鋼煙囪計算書計算書5[共48頁]

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1、密級：入庫章（如果不單獨存檔，不蓋入庫章）計 算 書xxxx項目xxxx裝置 66米鋼煙囪文件編號：xxxx鋼煙囪設計軟件QY-Chimney*工程建設有限公司2017年10月修 改01234567日 期編 制校 核審 核目錄1、設計資料42、計算依據(jù)73、筒體自重計算84、筒體截面參數(shù)95、筒體溫度計算106、動力特征計算137、風荷載計算148、考慮瞬時極端最大風速時的風荷載計算（只計算順風向風壓）169、地震作用及內(nèi)力計算1810、附加彎矩計算2111、荷載內(nèi)力組合2512、鋼煙囪強度與穩(wěn)定計算2713、考慮瞬時極端最大風速下驗算結果3014、筒壁容許應力計算3115、鋼煙囪底座計算33

2、16、鋼煙囪位移結果3617、加強圈間距計算371、設計資料1基本設計資料煙囪總高度H = 66.000m煙氣溫度Tgas = 80.00煙囪底部高出地面距離: 0mm夏季極端最高溫度Tsum = 40.00冬季極端最低溫度Twin = -15.00最低日平均溫度Twin = -5.00煙囪日照溫差T = 15.00基本風壓w0 = 0.35kN/m2瞬時極端最大風速: 50.00(m/s)地面粗糙度: B類煙囪筒體幾何缺陷折減系數(shù)d = 0.50煙囪安全等級: 二級抗震設防烈度: 7度(0.10g)設計地震分組: 第一組建筑場地土類別: 類筒壁腐蝕厚度裕度: 2.00mm襯里起始高度: 0.

3、00m設置破風圈: 是2材料信息序號使用部位材料名稱最高使用溫度()密度(kg/m3)導熱系數(shù)l(W /(m·K)1隔熱層JM-1001100850.00-2筒壁鋼材Q235(B)2507850.0058.150給定三個溫度點下隔熱層的導熱系數(shù)值給定溫度()350450550導熱系數(shù)(W /(m·K)0.2000.2000.2403幾何尺寸信息煙囪總分段數(shù): 7煙囪筒身分段參數(shù)表編號標高(m)煙囪筒壁外直徑(mm)分段高度(m)066.002000.00-160.002000.006.00250.002000.0010.00340.002000.0010.00430.004

4、000.0010.00520.004000.0010.00610.004000.0010.0070.004000.0010.00煙囪總截面數(shù): 18煙囪筒身分節(jié)參數(shù)表(1)截面編號標高(m)煙囪筒壁外直徑(mm)分節(jié)高度(m)隔熱層厚度(mm)筒壁厚度(mm)材料總厚度(mm)坡度(%)066.002000.00-100.0010.00110.000.000160.002000.006.000100.0010.00110.000.000255.002000.005.000100.0010.00110.000.000350.002000.005.000100.0010.00110.000.000

5、445.002000.005.000100.0010.00110.000.000540.002000.005.000100.0010.00110.000.000635.003000.005.000100.0016.00116.0010.000730.004000.005.000100.0016.00116.0010.000823.004000.007.000100.0016.00116.000.000921.004000.002.000100.0016.00116.000.0001020.004000.001.000100.0016.00116.000.0001119.004000.001.0

6、00100.0016.00116.000.0001217.004000.002.000100.0016.00116.000.0001315.004000.002.000100.0016.00116.000.0001412.504000.002.500100.0016.00116.000.0001510.004000.002.500100.0016.00116.000.000165.004000.005.000100.0016.00116.000.000170.004000.005.000100.0016.00116.000.000煙囪筒身分節(jié)參數(shù)表(2)截面編號標高(m)附加重量(kN)附加風

7、載(kN)洞口數(shù)量洞口形狀洞口寬度(mm)洞口高度(mm)洞口直徑(mm)066.000.000.000-160.000.000.000-255.000.000.000-350.000.000.000-445.000.000.000-540.000.000.000-635.000.000.000-730.000.000.000-823.000.000.001圓形-1000921.000.000.001圓形-10001020.000.000.000-1119.000.000.001圓形-10001217.000.000.001圓形-10001315.000.000.001圓形-10001412.

8、500.000.001圓形-20001510.000.000.000-165.000.000.000-170.000.000.000-鋼平臺參數(shù)表平臺編號標高(m)平臺寬度(mm)角度(°)活荷載自重均布(kN/m2)總計(kN)均布(kN/m2)總計(kN)113.001000.0060.002.005.241.002.62215.001000.0060.002.005.241.002.62317.001000.0060.002.005.241.002.62419.001000.0060.002.005.241.002.62521.001000.0060.002.005.241.0

9、02.62623.001000.0060.002.005.241.002.62746.001000.00360.003.5032.991.009.42平臺荷載折減系數(shù): 1.00是否設置爬梯: 是爬梯自重(沿高度): 5.00(kN/m)4煙囪底座設計參數(shù)煙囪底板材料: Q235(B)煙囪底板內(nèi)徑D1: 3500.00mm煙囪底板外徑D2: 8000.00mm偏心彎矩Me: 0.00kN.m地腳螺栓材料: Q235(B)地腳螺栓數(shù)量n: 6地腳螺栓腐蝕裕量c2: 4.0mm地腳螺栓中心線直徑D3: 7500mm筋板材料: Q235(B)筋板高度hj: 600.00mm蓋板材料: Q235(B)

10、蓋板類型: 環(huán)形蓋板是否有墊板: 是墊板厚度td: 20mm墊板寬度L4: 500mm2、計算依據(jù)煙囪設計規(guī)范 GB 50051-2013（以下簡稱“煙規(guī)”）建筑結構荷載規(guī)范GB 50009-2012（以下簡稱“荷載規(guī)范”）建筑抗震設計規(guī)范GB 50011-2010（以下簡稱“抗震規(guī)范”）鋼結構設計規(guī)范GB 50017-2003（以下簡稱“鋼結構規(guī)范”）煙囪設計手冊(中國計劃出版社, 2014年5月第1版, 以下簡稱“煙囪手冊”)塔式容器NB/T 47041-2014碳素結構鋼GB/T 700-2006低合金高強度結構鋼GB/T 1591-2008鋼結構設計手冊（第三版） 中國建筑工業(yè)出版社鋼

11、結構連接節(jié)點設計手冊（第二版）中國建筑工業(yè)出版社3、筒體自重計算如果存在洞口的話則扣除洞口部位的重量。每節(jié)根部自重包括其上面所有分節(jié)的自重加上附加重量, 每節(jié)重量等于本節(jié)所有自重加上附加重量。主要應用如下公式:筒身自重表格(1)截面編號標高(m)Vi(m3)重量(kN)隔熱層筒壁隔熱層筒壁066.000.0000.0000.0000.00160.003.5440.37529.51928.86255.002.9530.31324.59924.05350.002.9530.31324.59924.05445.002.9530.31324.59924.05540.002.9530.31324.599

12、24.05635.003.7380.62731.13948.27730.005.3170.88044.28967.70823.008.4281.38970.202106.87921.002.3520.38819.59029.841020.001.2150.20010.12215.411119.001.1370.1889.46814.441217.002.3520.38819.59029.841315.002.3520.38819.59029.841412.502.7240.45022.68934.651510.003.0380.50125.30638.51165.006.0761.00150.

13、61277.03170.006.0761.00150.61277.03合計-60.1599.027501.127694.49筒身自重表格(2)截面編號標高(m)附加重量(kN)保溫釘重(kN)加強筋重(kN)破風圈重(kN)爬梯自重(kN)平臺自重(kN)本節(jié)總重量(kN)每節(jié)根部重量(kN)066.000.00-0.000.00160.000.000.632.204.0030.000.009595255.000.000.531.833.3425.000.0079175350.000.000.531.833.3425.000.0079254445.000.000.531.833.3425.00

14、9.4289343540.000.000.531.830.6725.000.0077419635.000.000.662.300.0025.120.00107527730.000.000.933.230.0025.120.00141668823.000.001.465.100.0035.000.00219887921.000.000.411.420.0010.002.62649511020.000.000.210.740.005.002.62349851119.000.000.200.690.005.000.003010151217.000.000.411.420.0010.002.62641

15、0781315.000.000.411.420.0010.002.626411421412.500.000.471.650.0012.505.247712191510.000.000.531.840.0012.500.00791298165.000.001.053.680.0025.000.001571456170.000.001.053.680.0025.000.001571613合計-0.0010.5236.7214.68330.2525.1316131613筒身總重量 G = S(每節(jié)重量) = 1612.91kN煙囪底板及隔熱層的重量 = 266.53kN(極限狀態(tài)法)煙囪底板及隔熱層

16、的重量 = 304.05kN(容許應力法)4、筒體截面參數(shù)在鋼煙囪設計計算時，考慮留有腐蝕厚度裕度2.00mm。腐蝕厚度裕度計入鋼筒自重，但不計入計算截面的有效面積。下表壁厚已經(jīng)包括了腐蝕厚度裕度。截面編號標高(m)壁厚(mm)不扣除洞口部分扣除洞口部分A1(m2)A2(m2)I(m4)W(m3)An(m2)In(m4)Wn(m3)066.0010.000.06250.05000.02470.02470.05000.02470.0247160.0010.000.06250.05000.02470.02470.05000.02470.0247255.0010.000.06250.05000.02

17、470.02470.05000.02470.0247350.0010.000.06250.05000.02470.02470.05000.02470.0247445.0010.000.06250.05000.02470.02470.05000.02470.0247540.0010.000.06250.05000.02470.02470.05000.02470.0247635.0016.000.15000.13120.14580.09730.13120.14580.0973730.0016.000.20030.17510.34710.17370.17510.34710.1737823.0016.

18、000.20030.17510.34710.17370.16090.28720.1363921.0016.000.20030.17510.34710.17370.16090.28720.13631020.0016.000.20030.17510.34710.17370.17510.34710.17371119.0016.000.20030.17510.34710.17370.16090.28720.13631217.0016.000.20030.17510.34710.17370.16090.28720.13631315.0016.000.20030.17510.34710.17370.160

19、90.28720.13631412.5016.000.20030.17510.34710.17370.14570.21920.10391510.0016.000.20030.17510.34710.17370.17510.34710.1737165.0016.000.20030.17510.34710.17370.17510.34710.1737170.0016.000.20030.17510.34710.17370.17510.34710.1737注：（1）“筒壁面積A1”為筒壁實際毛截面面積。（2）A2、I、W、An、In、Wn均為扣除腐蝕裕度后的結果。5、筒體溫度計算5.1 假定初始溫度

20、溫度計算采用如下計算方法, 首先根據(jù)經(jīng)驗公式假設各材料的溫度T:筒身各層厚度分別為t1、t2總厚度t = t1 + t2計算點坐標為x, 所以可得: 0點: x = t1點: x = t22點: x =0 則可按下式計算各點的初步溫度5.2 各點溫度計算以上步假定的溫度代入煙囪規(guī)范P36公式5.6.4求出各點的溫度, 如果求出的各點溫度與假定溫度誤差超過5%, 則以本次求出的溫度作為假定溫度值, 繼續(xù)代入公式5.6.4中求解, 直到二者誤差小于5%為止(一般兩次就能滿足要求)。當驗算截面位于襯里起始高度以下時, 驗算夏季溫度時, 取煙氣溫度為夏季極端最高溫度+10；驗算冬季溫度時, 取煙氣溫度

21、為10式中: Tcj - 計算點受熱溫度() Tg - 煙氣溫度() Ta - 空氣溫度() Rtot -隔熱層、筒壁等總熱阻(m2K/W) Ri - 第i層熱阻(m2K/W) Rin - 隔熱層內(nèi)表面的熱阻(m2K/W)計算內(nèi)襯、隔熱層和筒壁等各點受熱溫度時, 內(nèi)襯、隔熱層和筒壁等的總熱阻按下式計算:式中: d0 - 隔熱層內(nèi)直徑(m) d1 - 筒壁內(nèi)直徑(m) d2 - 筒壁外直徑(m)5.3 夏、冬季計算溫度匯總表（當溫度大于80時即表示為溫度結果不滿足，但仍可繼續(xù)計算）標高(m)T0()T1()T2()驗算結果66.00-60.0078.0547.6344.76滿足55.0078.0

22、547.6344.76滿足50.0078.0547.6344.76滿足45.0078.0547.6344.76滿足40.0078.0547.6344.76滿足35.0078.1749.1044.63滿足30.0078.2049.1844.68滿足23.0078.2049.1844.68滿足21.0078.2049.1844.68滿足20.0078.2049.1844.68滿足19.0078.2049.1844.68滿足17.0078.2049.1844.68滿足15.0078.2049.1844.68滿足12.5078.2049.1844.68滿足10.0078.2049.1844.68滿足5

23、.0078.2049.1844.68滿足0.0078.2049.1844.68滿足冬季計算溫度匯總表標高(m)T0()T1()T2()66.00-60.0075.10-1.51-8.7455.0075.10-1.51-8.7450.0075.10-1.51-8.7445.0075.10-1.51-8.7440.0075.10-1.51-8.7435.0075.412.31-8.9330.0075.462.47-8.8623.0075.462.47-8.8621.0075.462.47-8.8620.0075.462.47-8.8619.0075.462.47-8.8617.0075.462.4

24、7-8.8615.0075.462.47-8.8612.5075.462.47-8.8610.0075.462.47-8.865.0075.462.47-8.860.0075.462.47-8.864材料力學參數(shù)根據(jù)煙囪規(guī)范4.3.6規(guī)定，Q235、Q345、Q390和Q420鋼材及其焊縫在溫度作用下的強度設計值，應按下列公式計算：根據(jù)煙囪規(guī)范4.3.7規(guī)定，鋼材在溫度作用下的彈性模量應折減，并應按下式計算：其中bd按煙囪規(guī)范P25表4.3.7查表計算夏季溫度作用下材料設計值標高(m)gsftfytbdEt(×105)66.00-60.000.97207.73227.061.002.

25、0655.000.97207.73227.061.002.0650.000.97207.73227.061.002.0645.000.97207.73227.061.002.0640.000.97207.73227.061.002.0635.000.97207.73227.061.002.0630.000.97207.73227.061.002.0623.000.97207.73227.061.002.0621.000.97207.73227.061.002.0620.000.97207.73227.061.002.0619.000.97207.73227.061.002.0617.000.9

26、7207.73227.061.002.0615.000.97207.73227.061.002.0612.500.97207.73227.061.002.0610.000.97207.73227.061.002.065.000.97207.73227.061.002.060.000.97207.73227.061.002.06注: 強度值和彈性模量的單位均為N/mm26、動力特征計算煙囪可以簡化成具有多個集中質量的多質點振動體系, 其連續(xù)漸變截面用分段變截面代替, 求解特征方程, 即可得到前5個振型的動力特征值。等效質點計算結果質點編號標高(m)截面慣性矩I(m4)截面剛度B(×10

27、7kN·m2)等效質點重量(kN)166.000.02470.508548260.000.02470.508587355.000.02470.508579450.000.02470.508592545.000.02470.508591640.000.07601.565692735.000.21994.5295124830.000.34717.1510180923.000.34717.15101431021.000.34717.1510521120.000.34717.1510331219.000.34717.1510481317.000.34717.1510671415.000.34

28、717.1510741512.500.34717.1510811610.000.34717.1510118175.000.34717.1510157180.00-79前五階振型相對位移計算結果標高(m)第一振型(相對值)第二振型(相對值)第三振型(相對值)第四振型(相對值)第五振型(相對值)66.001.00001.00001.00001.00001.000060.000.81640.47140.0061-0.3609-0.817655.000.66700.0642-0.5685-0.7628-0.568650.000.5267-0.2688-0.7258-0.31010.641245.000

29、.4040-0.4830-0.46850.46810.898340.000.3097-0.5451-0.05230.7437-0.017735.000.2411-0.49840.23790.4462-0.577330.000.1841-0.41780.38530.0361-0.489723.000.1148-0.28990.4374-0.41300.054321.000.0973-0.25270.4231-0.48530.210420.000.0890-0.23430.4113-0.50940.279419.000.0810-0.21600.3967-0.52510.340417.000.06

30、59-0.18040.3595-0.53170.433515.000.0521-0.14630.3136-0.50710.482212.500.0369-0.10670.2480-0.43820.477410.000.0241-0.07160.1785-0.33830.40625.000.0063-0.01960.0547-0.11470.15630.0000000前五階自振周期分別為:T1 = 1.4146sT2 = 0.4430sT3 = 0.1523sT4 = 0.0855sT5 = 0.0516s7、風荷載計算1順風向風壓w0 = 0.35kN/m2時風荷載系數(shù)計算(1)風壓高度變化系

31、數(shù)因地面粗糙度為B類, 查荷載規(guī)范P31表8.2.1可得到mz(2)風載體型系數(shù)ms設置破風圈后，煙囪自上而下1/3高度范圍內(nèi)ms = 1.2 ，其他位置ms = 0.70(3)風振系數(shù)bz根據(jù)荷載規(guī)范8.4.3可得(4)x1 = 35.8476(5)脈動風荷載豎直方向的相關系數(shù)rzrz = 0.7722(6)風荷載標準值計算wk = bzmsmzw0順風向風壓時風荷載計算結果標高(m)RomzqBqvz/HRj1(z)Bzbzwk66.0010001.75800.501.751.001.55101.00000.87182.12611.5760.0010001.71000.501.750.91

32、1.55100.85450.76591.98941.4355.0010001.66500.501.750.831.55100.73000.67191.86801.3150.0010001.62000.501.750.761.55100.61350.58041.74971.1945.0010001.57000.501.750.681.55100.50450.49251.63621.0840.0010001.52000.501.750.611.55100.39850.40181.51900.5735.0015001.45500.751.750.531.55100.30980.48961.63240

33、.5830.0020001.39001.001.750.451.55100.22950.50621.65390.5623.0020001.27801.001.750.351.55100.13640.32711.42250.4521.0020001.24601.001.750.321.55100.11360.27951.36110.4220.0020001.23001.001.750.301.55100.10230.25491.32920.4019.0020001.21001.001.750.291.55100.09330.23641.30540.3917.0020001.17001.001.7

34、50.261.55100.07670.20081.25950.3615.0020001.13001.001.750.231.55100.06000.16281.21020.3412.5020001.06501.001.750.191.55100.04130.11881.15350.3010.0020001.00001.001.750.151.55100.02800.08591.11100.275.0020001.00001.001.750.081.55100.01000.03071.03960.250.0020001.00001.001.750.001.55100.01000.03071.03

35、960.25注：R0筒身截面外半徑（mm）2橫向風振判斷已經(jīng)設立破風圈，不考慮橫風向作用3風彎矩標準值計算風荷載及風彎矩標準值計算結果標高(m)RahiwcpQiMwk66.00-60.001000.006.001.5021.596555.001000.005.001.3716.4121450.001000.005.001.2514.9844145.001000.005.001.1313.6274040.001000.005.000.828.22109435.001250.005.000.577.17148630.001750.005.000.5710.02192123.002000.007.

36、000.5014.12261421.002000.002.000.433.44283020.002000.001.000.411.63294019.002000.001.000.391.58305217.002000.002.000.372.99328115.002000.002.000.352.78351512.502000.002.500.323.18381610.002000.002.500.292.8741245.002000.005.000.265.2747600.002000.005.000.255.095422注: 1、wcp表示均布風荷載平均值, wcp = (wi + wi-

37、1) / 2 , 單位為kN/m22、Qi表示作用于每一節(jié)中心處的集中風荷載, Qi = 2Rahiwcp, 單位為kN3、Mi = (Qihi), 單位為kN.m4、Ra筒身上下截面平均外半徑（mm）8、考慮瞬時極端最大風速時的風荷載計算（只計算順風向風壓）瞬時極端最大風速時只計算順風向風壓1順風向風壓時風荷載系數(shù)計算(1)瞬時極端最大風速對應的風壓計算根據(jù)荷載規(guī)范第E.2.4條w = rv2/2，w = 1.56kN/m2(2)風壓高度變化系數(shù)因地面粗糙度為B類, 查荷載規(guī)范P31表8.2.1可得到mz(3)風載體型系數(shù)ms設置破風圈后，煙囪自上而下1/3高度范圍內(nèi)ms = 1.2 ，其他

38、位置ms = 0.70(4)風振系數(shù)bz根據(jù)荷載規(guī)范8.4.3可得(5)x1 = 16.9662(6)脈動風荷載豎直方向的相關系數(shù)rzrz = 0.7722(7)風荷載標準值計算wk = bzmsmzw0順風向風壓時風荷載計算結果標高(m)RomzqBqvz/HRj1(z)Bzbzwk66.0010001.75800.501.751.001.98661.00000.87182.35727.7760.0010001.71000.501.750.911.98660.85450.76592.19247.0355.0010001.66500.501.750.831.98660.73000.67192.

39、04616.3950.0010001.62000.501.750.761.98660.61350.58041.90365.7845.0010001.57000.501.750.681.98660.50450.49251.76685.2040.0010001.52000.501.750.611.98660.39850.40181.62552.7035.0015001.45500.751.750.531.98660.30980.48961.76222.8030.0020001.39001.001.750.451.98660.22950.50621.78812.7223.0020001.27801.

40、001.750.351.98660.13640.32711.50922.1121.0020001.24601.001.750.321.98660.11360.27951.43521.9620.0020001.23001.001.750.301.98660.10230.25491.39681.8819.0020001.21001.001.750.291.98660.09330.23641.36811.8117.0020001.17001.001.750.261.98660.07670.20081.31271.6815.0020001.13001.001.750.231.98660.06000.1

41、6281.25341.5512.5020001.06501.001.750.191.98660.04130.11881.18501.3810.0020001.00001.001.750.151.98660.02800.08591.13381.245.0020001.00001.001.750.081.98660.01000.03071.04771.150.0020001.00001.001.750.001.98660.01000.03071.04771.152風彎矩標準值計算風荷載及風彎矩標準值計算結果標高(m)RahiwcpQiMwk66.00-60.001000.006.007.40106

42、.5632055.001000.005.006.7180.50105450.001000.005.006.0873.02217245.001000.005.005.4965.90363740.001000.005.003.9539.52536535.001250.005.002.7534.42727930.001750.005.002.7648.32939923.002000.007.002.4167.591277321.002000.002.002.0316.261382120.002000.001.001.927.671435719.002000.001.001.847.381490117

43、.002000.002.001.7513.961600915.002000.002.001.6112.921714412.502000.002.501.4614.651859710.002000.002.501.3113.10200855.002000.005.001.1923.86231540.002000.005.001.1522.9226339注: 1、wcp表示均布風荷載平均值, wcp = (wi + wi-1) / 2 , 單位為kN/m22、Qi表示作用于每一節(jié)中心處的集中風荷載, Qi = 2Rahiwcp, 單位為kN3、Mi = (Qihi), 單位為kN.m4、Ra筒身上

44、下截面平均外半徑（mm）9、地震作用及內(nèi)力計算抗震設防烈度為7度(0.10g), 建筑場地為類, 可不考慮豎向地震作用。水平地震作用采用振型分解反應譜法, 不考慮扭轉耦聯(lián)作用。1水平地震作用計算(1)水平地震影響系數(shù)最大值因抗震設防烈度為7度(0.10g), 故多遇地震作用下水平地震影響系數(shù)最大值為0.08(2)特征周期因設計地震分組為第一組, 建筑場地土為類, 故特征周期Tg = 0.35s(3)各振型參與系數(shù)根據(jù)煙囪規(guī)范P32第5.5.4條規(guī)定, 計算煙囪水平地震作用時考慮前5個振型根據(jù)抗震規(guī)范P36公式5.2.2-2可得:式中: Xji- j振型i質點的水平相對位移 gj - j振型的參

45、與系數(shù)計算結果見下表:振型參與系數(shù)的參數(shù)-質點重量與振型位移的乘積(kN)標高(m)第一振型第二振型第三振型第四振型第五振型66.0047.6147.6147.6147.6147.6160.0071.2641.140.53-31.50-71.3655.0052.925.10-45.11-60.53-45.1250.0048.61-24.81-66.99-28.6259.1945.0036.75-43.94-42.6242.5881.7240.0028.52-50.19-4.8268.48-1.6335.0029.99-61.9929.5955.50-71.8030.0033.12-75.186

46、9.346.50-88.1223.0016.37-41.3362.37-58.897.7521.005.02-13.0421.84-25.0510.8620.002.96-7.7913.68-16.949.2919.003.90-10.4019.10-25.2816.3917.004.38-12.0023.91-35.3628.8315.003.88-10.8923.36-37.7635.9112.502.97-8.6019.98-35.3038.4610.002.84-8.4521.07-39.9347.955.000.98-3.088.61-18.0624.600.000.000.000.

47、000.000.00振型參與系數(shù)的參數(shù)-質點重量與振型位移平方的乘積(kN)標高(m)第一振型第二振型第三振型第四振型第五振型66.0047.6147.6147.6147.6147.6160.0058.1819.390.0011.3758.3555.0035.300.3325.6446.1725.6550.0025.606.6748.638.8837.9545.0014.8421.2219.9719.9373.4140.008.8327.360.2550.920.0335.007.2330.907.0424.7741.4530.006.1031.4126.720.2443.1523.001.8811.9827.2824.320.4221.000.493.3