景洪水电站右冲沙底孔坝段加固处理设计  

Design of reinforcing treatment for dam section of right bank sand flushing bottom outlet of Jinghong Hydropower Station

作　　者：佘俊勇[1] 

机构地区：[1]中国水电顾问集团昆明勘测设计研究院,云南昆明650051

出　　处：《云南水电技术》2007年第4期25-28,共4页

摘　　要：景洪水电站碾压混凝土重力坝坝顶高程612m，最大坝高110m，坝顶总长704m，其中右冲沙底孔坝段坝轴线方向长23．5m，水流向长270．7m。鉴于右冲沙底孔坝段，在施工期兼作一期、二期纵向围堰，在运行期又作为厂房右端墙的一部分，两侧将承受不同频率洪水位下的水压力，可能存在侧向失稳的问题，需对其侧向稳定性和基础应力进行复核计算。经复核计算发现，在二期导流期间，右冲沙底孔D0＋065m～D0＋240m段建基面抗倾覆稳定不能满足规范要求，且右侧垂直拉应力较大，有可能对坝体结构产生破坏。因此，有针对性地采取了一系列工程措施对右冲沙底孔D0＋065m～D0＋240m段进行了综合性的加固处理，从而确保了二期导流期间右冲沙底孔的安全及工程施工的顺利进行。Jinghong RCC gravity dam＇s crest elevation is 612m, max. dam height is 110m and total length of dam crest is 704m, in which it is 23.5m long along dam axis of right sand flushing bottom outlet and 270.7m along river flowing direction. Because the section of right ban sand flushing bottom outlet is taking as phase-1 and phase Ⅱ cofferdam at construction period and it is also a part of right end wall of powerhouse at operation period, water pressure in different frequency is acted on both sides of the section, which may cause a possibility of instability. Lateral stability and foundation stress shall be calculated and checked. After checking calculation, it is found that, during phase II water diversion period, the right bank sand flushing bottom outlet at the section of D0＋065m～D0＋240m can not meet related specifications on anti-upsetting stability and the vertical tension force on the right side is greater, which may cause damage on dam structure. So, some reinforcing measures are conducted for the section, which ensure smooth execution of phase Ⅱ water diversion and safety of the such dam sections.

关 键 词：景洪水电站 碾压砼重力坝 右冲沙底孔 侧向稳定性 基础应力 加固处理设计 

分 类 号：TV314[水利工程—水工结构工程] TV741