves of Longtan Hydropower Station[J]. Water Power, 2006,32(3): 60-62. (in Chinese))