土木工程外文翻譯--關(guān)于再生混凝土空心砌塊的研究

1、<p>　　1850單詞，9500英文字符，2900漢字</p><p>　　出處：Ding X, Liu W, Ye J, et al. Research of Recycled Bearing Concrete Hollow Block[C]// International Conference on Civil Engineering and Urban Planning. 2012:498-50

2、3.</p><p>　　畢業(yè)設(shè)計(jì)（論文）</p><p><b>　　外文翻譯</b></p><p>　　設(shè)計(jì)（論文）題目：</p><p>　　2014 年 10 月 23 日</p><p><b>　　外文一：</b></p><p>

3、;　　Research of Recycled Bearing Concrete Hollow Block</p><p>　　Xiaoyan Ding*,Wenkun Liu*, Jihong Ye*, Zhongfan Chen*, and Ming Xu*</p><p>　　*(Southeast University, Key Laboratory of Concrete and

4、 Prestressed ConcreteStructures of the Ministry of Education ; No.2, Sipailou Road, Nanjing 210096; Tel:15051848122)</p><p><b>　　ABSTRACT</b></p><p>　　On the premise of using stone c

5、hips, the paper studies the effect of the replacement level of recycled aggregates and w/c on the compressible properties of recycled concrete hollow blocks, then find out the linear relationship between the ratio of Rk

6、/ Rl ( Rk : the compressive strength of recycled concrete hollow block; Rl :the compressive strength of recycled concrete cube)and X (the replacement level of recycled aggregate), provide the theoretical basis to popular

7、ization and application of re</p><p><b>　　KEYWORDS</b></p><p>　　Recycled Concrete; Block; Compressive Strength; Replacement Level</p><p>　　INTRODUCTION</p><p&

8、gt;　　Using waste concrete to process of recycled aggregate for recycled concrete and recycled concrete block has important practical significance and broad prospect that is a valuable measure to achieve the efficient rec

9、ycling of the waste concrete. The domestic research of recycled concrete strength has reached a certain degree at present. But the conclusion that the strength of concrete block after mixing recycled aggregate can rise a

10、re usually inconsistent for difference in these aggregate categor</p><p>　　EXPERIMENTAL MATERIALS</p><p>　　Recycled concrete aggregate (RCA) was obtained from an old building located in Nanjing

11、. The recycled aggregate with high water absorption is indisputable (Zhao & Deng 2007 and Xiao 2008).We took measures of RCA to pre-absorb. The crushed concrete was processed to pass through a mechanical sieving sys

12、tem to produce and the finished aggregates with particle sizes of 0.16-8mm. The physical properties is in table 1.Cement were sourced from Zhonglian factory in Nanjing, P.O 42.5.</p><p>　　Table 1. Properties

13、 of Recycled and Natural Aggregates</p><p>　　MIX PROPORTION DESIGN</p><p>　　Design basis.Nowadays, we design compressive strength of concrete blocks with 150mm cubic test for foundation in China

14、. Blocks and concrete specimens are composed of the same materials, but there are a numerous of difference:①The size of blocks with plurality of holes and at the level of 25% to 50% of</p><p>　　hollow is lar

15、ger than concrete cube which is in a small size. ②The strength calculation of blocks with gross section differ from concrete cube with net section. ③The diversity of them are in molding condition, system and time of vib

16、ration, forming number and equipment material, etc. However, the failure mode is distinct from each other for blocks with hole and thin-wall while cube with short columns.</p><p>　　Usually, the mix design of

17、 concrete blocks were summarized as follows (Zhang 2007):①Determine the conversion relationship of compressive strength between block and concrete cube;②Calculate W/C according to the requirements of strength and

18、durability;③Determine water requirement and cement</p><p>　　quantity on the basis of type and specification of aggregate;④The experiment of concrete cube in accordance with the standard method finish unt

19、il meeting the design requirements, then carry on concrete hole block strength experiment;⑤ Issue with the mix proportion design.</p><p>　　Mix proportion determination.The blocks were designed with internal

20、dimensions of 360 mm in length, 240 mm in width, and 115 mm in depth. There were five rows of holes cross arranged the blocks, which with dent in short side and plane in long side. The eight mixtures included two control

21、 mixture using only natural aggregates, six mixtures with recycled aggregates and the replacement of natural aggregates was at levels from 25 to 100% by weight. All these mixtures were expected to achieve a targe</p&g

22、t;<p>　　Table 2. Mix Proportions Used for Blocks</p><p><b>　　Type</b></p><p><b>　　Type</b></p><p><b>　　W/C</b></p><p>　　RESUL

23、TS AND DISCUSSION</p><p>　　Experimental details. The blocks came from Nanjing SHIHAO Building Energy Limited Company for the hydraulic vibration molding equipment. The formed blocks were first in a standard

24、curing room for 72 hours, and then conditional transported out of the conservation. The temperature and relative humidity were controlled at 20°C and not less than 90% according to the standard requirement. There ar

25、e five specimens in each group for a total of 40 specimens. The compressive strength of the block specime</p><p>　　Experimental phenomenon description. The experiment found that destructive pattern of RCB we

26、re basically the same in every kind of substitution level, which is almost as the same as natural blocks.The failure surface started from bond failure of natural, recycled aggregate and cement. However, no obvious precur

27、sor to failure is observed prior to the occurrence of instability. At the preliminary stage of load, with load increasing, the surface</p><p>　　Table 3. Compressive Strength of Blocks</p><p>　　C

28、ompressive strength(MPa)</p><p><b>　　Notation</b></p><p><b>　　Notation</b></p><p>　　Compressive strength(MPa)</p><p>　　of block specimens were w

29、ithout any change while the readings of pressure gage were uniform increased. When pressure reaches the limit loads of 60% ~ 70%, most block specimens occurred fine visible cracks at the corner or dent while the readings

30、 of pressure gage were increased slowly. As pressure increased further, the crack developed very fast, and emerged some new cracks in the face of the block specimens, these cracks near the side wall. When the load contin

31、ued to increase, pressure reached l</p><p>　　specimens completely destroyed (Figure 1 ). Besides, if formed blocks with waney or subtle vertical cracks, they would damage in these parts at first. Therefore,

32、the forming quality of hollow blocks must be controlled. Especially the waney and vertical cracks must be reduced.</p><p>　　Figure 1.Destructive pattern of blocks Replacementlevel effect on compress

33、ive strength of block. Compressive strength test results for four different mixes at 7 days and 28 days from two w/c ratio are presented in Figure 2 and Figure 3.</p><p>　　It shows that RCA produced stronger

34、 strength than natural aggregates and with recycled replacement level increased, the compressive strength of blocks improve margin increased more. The compressive strength of each block were more than 5.0MPa and that in

35、the replacement level of 25%, 50%, 75% increased by 3.9%, 7.1% and 23.4% as compared with the control sample (RCA-1), respectively. Similar findings were also in series 2, the increase were 6%, 11.6% and 25%. When replac

36、ement level increased to </p><p>　　W/C effect on compressive strength of block. Due to the characteristics of forming process for concrete blocks composed of stiff consistency concrete in vibratory and press

37、ured compaction, the actual w/c ratio on strength of the block is far from the impact of the wet concrete strength. After determined w/c, the top priority was forming performance, rather than the strength of blocks. That

38、 is the best w/c ratio should make the concrete can be molding and the density to maximize,require for formi</p><p>　　Relations between Rk / Rl and X. As the shape, size and calculate methods are different,

39、even with the same materials, the compressive strength between RCB and RCC also can get the different results, but a certain relation is between them. By comprehensive analyses of the results obtained, it is found that R

40、k / Rl were interrelated with X. The formula for Rk / Rl =a+bX was put forward through statistical regression analysis, a and b were regression coefficient.The relation between them were show</p><p>　　Figure

41、 4. Rk / Rl and X (W/C=0.48)Figure 5. Rk / Rl and X (W/C=0.64) Correlation coefficient R is a quantitative index which indicates the intimate level of linear correlation between measured data and regression equa

42、tion, the value is closer 1, it means the more they relate closely, the better the correlation reaches. Thus, above results R≥0.9 demonstrate that it is can be used in similar practical work for both formulas.</p>

43、<p><b>　　SUMMARY</b></p><p>　　In studying the effects of RCA on the mechanical properties of RCB, mix designs with two w/c ratio and stone chips as the natural aggregates composition were r

44、eferenced. The conclusions drawn from this investigation are as follows :</p><p>　　The compressive strength of RCB increased with the increase in replacement level of recycled</p><

45、p>　　aggregates. The highest compressive strength was attained when the replacement level of recycled aggregate reached the level of 75%, RCB can be used as the seismic requirements of masonry structure. However, witho

46、ut any admixture, RCB is hardly to mold at the replacement level of 100%. Nevertheless, how many the replacement level to be made is most appropriate? The problem remains to be further elucidated.</p><p>　　O

47、n the premise of process and other performance requirements of blocks, w/c is still as small as possible.</p><p>　　The relationship between Rk / Rl and X is linear respectively, this provide theoretical basi

48、s for preparation of RCB with stone chips.</p><p>　　It is found that forming quality of RCB must be controlled, especially to reduce waney and the number</p><p>　　of vertical cracks by failure

49、mode of RCB.</p><p>　　ACKNOWLEDGEMENT</p><p>　　The financial supports from the Technology Pillar Program during the Eleventh Five-Year Plan Period (project 2008BAJ08B11) are acknowledged.</p&

50、gt;<p>　　REFERENCES</p><p>　　GB/T411-1997, 1997: Experimental Method of Concrete Hole Block [S], Beijing.China Architecture & Building Press.</p><p>　　Lu, K. A. (1999). “Be required b

51、y Comprehensive Use of Construction Waste.” J. Recycled Resources research, p.33-34.</p><p>　　X, J. Z. (2008). “Recycled Concrete.” [M], China Architecture & Industry Press.</p><p>　　Z, J. &

52、amp; D, Z.H. (2007). “Experimental Study on Recycled Concrete Coarse Aggregate.” J. Cement and Concrete,p.17-20.</p><p>　　Z,W.C. (2007). “Practicality Manual of Concrete Hole Block and Concrete Brick.”[M], C

53、hina Materials& Industry Press.</p><p><b>　　譯文一:</b></p><p>　　關(guān)于再生混凝土空心砌塊的研究</p><p>　　丁曉燕 1，劉文坤 2，葉繼宏 3，陳鐘帆 4，徐明 5</p><p>　　（東南大學(xué)教育部混凝土和預(yù)應(yīng)力混凝土結(jié)構(gòu)重點(diǎn)實(shí)驗(yàn)室;南京

54、路四牌樓 2 號(hào),郵編 210096;電 話:15051848122）</p><p><b>　　摘要</b></p><p>　　對使用石屑的前提下，研究了再生骨料和再生的 W / C 更替水平對再生混凝土空心砌塊的</p><p>　　抗壓性能的影響，找出 Rk / Rl（Rk：抗壓強(qiáng)度的再生混凝土空心砌塊；Rk：再生混凝土的抗壓 強(qiáng)度立

55、方體）和 X（再生骨料的替代水平）比值之間的線性關(guān)系，為推廣再生混凝土空心砌塊 的應(yīng)用提供了理論依據(jù)。</p><p><b>　　關(guān)鍵詞：</b></p><p>　　再生混凝土；砌塊；抗壓強(qiáng)度；替代水平</p><p><b>　　簡介</b></p><p>　　利用廢棄混凝土再生骨料工藝再生

56、混凝土和再生混凝土砌塊具有重要的現(xiàn)實(shí)意義和廣闊的 應(yīng)用前景，是一個(gè)有價(jià)值的措施，實(shí)現(xiàn)高效回收廢棄混凝土。再生混凝土強(qiáng)度的研究目前已達(dá) 到了一定的程度。但混合再生骨料后的混凝土砌塊的強(qiáng)度能增加的結(jié)論通常會(huì)因?yàn)楣橇项悇e不 同而不一致。本文探討了通過將再生混凝土注入天然骨料碎石研究再生混凝土空心砌塊（RCB） 的抗壓強(qiáng)度，尋求再生水平與抗壓強(qiáng)度之間的關(guān)系，從而嘗試為實(shí)現(xiàn)再生砌塊提供有益的參考。 實(shí)驗(yàn)材料</p><p>

57、;　　再生混凝土骨料(RCA)是從一個(gè)位于南京古建筑獲取。吸水率高的再生骨料是無可爭辯的</p><p>　?。ㄚw、鄧 2007 和肖 2008）。我們采取再生混凝土骨料預(yù)吸收的措施。壓碎的混凝土進(jìn)行處理， 通過機(jī)械篩分系統(tǒng)生產(chǎn)粒徑在 0.16-8mm 間的成品骨料。物理性能見表 1。水泥均來自南京中聯(lián) 廠，P .O 42.5。</p><p>　　表 1.再生骨料和天然骨料的性能<

58、/p><p><b>　　組合比例設(shè)計(jì)</b></p><p>　　基礎(chǔ)設(shè)計(jì)。在中國，目前我們以 150mm 立方體試驗(yàn)為基礎(chǔ)設(shè)計(jì)混凝土立方塊壓縮強(qiáng)度。 磚和混凝土試件都是由相同的材料制作，但也會(huì)有些許差異：①在小尺寸的情況下，具有多孔 的并且孔空隙率在 25%至 50%之間的砌塊比在同一個(gè)尺寸下混凝土的立方體壓縮強(qiáng)度高。②毛截 面塊的強(qiáng)度計(jì)算與凈截面混凝土立方體的不同。

59、③成型條件，系統(tǒng)和振動(dòng)時(shí)間，材料和設(shè)備等 的多樣性。然而，失敗的模型是在短柱體下的不同的帶孔薄壁塊。 通常，混凝土砌塊的配合比設(shè)計(jì)如下（張 2007）①確定混凝土立方體和試塊之間的抗壓強(qiáng)度轉(zhuǎn) 換關(guān)系。②根據(jù)強(qiáng)度和耐久性的要求計(jì)算 W / C；③在類型和規(guī)格集料的基礎(chǔ)上確定需水量和</p><p>　　水泥用量；④實(shí)驗(yàn)混凝土立方體試件按照標(biāo)準(zhǔn)方法完成直到滿足設(shè)計(jì)要求，然后進(jìn)行混凝土孔 砌塊強(qiáng)度試驗(yàn)；⑤配合比設(shè)計(jì)問題

60、。</p><p>　　組合比例。試塊設(shè)計(jì)成長度為 360mm，寬度為 240mm，深度為 115mm 的內(nèi)部尺寸。有五 排孔交叉排列的塊，試塊短邊凹和長邊平。八種混合物包括兩種僅使用天然骨料的控制混合物， 六種再生骨料和天然骨料混合物是在 25%到 100%的重量水平。所有這些混合物在 28 天的年齡 時(shí)實(shí)現(xiàn)預(yù)期目標(biāo)的抗壓強(qiáng)度不小于 5 MPa。根據(jù)書本和施工規(guī)范 2.1 節(jié)，混凝土試驗(yàn)強(qiáng)度應(yīng)高 于設(shè)計(jì) 10%

61、～15%。本文中兩個(gè) W / C（0.48 和 0.64）是在通過多次實(shí)地試驗(yàn)孔砌塊成型質(zhì)量 基礎(chǔ)上得出的。同時(shí)，我們發(fā)現(xiàn)很難在骨料比例為 100%時(shí)塑形。我們建議每立方米混凝土水 的劑量應(yīng)考慮和再生骨料在 3%到 10%的范圍內(nèi)吸水率。在本實(shí)驗(yàn)設(shè)計(jì)八組配合比的試塊，見 表 2。</p><p><b>　　RLNA</b></p><p><b>　　R

62、AC</b></p><p><b>　　表 2.組合比例</b></p><p><b>　　W</b></p><p><b>　　RL/</b></p><p><b>　　NARACW</b></p><p&

63、gt;<b>　　結(jié)果與討論</b></p><p>　　實(shí)驗(yàn)細(xì)節(jié)。砌塊來自南京世豪建筑能源有限公司，用其液壓振動(dòng)成型設(shè)備制作。形成的砌 塊，先在標(biāo)準(zhǔn)養(yǎng)護(hù)室養(yǎng)護(hù) 72 小時(shí)，然后在一定條件保護(hù)下運(yùn)輸出廠。溫度和相對濕度控制在 20°C，并且不低于 90%的標(biāo)準(zhǔn)要求。共有 40 個(gè)標(biāo)本，按每組五個(gè)標(biāo)本分組。使用具有 2000 千 牛最大容量壓縮試驗(yàn)機(jī)測定了塊試樣的抗壓強(qiáng)度，根據(jù)標(biāo)準(zhǔn)方

64、法（GB/T4111—1997，1997）。</p><p>　　表 3 顯示了對砌塊抗壓強(qiáng)度五次測量的平均值的結(jié)果。表 3.砌塊抗壓強(qiáng)度</p><p>　　抗壓強(qiáng)度(MPa)抗壓強(qiáng)度(MPa)</p><p>　　實(shí)驗(yàn)現(xiàn)象的描述。實(shí)驗(yàn)發(fā)現(xiàn)，RCA 破壞形式的水平基本上和每一種替代水平相同，這幾乎 和天然骨料一樣。破壞面從自然粘結(jié)，再生骨料和水泥開始破壞。然而，

65、沒有明顯前兆的失效 是在觀察的不穩(wěn)定發(fā)生前。在負(fù)荷的初步階段，隨著荷載的增加，壓力表讀數(shù)均勻增加，塊試 樣表面沒有任何變化。當(dāng)壓力達(dá)到 60% ~ 70%極限荷載，當(dāng)壓力計(jì)的讀數(shù)增加緩慢，大多數(shù)的 塊標(biāo)本在角落或凹部發(fā)生可見的細(xì)裂紋。隨著壓力的進(jìn)一步增加，裂縫發(fā)展很快，并在塊標(biāo)本 的表面出現(xiàn)了一些新的靠近側(cè)壁裂縫。當(dāng)荷載繼續(xù)增加，壓力達(dá)到極限荷載，豎向裂縫迅速一 起擴(kuò)大直到試塊標(biāo)本完全破壞（圖 1）。此外，如果形成的塊有損壞部分的或有微

66、小的縱向裂 縫，在這些部位他們將會(huì)首先破壞。因此，空心砌塊成型質(zhì)量必須控制。尤其是有缺損一部分 和有垂直的裂縫的空心砌塊必須減少。</p><p>　　替代水平對試塊受壓強(qiáng)度的影響。四個(gè)不同的混合料在 7 天和 28 天的抗壓強(qiáng)度與兩個(gè) W / C 的試驗(yàn)結(jié)果分別如圖 2 和圖 3。</p><p>　　這表明，RCA 產(chǎn)生比天然骨料更高的強(qiáng)度并且隨著再生替代水平的增加，塊體的抗壓強(qiáng)度 提

67、高幅度增加。每一塊試塊的抗壓強(qiáng)度大于 5MPa，25%，50%，75%替代水平的試塊與對照樣 品相比（RCA-1）分別增加了 3.9%，7.1%</p><p>　　和 23.4%。相似的結(jié)果也出現(xiàn)在第 2 組實(shí)驗(yàn) 中，增長分別為 6%，11.6%和 25%。當(dāng)替 代水平提高到 75%時(shí)，試塊的抗壓強(qiáng)度達(dá) 到最高（7.5MPa）。因此，可以得出一個(gè) 合適的 W / C，再生骨料越多，RCB 抗壓強(qiáng) 度達(dá)到更高，R

68、CB 可以作為砌體結(jié)構(gòu)的抗 震要求。在確保 RCB 28 天抗壓強(qiáng)度的條件 下，我們可以相信，再生骨料替代水平可 以達(dá)到 75%。當(dāng)然，如改善保存條件，適 當(dāng)延長固化時(shí)間，RCB 的抗壓強(qiáng)度可以達(dá) 到更高，這將是 10 兆帕。</p><p>　　圖 1 砌塊破壞模型</p><p>　　W / C 對砌塊抗壓強(qiáng)度的影響。由于混凝土塊組成的干硬性混凝土在振動(dòng)壓實(shí)過程中振壓 成形的形成過程的

69、特點(diǎn)，導(dǎo)致實(shí)際水灰比的砌塊強(qiáng)度與濕混凝土強(qiáng)度影響很大。在確定了水灰 比，成形性能是當(dāng)務(wù)之急，而不是塊的強(qiáng)度。最佳的水灰比應(yīng)使混凝土可成型密度最大化，需 要在短時(shí)間成型，不易成模，但這并不意味著 W / C 對砌塊的強(qiáng)度沒有影響。為了滿足工藝和 其他性能要求，W / C 仍然應(yīng)盡可能小。</p><p>　　Rk / Rl 和 X 之間的關(guān)系。當(dāng)形狀，尺寸和計(jì)算方法不同，即使有相同的材料，RCB 和 RCC 抗 壓

70、強(qiáng)度之間也可以得到不同的結(jié)果，但它們之間有一定的的關(guān)系。通過對試驗(yàn)結(jié)果的綜合分析， 發(fā)現(xiàn) Rk / Rl 與 X 有關(guān)。Rk / Rl=a+bx 是提出通過統(tǒng)計(jì)回歸分析的公式，A 和 B 是回歸系數(shù)。他 們之間的關(guān)系如圖 4 和圖 5 所示。</p><p>　　圖 2.抗壓強(qiáng)度（W / C=0.48）圖 3.抗壓強(qiáng)度（W / C=0.64）</p><p>　　圖 4. Rk

71、/ Rl 和 X (W/C=0.48)圖 5. Rk / Rl 和 X (W/C=0.64)</p><p>　　相關(guān)系數(shù) R 是一個(gè)定量指標(biāo)的實(shí)測數(shù)據(jù)體現(xiàn)回歸方程的線性相關(guān)關(guān)系的密切程度，它的意 義接近于 1，這意味著他們更緊密地聯(lián)系起來，達(dá)到更好的相關(guān)性。因此，上述結(jié)果 R≥0.9 表</p><p>　　明兩個(gè)公式是可以應(yīng)用于類似的實(shí)際工作中。</p>

72、<p><b>　　總結(jié)</b></p><p>　　在研究 RCA 對局部力學(xué)性能的影響，兩種水灰比和石屑的混合設(shè)計(jì)作為天然骨料組成被 參考。從本次調(diào)查的結(jié)論如下：</p><p>　　隨著再生骨料替代水平的提高，RCB 抗壓強(qiáng)度也提高。當(dāng)再生骨料的替代水平達(dá)到 75%的 水平，抗壓強(qiáng)度達(dá)到最高，RCB 可作為砌體結(jié)構(gòu)抗震要求。然而，沒有任何外加劑，RCB

73、 在 100%替代水平難以塑造。然而，多少替代水平是最合適的？這個(gè)問題有待進(jìn)一步研究。 在工藝和其他性能要求的前提下，W / C 仍然盡可能小。</p><p>　　Rk / Rl 與 X 之間的關(guān)系是線性的，這為 RCB 與石屑制備的提供了理論基礎(chǔ)。 研究發(fā)現(xiàn)，空心砌塊成型質(zhì)量誤差必須控制，尤其是減少缺損部分和豎向裂縫的數(shù)量。</p><p><b>　　致謝</b>

74、;</p><p>　　對科技支撐計(jì)劃的第十一個(gè)五年計(jì)劃期間的金融支持（項(xiàng)目 2008BAJ08B11）表示感謝。</p><p><b>　　參考文獻(xiàn)：</b></p><p>　　GB/T411-1997,1997：混凝土小型空心砌塊試驗(yàn)方法[S]，北京實(shí)驗(yàn)方法。中國建筑工業(yè)出版社. Lu, K. A. (1999):“通過建筑垃圾的綜合利

75、用要求?！盝.再生資源研究，p.33-34.</p><p>　　X, J. Z. (2008):“再生混凝土?！盵M]，中國建筑工業(yè)出版社.</p><p>　　Z, J. & D, Z.H. (2007):“再生粗骨料混凝土的試驗(yàn)研究.混凝土與水泥 p.17-20”. Z,W.C. (2007):“混凝土孔塊和混凝土磚實(shí)用手冊?！盵 M ]，中國建材工業(yè)</p>