土建專業(yè)外文翻譯7

1、<p><b>　　外文翻譯</b></p><p><b>　　Problems</b></p><p>　　1 From the data given in figure 4.18,calculate the tangent modulus and Poisson’s ratio for the initial elastic be

2、havior of limestone withσ3= 2.0MPa.</p><p>　　2 A porous sandstone has a uniaxial compressive strength of σc=75MPa. the results of a series of triaxial compression tests plotted on shear stress-normal stress

3、axes give a linear Coulomb peak strength envelope having a slope of 45o</p><p>　　Determine the axial stress at peak strength of a jacketed specimen subjected to a confining pressure of σ3= 10MPa. If the jack

4、et had been punctured during the test and the pore pressure had built up to a equal to the confining pressure ,what would the peak axial stress have been?</p><p>　　3(a) Establish an approximate peak strength

5、 envelope for the marble for which the date shown in Figure 4.19 were obtained.</p><p>　　3(b) In what ways might the observed stress-strain behavior of the specimens have differed had the tests been carried

6、out in a conventional testing machine having a longitudinal stiffness of 2.0 GNm-1? Assume that all specimens were 50mm in diameter 100mm long.</p><p>　　ROCK STRENGTH AND DEFORMABILITY</p><p>　　

7、4 A series of laboratory tests on intact specimens of quartzite gave the following mean peak strengths. The units of stress are MPa, and compression is taken as positive.</p><p>　　Develop a peak strength cri

8、terion for the quartzite for use in underground excavation design. Experience has shown that in situ uniaxial compressive strength of the quartzite is one-half the laboratory value.</p><p>　　5 A series of tr

9、iaxial compression tests on specimens of a slate gave the following results:</p><p>　　In each test ,failure occurred by shear along the cleavage. Determine the shear strength criterion for cleavage plans.<

10、;/p><p>　　6 In a further series of tests on the slate for which the data of Problem 5 were obtained, it was found that, when failure occurred in directions other than along the cleavage, the peak strength of ro

11、ck material was given by </p><p>　　σ1=150+2.8σ3</p><p>　　where σ1 and σ3 are in MPa.</p><p>　　Construct a graph showing the expected variation of peak axial stress at a confining pr

12、essure of 10 MPa, as the angle between the cleavage and the specimen axis varies from 0oto90o.</p><p>　　7 The following results were obtained in a series of direct shear tests carried out on 100 mm square sp

13、ecimens of granite containing clean, rough, dry joints.</p><p>　　Determine the basic friction angle and the initial roughness angle for the joint surfaces.</p><p>　　Establish a peak shear streng

14、th criterion for the joints, suitable for use in the range of normal stresses, 0-4MPa.</p><p>　　Assuming linear shear stress-shear displacement relations to peak shear strength， investigate the influence of

15、normal stress on the shear stiffness of the joints.</p><p>　　8 A triaxial compression test is to be carried out on a specimen of granite referred to in Problem 7 with the joint plane inclined at 35o to the s

16、pecimen axis. A confining pressure of σ3=1.5MPa and an axial stress of σ1=3.3MPa are to be applied. Then a joint water pressure will be introduced and gradually increased with σ1 and σ3 held constant. At what joint water

17、 pressure is slip on the joint expected to occur? Repeat the calculation for a similar test in which σ1=4.7MPa and σ3=1.5MPa.</p><p>　　9 In the plane of cross section of an excavation, a rock mass contains f

18、our sets of discontinuities mutually inclined at 45o. The shear strengths of all discontinuities are given by a linear Coulomb criterion with c’=100kPa and φ’=30o.</p><p>　　Develop an isotropic strength crit

19、erion for the rock mass that approximate the strength obtained by applying Jaeger’s single plane of weakness theory in several parts.</p><p>　　10 A certain slate can be treated as a transversely isotropic e

20、lastic material. Block samples of the slate are available from which cores may be prepared with the cleavage at chosen angles to the specimen axes.</p><p>　　Nominate a set of tests that could be used to dete

21、rmine the five independent elastic constants in equation 2.42 required to characterize the stress-strain behavior of the slate in uniaxial compression. What measurements should be taken in each of these tests? </p>

22、<p>　　5 Pre-mining state of stress</p><p>　　5.1 Specification of the pre-mining state of stress</p><p>　　The design of an underground structure in rock differs from other types of struct

23、ural design in the nature of the loads operating in the system. In conventional surface structures, the geometry of the structure and its operating duty define the loads imposed on the system. For an underground rock str

24、ucture, the rock medium is subject to initial stress prior to excavation. The final, post-excavation state of stress in the structure is the resultant of the initial state of stress and stresses indu</p><p>

25、　　The method of specifying the in situ state of stress at a point in a rock mass, relative to a set of reference axes, is demonstrated in Figure 5.1. A convenient set of Cartesian global reference axes is established by

26、orienting the x axis towards mine north, y towards mine east, and z vertically downwards. The ambient stress components expressed relative to these axes are denoted pxx , pyy, p zz, p xy, pyz, p zx. Using the methods est

27、ablished in Chapter 2, it is possible to determine, from these</p><p>　　The assumption made in this discussion is that it is possible to determine the in situ state of stress in a way which yields representa

28、tive magnitudes of the components of the field stress tensor throughout a problem domain. The state of stress in the rock mass is inferred to be spatially quite variable, due to the presence of structural features such a

29、s faults or local variation in rock material properties. Spatial variation in the field stress tensor may be sometimes observed as an apparent vi</p><p>　　Pzz=γz (5.1)

30、 </p><p>　　Where γ is the rock unit weight, and z is the depth below ground surface.</p><p>　　Failure to satisfy this equilibrium condition (equation5.1)in any field de

31、termination of the pre-mining state of stress may be a valid indication of heterogeneity of the stress field. For example, the vertical normal stress component might be expected to be less than the value calculated from

32、equation 5.1, for observations made in the axial plane of an anticlinal fold.</p><p>　　A common but unjustified assumption in the estimation of the in situ state of stress is a condition of uniaxial strain (

33、‘complete lateral restraint’)during development of gravitational loading of a formation by superincumbent rock. For elastic rock mass behavior, horizontal normal stress components are then given by</p><p>&l

34、t;b>　　(5.2)</b></p><p>　　Where ν is Poisson’s ratio for the rock mass.</p><p>　　If it is also assumed that the shear stress components p xy, pyz, p zx are zero, the normal stresses defi

35、ned by equations 5.1and 5.2 are principal stresses. </p><p>　　Reports and summaries of field observations (Hooker et al.,1972;Brown and Hoek,1978) indicate that for depths of stress determinations of mining

36、engineering interest, equation 5.2 is rarely satisfied, and the vertical direction is rarely a principal stress direction. These conditions arise from the complex load path and geological history to which an element of r

37、ock is typically subjected in reaching its current equilibrium state during and following orebody formation. </p><p>　　譯文 問題 1在σ3 = 2.0MPa的條件下，石灰石的初始彈性行為包括計(jì)算切線模量和泊松比可由圖4.18所給出的數(shù)據(jù)顯示出來。 2多孔砂巖的單軸抗壓強(qiáng)度σc=75MP

38、a 。由一系列的三軸壓縮試驗(yàn)結(jié)果繪制出的剪應(yīng)力正常應(yīng)力軸顯示的庫侖強(qiáng)度峰值線性強(qiáng)度包絡(luò)圖有一個(gè)45o的傾斜。 確定套嵌標(biāo)本遭受的圍壓σ3=10MPa軸向強(qiáng)度應(yīng)力峰值。如果套嵌在試驗(yàn)過程中被刺破，孔隙水壓力已建立起一個(gè)平衡的圍壓值，那么軸向應(yīng)力峰值又會(huì)怎樣？ 3 ( a )建立一個(gè)大理巖近似峰值強(qiáng)度包絡(luò)圖如圖4.19所示。 3 ( b )通過采取何種方式可以觀測(cè)到試樣的應(yīng)力應(yīng)變行為由不同的試驗(yàn)進(jìn)行了常規(guī)試驗(yàn)機(jī)上得出的線性剛度

39、為2.0GNm-1 ？假定所有標(biāo)本，直徑為50mm長(zhǎng)100毫米。 巖石強(qiáng)度和應(yīng)變4一系列完整的石英巖試樣的實(shí)驗(yàn)室試驗(yàn)給出了以下平均強(qiáng)度峰值。應(yīng)力的單位是兆帕，并且壓縮性為剛性。 </p><p>　　制定一個(gè)石英巖的峰值強(qiáng)度標(biāo)準(zhǔn)用于地下洞室的開挖設(shè)計(jì)。經(jīng)驗(yàn)表明，石英巖的原位單軸抗壓強(qiáng)度值是實(shí)驗(yàn)室所測(cè)值的一半。 </p><p>　　5一系列板巖試樣的三軸壓縮試驗(yàn)結(jié)果如下： </

40、p><p>　　在每一個(gè)試樣中，試樣沿著解理面發(fā)生剪切破壞。進(jìn)而確定解理平面圖的抗剪強(qiáng)度標(biāo)準(zhǔn)。6在問題5所得數(shù)據(jù)的基礎(chǔ)上，對(duì)板巖做了一系列進(jìn)一步的實(shí)驗(yàn)，人們發(fā)現(xiàn)，當(dāng)破壞方向不是沿著解理時(shí)，巖石材料的峰值強(qiáng)度由公式 σ1=150+2.8σ3 計(jì)算得到。其中σ1和σ3的單位為MPa。</p><p>　　構(gòu)建一個(gè)圖表顯示了軸向應(yīng)力峰值在圍壓為10兆帕?xí)r的預(yù)期變化，因?yàn)榻饫砗驮嚇虞S向之間的夾角

41、從0o到90o 變化。</p><p>　　7以下結(jié)果是在一系列100毫米見方的含有新鮮，粗糙，隱形裂隙交織的花崗巖試樣上進(jìn)行直接剪切試驗(yàn)得到的。</p><p>　　(a)確定交接面處的基本摩擦角和初始粗糙度。 (b)建立一個(gè)節(jié)理峰值抗剪強(qiáng)度標(biāo)準(zhǔn)，適用于正應(yīng)力變化范圍為0-4MPa。 (c)假設(shè)線性剪切應(yīng)力——剪切位移和峰值抗剪強(qiáng)度有關(guān)，研究正應(yīng)力對(duì)節(jié)理剪切剛度的影響。 8三軸壓縮

42、試驗(yàn)是在問題7所提到的花崗巖試樣上進(jìn)行的，這個(gè)試樣的節(jié)理面向軸線以35o傾斜。施加σ3=1.5MPa的圍壓和σ1=3.3MPa軸向應(yīng)力。這時(shí)節(jié)理水壓力將會(huì)隨著σ1和σ3的保持不變而逐漸增大。當(dāng)節(jié)理水壓力為多大時(shí)節(jié)理將發(fā)生預(yù)期滑動(dòng)平移？重復(fù)計(jì)算在σ1 = 4.7MPa和σ3 =1.5MPa時(shí)的類似試驗(yàn)。 </p><p>　　9在交叉的開挖橫斷面，巖體包含四處相互傾斜45o的不連續(xù)面。所有不連續(xù)面的抗剪強(qiáng)度均由C&

43、#39;= 100kPa，φ'=30o時(shí)的線性庫倫準(zhǔn)則得出。 制定一套巖體各向同性強(qiáng)度準(zhǔn)則，這與耶格爾的單一薄弱面理論的很多方面都相似。10某板巖可以視為橫斷的各向同性彈性材料。塊狀板巖試樣可取自節(jié)理與軸向成選定角度的試樣上。</p><p>　　提出一系列試驗(yàn)，可用于確定公式2.42中五個(gè)獨(dú)立的彈性常數(shù)，此公式可以描述板巖在單軸壓縮試驗(yàn)中的應(yīng)力應(yīng)變特性。</p><p&g

44、t;　　5前采礦應(yīng)力狀態(tài) 5.1前采礦應(yīng)力狀態(tài)規(guī)范 巖石中的地下結(jié)構(gòu)設(shè)計(jì)，不同于在自然荷載系統(tǒng)作用下的其他類型的結(jié)構(gòu)設(shè)計(jì)。</p><p>　　在傳統(tǒng)的表面構(gòu)造中，建筑物的幾何構(gòu)造和和它的運(yùn)作效率限制了加在其上的荷載。對(duì)于一個(gè)巖石地下結(jié)構(gòu)，巖石介質(zhì)在開挖之前經(jīng)受初始應(yīng)力。最后，結(jié)構(gòu)中的后期開挖應(yīng)力狀態(tài)是初始應(yīng)力狀態(tài)和開挖引起的應(yīng)力的結(jié)果。既然開挖引起的應(yīng)力和初始應(yīng)力狀態(tài)有關(guān)，所以很明顯，前采礦應(yīng)力狀態(tài)的規(guī)范

45、和測(cè)定是所有設(shè)計(jì)分析的必要先決條件。 該方法是說明巖體中一點(diǎn)原位應(yīng)力狀態(tài)，它和一系列參照軸有關(guān)，如圖5.1所示。建立一個(gè)合適的笛卡兒全球參照軸,X軸方向指向煤礦北部方向，Y軸指向煤礦東部，Z軸為向下的垂直方向。環(huán)境應(yīng)力分量表示和這些軸有關(guān)，這些應(yīng)力分量表示為pxx , pyy, p zz, p xy, pyz, p zx。使用方法建立在第2章，從這些應(yīng)力分量就可以判斷場(chǎng)地主要應(yīng)力pi(i=1,2,3)的重要性。還有三個(gè)軸各自的方

46、向余弦向量(λxi, λyi, λzi)。相應(yīng)每個(gè)主軸方向的角度產(chǎn)生傾角 αi和方向角，或傾方位角βi 。規(guī)定以p1:p2:p3=1.0:q:r形式確定的主應(yīng)力的比例，完善了預(yù)開采應(yīng)力狀態(tài)規(guī)范，q和r不僅僅是單一的。</p><p>　　這方面討論中的假定有可能確定在原地應(yīng)力狀態(tài)，對(duì)于通過一個(gè)課題領(lǐng)域產(chǎn)生的地應(yīng)力張量的分量方式產(chǎn)生重要的代表性。巖體應(yīng)力狀態(tài)趨于相對(duì)空間變量，主要是由于諸如斷層和巖石材料的局部變質(zhì)等

47、結(jié)構(gòu)特征的出現(xiàn)。空間地應(yīng)力張量時(shí)常以潛在的垂直方向的破壞方程觀測(cè)到。由于地面總是免于牽引，簡(jiǎn)單的靜力學(xué)要求垂直正應(yīng)力分量在次表層點(diǎn)，可通過公式5.1給出 Pzz = γz ( 5.1 ) γ—巖石單位重量</p><p><b>　　Z—地表以下深度</b></p><p>　　不能

48、滿足這一平衡條件(方程5.1 )在任何領(lǐng)域確定前采礦應(yīng)力狀態(tài)可能是一個(gè)非均質(zhì)性應(yīng)力場(chǎng)的有效跡象。例如，垂直正應(yīng)力分量可能會(huì)預(yù)計(jì)將低于方程5.1計(jì)算的數(shù)值，由于背斜軸面的觀測(cè)數(shù)據(jù)。</p><p>　　一個(gè)共同的，但不合理的假設(shè)，在上覆巖層的重力荷載的加載過程中，估計(jì)原位地應(yīng)力狀態(tài)是一個(gè)單軸應(yīng)變條件(完全側(cè)限)。彈性巖體特征，橫向正應(yīng)力分量，可通過公式5.2給出 (5.2)</p>

49、<p><b>　　巖體的泊松比</b></p><p>　　如果還假定抗剪強(qiáng)度分量p xy, pyz, p zx為零，按公式5.1和5.2定義的正應(yīng)力是主應(yīng)力。   實(shí)地觀測(cè)(胡克等人，1972年;布朗和胡克，1978年)的報(bào)告和摘要表明，公式5.2不能滿足采礦工程所需的應(yīng)力測(cè)試深度，垂直方向不是主要的應(yīng)力方向。這些條件源于復(fù)雜的負(fù)載路徑和地質(zhì)歷史即巖石元素