【正文】 07 齊冬子. 敞開式循環(huán)冷卻水系統(tǒng)化學(xué)處理. 化學(xué)工業(yè)出版，2000：121～1448 趙振國， 冷卻塔. 中國水利出版社，1996：155～1599 毛獻(xiàn)忠，陳允文，黃東濤. 逆流式自然通風(fēng)冷卻塔流場及熱力質(zhì)交換的數(shù)值模擬. 計(jì)算物力，1994：38～7210 陳卓如主編. 工程流體力學(xué). 高等教育出版社，1992：260～27111 沈維道，將智敏，童鈞耕. ，1999：13～2212 許玉麟，丁文繹. 大型橫流式冷卻塔進(jìn)風(fēng)百頁窗的試驗(yàn)研究報(bào)告, 1988:78～9613 閆洪儒. 哈爾濱第三發(fā)電廠3500m2雙曲線冷卻塔設(shè)計(jì). 水利電力部東北設(shè)計(jì)院, 1996：12～5414 Chien ,. . Construction and Testing of a Reinforced Concrete Hyperbolic Cooling Tower Model , MS thesis , Civil Eng .,Kansas State Univ., Microconcrete Models for Coolingtower shell, Proc. IV . on Exp. Mech., SESA (1982) ：23～6115 Swartz ,S. E.. Buckling Behavior of Concrete shells, Summary Pep. to the NSF, Grant No. ENG 7818415 ()：13～16附錄A 外文文獻(xiàn)Tests on Microconcrete Model of HyperbolicCooling Towerby . Swartz, . Chien, . Hu and H. MozaffarianAbstract In the past 18 years following the collapse of three cooling towers on November 1, 1965 in Ferrybridge, England, a considerable interest has developed in determining the buckling behavior of these thinwalled shells under the loadings normally encountered. An extensive number of theories exist attempting to predict buckling response and failure. Numerous tests on small elastic models of metals or plastics have also been reported. However, little work has been reported on the physical testing to failure of concrete models This paper describes work on the construction, instrumentation and testing of a microconcrete model of a hyperboloid of revolution proportioned to exhibit buckling prior to collapse. This model is the first in a series of models which will be constructed and tested with a variety of load and support configurations The shell model was tested to failure under the action of uniform pressure (vacuum loading). The failure was of a local nature so the model was repaired and tested a second time to failure. The results of these tests showed good agreement with membrane theory (modified to account for geometric imperfections) for measured strains but the buckling mode of failure was of an unexpected type.IntroductionThe size of hyperboloids of revolution of reinforced concrete used for naturaldraft cooling towers has increased from 35 m (1914) to 151 m (1982) with 200 m contemplated for the near future. With the advent of highstrength concrete, precasting techniques for certain elements and innovative construction techniques, elemental wall thickness as small as m are anticipated with m currently being used.Following the collapse of three cooling towers at Ferrybridge, England in 1965, numerous analytical studies on evaluating buckling behavior have been presented as well as experimental studies on elastic models,39。s ratio. The membrane forces andwere determined from membrane theory. Additionally, the values of No were modified by considering the presence of measured geometry imperfections. Following Gupta and AIDabbah due to imperfections in conjunction with induced membrane forces, is (3) in which (4)for a circular shape of imperfection meridian or (5)In these r=horizontal radius of the shell For the shell geometry and measured imperfections the results obtained for the no from (4) and (5) are nearly the same. The value of puted from kPa (3) is added to that obtained from the membrane solution.Values of internal forces and moments calculated from experimental data at various gage locations and at the maximum load applied are given in Table 2. It is seen that fairly large moments exist at the ring/shell connections and the fixed base as would be expected. Unexpectedly, a large moment 4 ft below the throat was observed. This was undoubtedly due to the imperfections present. Also, the effect of imperfections is seen in the results for and at the throat at the different locations.In considering possible causes for these failures, the shell was again analyzed using the equations of modified for nonlinear materials2 these are （6）in which，The geometry buckling parameters are given by (7)in which are buckling coefficients. These are taken here to be =，=，=，=.From consideration of the membrane forces due to suction (including axial forces induced from the reaction of the top cover to the shell wall) the critical buckling pressure can be determined as (8a)When dominates, and (8b)When dominates. In the above are the .concrete uniaxial pressive strength and associated strain.The term is given by (9)Where and (10)N= (11)The term (12)and (13)While = that portion of the total reaction from the top cover carried into the shell wall. For the present case 3 = . The term is the value takes at a value of corresponding to the top of the shell.In the above is the instantaneous tan。還要真心的感謝在此次畢業(yè)設(shè)計(jì)中給予我指導(dǎo)和關(guān)心的熱能系的其他各位老師們：劉興家、呂薇、付國民、黃波、李九如、王佐民、王芳等老師。在得到上面的結(jié)論后就是通過試驗(yàn)數(shù)據(jù)的測量來得出結(jié)論，通過數(shù)據(jù)的測量、分析、整理得過程得到出加空氣動力渦流裝置后有利于冷卻塔塔內(nèi)的流場流動；冷卻塔內(nèi)流速變大；冷卻塔內(nèi)流場變的更加穩(wěn)定。 表52 加導(dǎo)流板后各斷面上各點(diǎn)的風(fēng)速半徑比斷面斷面Ⅰ風(fēng)速，mm/s584573573斷面Ⅱ風(fēng)速，mm/s557551540斷面Ⅲ風(fēng)速，mm/s510500500斷面Ⅳ風(fēng)速，mm/s466452445斷面Ⅴ風(fēng)速，mm/s445445431斷面Ⅵ風(fēng)速，mm/s431417409 試驗(yàn)數(shù)據(jù)分析由上面測得的風(fēng)速，把每個斷面上在加空氣動力渦流裝置前后的風(fēng)速對比圖一一列出[15]，見圖55 1—加空氣動力渦流裝置前各斷面的風(fēng)速2—加空氣動力渦流裝置后各斷面的風(fēng)速圖55塔內(nèi)各斷面風(fēng)速分布 試驗(yàn)結(jié)論通過上面圖表，可以看出，加空氣動力渦流裝置后，各個斷面上的每個對應(yīng)點(diǎn)的流速變大,而且每個斷面上的流速曲線變的更加平穩(wěn)。把塔出風(fēng)口與風(fēng)道口對齊，用膠袋密封。 實(shí)驗(yàn)測量參數(shù)和測量儀器 實(shí)驗(yàn)測量參數(shù)室內(nèi)干球溫度，濕球溫度，進(jìn)塔空氣量，大氣壓力P，測點(diǎn)風(fēng)速。然后將（4）套接在（1）內(nèi)，并將接頭處密封好。在套裝過程中如果接頭松動，可在（2）上纏些布或膠帶，以增加其壁厚。注意一點(diǎn)：在砂輪打磨前，導(dǎo)流板的加工尺寸必須留有1到2mm的加工余地，避免在打磨時，打磨過多，而引起尺寸變小。在電機(jī)鉆孔時保證底墑的四個孔與風(fēng)機(jī)底座的四個孔對齊。具體加工尺寸見圖315：圖315導(dǎo)流板第4章 可視實(shí)驗(yàn)系統(tǒng)的具體安裝 實(shí)驗(yàn)平臺安裝過程圖41 實(shí)驗(yàn)臺本實(shí)驗(yàn)臺高3400mm，長4220mm，最寬處1400mm，具體安裝尺寸見圖41。單層金屬網(wǎng)網(wǎng)格大小為22mm，實(shí)驗(yàn)時先在風(fēng)洞中測量單層網(wǎng)格阻力系數(shù)，然后再一層層疊加，直至阻力系數(shù)與原體相等為止。在管內(nèi)壓力作用下，水從噴嘴噴出，射到旋轉(zhuǎn)頭上，旋轉(zhuǎn)頭上有兩條流線型溝槽，水沿溝槽運(yùn)動，旋轉(zhuǎn)頭在水的反作用下朝相反方向轉(zhuǎn)動，于是水被沿切向方向甩出，從而達(dá)到噴水效果。配水系統(tǒng)是本實(shí)驗(yàn)系統(tǒng)的重要組成部分之一，可以更真實(shí)的模擬出冷卻塔