水利水電專業(yè)外文翻譯--混凝土重力壩基礎流體力學行為分析-橋梁設計-免費閱讀
【正文】 s )。 圖 .?？椎囊簤弘S覆蓋減少強調在巖體滲透性，隨深度的增加，從 310? cm/s 到附近 810? 的水面在 600厘 米深度 /秒 1000 米的結果 估計巖體滲透性得到假設 f= ， mcV = hoa 和 nik = 10 ?mcv ，這是在實驗室測試中取得的值與（阿爾瓦雷斯等 ）相似，巴西在這一測試中描述位置的花崗巖編隊部分。 h? 是沿巖石節(jié)理頭部下降 。這種關系也是非線性，遲滯的卸載條件，直到成為有效正應力為零（圖 1a）。在此基礎上比較了一系列的結論得出了基本孔隙壓力在節(jié)理巖體的影響可以考慮在其他工程項目，認為那里的巖石節(jié)理流體力學行為應予以考慮。 簡介：評估抗滑混凝土重力壩的安全要求的理解是，巖基和他們上面的結構是一個互動的系統(tǒng)，其行為是通過具 體的材料和巖石基礎的力學性能和液壓控制。本文列出評價建立在巖石節(jié)理上的混凝土重力壩流體力學行為的方法。裂紋擴展模式和相應揚壓力和抗滑安全系數(shù)的估計沿壩巖接口與數(shù)字高程模型進行了比較得出，由目前在工程實踐中使用的簡化程序。（二）液壓。n? ,并聯(lián)合， nV? 在裝卸，重大的聯(lián)合封發(fā)生在低有效正應力的地方。對于理想的平行板，以在整個關節(jié)面單流道， f= 中流道蜿蜒穿過關節(jié)面， f。 [1] [3]。阿霍的價值在 300 1000μ m范圍被用來確定公里 = f的理論關系（ z）的，其中 Z是深度，以實地測量和比較 這兩個鉆孔測量值相對滲透率在 100 至 200 米深處的高，可能表明的一個區(qū)或剪切節(jié)理巖帶更多的存在。 w? is the unit weight of the water。 and for divergent radial flow, G=2π/ln (re/ir ), where ir and re are the borehole and external cylindrical surface radiuses, respectively. Jointed rock mass permeability change with depth Alternatively, the rock mass equivalent permeability, km, can be expressed in the same form as the modified cubic law, or in terms of hydraulic aperture, to account for spacing of the joints, S: Changes in jointed rock mass permeability due to overburden and confining stresses were calculated using eqs. [1]– [3].The results of a theoretical relationship of rock mass permeability, k, for depths up to 1000 m, using eq. [5] are presented in reduction of hydraulic apertures with increasing overburden stresses results in a rock mass permeability that decreases with an increase in depth from 310? cm/s near the surface to 810? cm/s at depths of 600– 1000 m. The rock mass permeability estimates were obtained assuming f=, mcV = hoa and nik =10 ?mcv , which are representative of the values obtained in laboratory tests carried out in granitic formations(Alvarez et )similar to those of the Brazilian test location described in this section. Overburden stresses were estimated using a unit weight of kN/ this case it was assumed that horizontal and vertical stresses are about the same (coefficient of earth pressure at rest Ko=), which are also considered to be representative of the igneous formations at the Brazil test location, but other values of in situ stresses could be estimated, ., for Ko, vertical joints would have larger permeabilities. Field permeability measurements obtained in Packer tests at a deep openpit mining project in granitic rock in Brazil are also plotted in for parison with the theoretical relationship. Values of joint spacing observed from borehole cores are in the range of a few
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