广西大学学报(自然科学版)
廣西大學學報(自然科學版)
엄서대학학보(자연과학판)
JOURNAL OF GUANGXI UNIVERSITY (NATURAL SCIENCE EDITION)
2010年
1期
157-161
,共5页
张益智%李金友%唐若晗%张仲卿%赵小莲
張益智%李金友%唐若晗%張仲卿%趙小蓮
장익지%리금우%당약함%장중경%조소련
水电站扩建工程%重力坝%进水口%应力状况%稳定分析
水電站擴建工程%重力壩%進水口%應力狀況%穩定分析
수전참확건공정%중력패%진수구%응력상황%은정분석
extension project for hydropower station%gravity dam%intake%stress condition%stabilityanalysis
为研究广西拉浪水电站扩建工程破坝开孔对坝体稳定性的影响,运用了规范规定的材料力学法并结合三维有限元软件,对4个施工步骤共7种工况下进水口及整个坝体应力及稳定性进行分析,结果表明:材料力学法计算的孔口底部截面最大压应力为0.67 MPa,最小压应力为0.34 MPa,坝基截面最大压应力为O.63 MPa,最小压应力为0.06 MPa,均满足<混凝土重力坝设计规范SL319-2005>中坝体上游面的垂直应力不出现拉应力且不大于混凝土允许压应力的要求.进水口以上坝体抗滑稳定安全系数K为1.24,K'为5.28,全坝体抗滑稳定安全系数K为1.10,K'为3.10,均大于<混凝土重力坝设计规范SL319-2005>规定的K为1.0与K'为2.5,满足抗滑稳定要求.在孔口周围、压力管上弯段及下弯段存在局部拉应力区,建议在局部拉应力区合理配筋.
為研究廣西拉浪水電站擴建工程破壩開孔對壩體穩定性的影響,運用瞭規範規定的材料力學法併結閤三維有限元軟件,對4箇施工步驟共7種工況下進水口及整箇壩體應力及穩定性進行分析,結果錶明:材料力學法計算的孔口底部截麵最大壓應力為0.67 MPa,最小壓應力為0.34 MPa,壩基截麵最大壓應力為O.63 MPa,最小壓應力為0.06 MPa,均滿足<混凝土重力壩設計規範SL319-2005>中壩體上遊麵的垂直應力不齣現拉應力且不大于混凝土允許壓應力的要求.進水口以上壩體抗滑穩定安全繫數K為1.24,K'為5.28,全壩體抗滑穩定安全繫數K為1.10,K'為3.10,均大于<混凝土重力壩設計規範SL319-2005>規定的K為1.0與K'為2.5,滿足抗滑穩定要求.在孔口週圍、壓力管上彎段及下彎段存在跼部拉應力區,建議在跼部拉應力區閤理配觔.
위연구엄서랍랑수전참확건공정파패개공대패체은정성적영향,운용료규범규정적재료역학법병결합삼유유한원연건,대4개시공보취공7충공황하진수구급정개패체응력급은정성진행분석,결과표명:재료역학법계산적공구저부절면최대압응력위0.67 MPa,최소압응력위0.34 MPa,패기절면최대압응력위O.63 MPa,최소압응력위0.06 MPa,균만족<혼응토중력패설계규범SL319-2005>중패체상유면적수직응력불출현랍응력차불대우혼응토윤허압응력적요구.진수구이상패체항활은정안전계수K위1.24,K'위5.28,전패체항활은정안전계수K위1.10,K'위3.10,균대우<혼응토중력패설계규범SL319-2005>규정적K위1.0여K'위2.5,만족항활은정요구.재공구주위、압력관상만단급하만단존재국부랍응력구,건의재국부랍응력구합리배근.
In order to study the stability of the gravity dam for Lalang hydropower station in Guangxi after an intake hole digged in the extension project, material mechanics method and 3D finite ele-ment method are adopted to analyze stress and stability under four construction steps in seven condi-tions. The result indicates that maximum compressive stress of bottom section for intake hole is 0.67 MPa and the minimum one is 0.34 MPa through material mechanics method. And these two stresses of the whole dam are 0.63 MPa and 0.06 MPa. All of these stresses are less than the ones allowed in criterion (SL319-2005). The stability safety coefficients K and K'of the dam body above the in-take hole are 1.24 and 5.28. The ones of the whole dam are 1.10 and 3.10. All of these coeffi-cients are larger than the ones allowed in criterion (SL319-2005). There are some tensile stress fields around the intake hole ; upper curved section and lower curved section of the pressure tube. It is suggested that these areas should be reinforced with steel bars.