水利水電專業(yè)外文翻譯--混凝土重力壩基礎(chǔ)流體力學(xué)行為分析-橋梁設(shè)計(jì)-預(yù)覽頁(yè)
【正文】 間的有效正應(yīng)力雙曲線關(guān)系， 39。這種關(guān)系也是非線性，遲滯的卸載條件，直到成為有效正應(yīng)力為零（圖 1a）。液壓孔繪制相應(yīng)的聯(lián)合與關(guān)閉（圖 1b），以獲取攔截線， hoa ，起始水力孔徑，邊坡系數(shù)和耦合， f ，而“刻畫了聯(lián)合流體力學(xué)行為， i. e，兩者在液壓機(jī)械孔徑由于孔徑的變化變化的關(guān)系，鑒于 其中 hra 是剩余的水力孔徑 對(duì)于給定的巖石節(jié)理，兩者之間是有粗糙度及耦合系數(shù)的關(guān)系，因?yàn)?f 的分布和沿關(guān)節(jié)面流道曲折而定。 h? 是沿巖石節(jié)理頭部下降 。 裂隙巖體滲透性隨深度變化 另外，巖體等效滲透，公里，可以以同樣的形式作為修改后的定律，或在液壓口徑計(jì)算，同樣的形式占關(guān)節(jié)間距， S: 在裂隙巖體滲透性的變化，由于覆蓋層和圍應(yīng)力，計(jì)算?？椎囊簤弘S覆蓋減少?gòu)?qiáng)調(diào)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(jié)果 估計(jì)巖體滲透性得到假設(shè) f= ， mcV = hoa 和 nik = 10 ?mcv ，這是在實(shí)驗(yàn)室測(cè)試中取得的值與（阿爾瓦雷斯等 ）相似，巴西在這一測(cè)試中描述位置的花崗巖編隊(duì)部分。聯(lián)合間距從鉆孔巖心觀察值都在數(shù)米范圍內(nèi)，從而產(chǎn)生了一個(gè) 5 米間距是常數(shù)的計(jì)算假設(shè)。 圖 .。n? ， and joint closure, nV? During loading, significant joint closure takes place at low effective normal stresses. The magnitude of the closure per unit of stress decreases rapidly, however, as the stress level increases. The hyperbola is defined by the initial tangent stiffness, niK , and the asymptote maximum joint closure, mcV . This relationship is also nonlinear and hysteretic for the unloading condition until effective normal stresses bee zero (). The values of niK and mcV are estimated by regression analysis on experimental data. For natural and induced fractures in granite, these parameters are interrelated and range between the following limits Alvarez et al. (1995): Where niK is in M pa/? m and mcV is in ? m Rough joints exhibit the largest joint maximum closure and the lowest initial joint stiffness, whereas smooth joints have the lowest mcV and the largest niK The hydraulic behavior of the rock joint is characterized by the linear relationship between hydraulic aperture, ha , which controls the magnitude of flow, and mechanical joint closure, nV? , which depends on stress levels. Hydraulic apertures are plotted versus their corresponding joint closure ()to obtain the line intercept, hoa ,initial hydraulic aperture, and the coupled slope coefficient, f ,which characterizes the hydromechanical behavior of the joint ,i. e., the relationship between changes in hydraulic aperture due to changes in mechanical aperture, given by Where hra is the residual hydraulic aperture. For a given rock joint, there is a relationship between roughness and the coupled coefficient, because f depends on the distribution and tortuosity of flow channels along the joint surface. For ideal parallel plates, with a single flow channel along the entire joint surface, f= concentrated flow channels meandering across the joint surface, f. Hence, the classic cubic law expresses flow rate through a rock joint: Where Q is the flow rate。
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