溪洛渡高拱坝深孔预应力次锚索优化研究  

Optimization Research of Pre-stressed Sub-major Anchorage Cables for Deep Outlets in Xiluodu High Arch Dam

作　　者：马杰[1] 周雪[1] 张建海[1] 王仁坤[2] 赵文光[2] 

机构地区：[1]四川大学水利水电学院水力学及山区河流开发与保护国家重点实验室,四川成都610065 [2]中国水电顾问集团成都勘测设计研究院,四川成都610072

出　　处：《水力发电》2013年第4期43-46,共4页Water Power

摘　　要：溪洛渡拱坝深孔闸墩结构复杂,出口悬臂长24.7 m,承受水推力达81 283 kN,需在闸墩悬臂上布置预应力锚索以满足强度要求,除环形主锚索外,次锚索的布置对支铰大梁的应力影响也十分显著。参考以往工程经验,溪洛渡深孔闸墩拟定了2排次锚索、总锚应力26 500 kN和3排次锚索、总锚应力39 000 kN两种次锚索布置方案,以最大拉应力为控制标准,采用三维有限元法对这两种方案下支铰大梁运行期的应力状态进行了对比分析。计算结果表明:相比方案一,方案二中大梁拉应力量值和范围都显著减小,拉应力极值由-3.3 MPa降至-1.7 MPa,大梁跨中剖面的受拉面积由10.603 m2降至5.516 m2。可见,方案二大梁受力状态更好,符合设计要求。The structure of deep outlet piers in Xiluodu Arch Dan is complex, which has a 24.7m-long canlilever and will undertake 81 283 kN hydraulic thrust, so Ihe pre-strcssed anchorage cables need In he deployed in order to meet the strcnglh rcquiremenl. Besides the ring major anchorage cables, the layout of sub-major anchorage cables has a significant influence to the stress of hinged bearing hcam as well. According to the experiences in other projects, two layout schemes of sub-major anchorage cables are drafted for deep outlet pier in Xihmdu Dam. The first scheme deploys 2 rows of cables with a total force of 26 500 kN and the second scheme deploys 3 rows of cables with a total force 39 000 kN. Taking maximum tensile stress as control criterion, 3D finite element method is adopted to analyze the stress of hinged bearing beam under operation conditions. The results show that, comparing with the first scheme, the maximum tensile stress of second scheme reduces from -3.3 MPa to -1.7 MPa, and the tension area in the middle crossing section reduees from 10.603 m^2 to 5.516 m^2 in second scheme. The seeond scheme has a better stress condition and meets the design requirement.

关 键 词：高拱坝 预应力次锚索 有限元法 优化 溪洛渡水电站 

分 类 号：TV314[水利工程—水工结构工程] TV662.2