丁二烯生產(chǎn)設(shè)備選型計算

塔設(shè)備及換熱器的構(gòu)造設(shè)計及選型浮閥塔早在20世紀50油、化學(xué)工業(yè)等行業(yè)中使用最普遍。按計算壓力計算塔體和封頭厚度塔體圓筒的計算厚度 pcD2tp

1.2220021830.851.2

8.52mm 取

n12mmnc ，封頭承受標準橢圓形封頭pDpDc2t0.5pc

1.2220021830.850.51.2

n8.50mm 取n，

12mm塔設(shè)備質(zhì)量載荷計算塔設(shè)備的操作質(zhì)量：m m m m m m m m mm 0 01 02 03 04 05 a e 〔6.1〕塔設(shè)備液壓試驗時的質(zhì)量〔這時設(shè)備質(zhì)量最大，簡稱設(shè)備最大質(zhì)量：m m m m m m m m mm max 01 02 03 04 w a e 〔6.2〕(這時設(shè)備質(zhì)量最小),簡稱設(shè)備最小質(zhì)量：m m m m 0.2m m m mm min 01 02 03 04 a e 〔6.3〕在計算m02、m04及m056.1塔設(shè)備有關(guān)部件的質(zhì)量進展估算。6.1塔設(shè)備有關(guān)部件的質(zhì)量名稱單位質(zhì)量名稱 單位質(zhì)量名稱單位質(zhì)量籠式扶梯40kg/m圓泡罩塔盤 150kg/m2篩板塔盤65kg/m2開式扶梯15～24kg/m條形泡罩塔盤 150kg/m2浮閥塔盤75kg/m2鋼制平臺150kg/m2舌形塔盤 75kg/m2塔盤填充液70kg/m28-1〕m圓筒、封頭、裙座質(zhì)量m01m1

34.465522532kg2m510.221020.4kg23m6553.062004kg31m01m1

mm

225321020.4200425556kg

〔6.4〕m23塔內(nèi)構(gòu)件質(zhì)量m2302m D2q02 4 i

N0.7852.22757521372kg

〔6.5〕m保溫層質(zhì)量m03m D2

2m03 4 Di n s i

H0 2 03=0.785×[(2.2+2×0.01+2×0.12)2-(2.2+2×0.012)2]×34.4×300+2×164=10649kgm平臺、扶梯質(zhì)量m04m s2B2D21qqH04 4

Di

i n

2 p p F=0.785×[(2.2+2×0.012+2×0.1+2×0.9)2-(2.2+2×0.012)2]×0.5×8×150+40×37=7554kgm操作時物料質(zhì)量m051800kg/m3。m =DhN

DhV205 4 i w

1 4 i2 0 1 f 1=0.785×2.22×0.175800+0.785×2.22×1.8×800+1.5459×800=29504kg附件質(zhì)量mamam

0.25m

010.25255566389kg01充水質(zhì)量mwm 2Vw 4 i 0 w fw0.785×2.22×34.4×1000+2×1.5459×1000=133791kgme各種質(zhì)量載荷匯總01020304050102030405awe0各塔段最小質(zhì)量/kg全塔操作質(zhì)量/kg全塔最小質(zhì)量/kg水壓試驗時最大質(zhì)量/kg79040041549215236152361485456608m0=m01+m02+m03+m04+m05+ma+me=105024mmin=m01+0.2m02+m03+m04+ma+me=58422mmax=m01+m02+m03+m04+mw+ma+me=209311塔段0-11-22-33-44-55-6合計塔段長度/mm10002000800090009000900038000人孔和平臺數(shù)0112228塔板數(shù)001720201875mi /kg6551310575058955895605125556mi /kg——484456995699512921372* mi /kg—134154720902090340910649mi /kg408010382475204518767554mi /kg—12371063860796079547129504mi/kg15423110921710148516646389mi/kg—129025129461744617420841133791mi/kg—14002600———4000mi/kg79037391277113431134311261556777風(fēng)載荷與風(fēng)彎矩計算風(fēng)載荷計算2-3P3(3-2)P3=K1K23q0f3l3De3×10-6(N) 〔6.7〕T 90.33H m0H 1031 ED3e90.3338000

i10337938000

10-31.9105102200390a、b式中較大者e3e3

K K34De334

s3s3s3s30psK3=400mm，d0

120mma. De3=2232+2×120+400+225=3097(mm)b. De3=2232+2×120+225+400+2×120=3337(mm)De3=3337mmP3=K1K23q0f3l3De3×10-6P3=0.7×1.224×500×1.03×8000×3337×10-6=10986(N)6.3風(fēng)壓高度變化系數(shù)fifi面高度H面高度Hit/mA B C D51.171.000.740.62101.381.000.740.62151.521.140.740.62201.631.250.840.62301.801.421.000.62401.921.561.130.73502.031.671.250.84602.121.771.350.93702.201.861.451.02802.271.951.541.11902.342.021.621.191002.402.091.701.271502.642.382.031.61注：①A～D為地面粗糙度類別。A類系指近海海面及海島、海岸、湖岸及沙漠地區(qū)；B類系指田野、鄉(xiāng)村、叢林、丘陵以及房屋比較稀疏的鄉(xiāng)鎮(zhèn)和城市郊區(qū)CD［7。②中間值可用線性內(nèi)插法求取。itABCDitABCD100.780.720.640.53200.830.790.730.65300.860.830.780.72400.870.850.820.77500.880.870.850.81600.890.880.870.84700.890.890.900.89800.890.890.900.891000.890.900.910.921500.870.890.930.97

6.4脈動影響系數(shù)νiνi注：①A～D為地面粗糙度類別。②中間值可用線性內(nèi)插法求取。

ziziit it6.5ziziit it相對高度h/m第一振型其次振型相對高度h/m第一振型其次振型0.100.02-0.090.600.46-0.590.200.06-0.300.700.59-0.320.300.14-0.530.800.790.070.400.23-0.680.900.860.520.500.34-0.711.001.001.00注中間值可用線性內(nèi)插法求取。6.6各段塔風(fēng)載荷計算結(jié)果計算段123456li/mm100020008000900090009000q0/N/m2500500500500500500K10.70.70.70.70.70.7vi 0.72ξ2.392.392.39ξ2.392.392.392.392.392.39

0.720.0375

0.730.132

0.790.376

0.830.71

0.851.001.0201.0901.2241.0201.0901.2241.5682.0062.3280.640.721.031.251.41.53fiHit/m1311202938平臺數(shù)011222K40900225400400400Dei/mm311240123337351235123512Pi/N711171010986192222754834939風(fēng)彎矩計算0-0l1 l2

l6M00

P12l1

2...P6l1l2...l52w 711100017101000200010986100020008000 2 2 9000

2 900019222100020008000 275481000200080009000 2 2 34939100020008000900090009000 2 2.224×109Nmm1-12l2 2

l3

l6M11P

P3l2 ...P6l2...l5 w 2 2 24000

9000 9000

2 34939280004500 2 2.129109Nmm2-23l3 3

l4

l6M22P

P4l3 ...P6l3l4l5 w 2 2 2109868000192228000900027548170009000 2 2

2 3493980009000900090001.755109Nmm地震彎矩計算ζ1T1=1.51s

2 =0.02，則衰減指數(shù)0.9

0.02 0.950.550.02塔的總高度H=38000mm全塔操作質(zhì)量m0=105024kgg=9.81m/s2地震影響系數(shù)1

2

0.2-

1g5T1g

maxT18級〕T13-9查得Tg0.30 1 0.0241 8 〔6.7〕0.05-1 1 1.3192 0.061.71 〔6.8〕 1 1.190.20.95-0.0241.75-50.30 0.240.06510-0截面：h=01-1截面：h=1000mm2-2截面：h=3000mmH/Di=38000/2200=17.27＞15，按以下方法計算地震［1。0-0M00E

1635

1m0gH160.0651050249.81380003511.63108Nmm1-1

M00E

1.25M00E

1.2511.6310814.54108Nmm

1m0g

10H3.514H2.5h4h3.58 0.065 105024 9.81 E 8 0.065 105024 9.81 10380003.514380002.51000410003.5175380002.511.21108Nmm2-2

E

E

1.2511.2110814.01108Nmm M2

1m0g

10H3.514H2.5h4h3.58 0.065 105024 9.81 E 8 0.065 105024 9.81 10380003.514380002.53000430003.5175380002.510.35108NmmM22E

1.25M22E

1.2510.3510812.94108Nmm偏心彎矩計算e Mmge40009.8120000.785108Ne 各種載荷引起的軸向應(yīng)力計算壓力引起的軸向拉應(yīng)力σ14pDc i1.222004pDen1 410en

66MPae

C12210mm。操作質(zhì)量引起的軸向壓應(yīng)力σ20-0m00g

m00g 1033799.810-02

0 ADsb isesAD

13.56MPa3.142200100令裙座厚度0

12mm；有效厚度 12210mm；A

D 。s1-1

es1025899.81

sb ises1-1 0

17.17MPa2 Asm 58630其中，m11103379790102589kgA0 sm準得A 58630mm2。截面2-2sm

為人孔截面的截面積，查相關(guān)標m2-2g m22g 988509.812-2 0 0 14.04MPa2 A 3.14220010iem22103379790373998850kgAD。0 ie最大彎矩引起的軸向應(yīng)力σ30-00-03

M00ZmaxZsb

23.025108 60.60MPa0.7852200210M00max

M00Mw

2.2241097.8510723.025108NmmM00

M000.25M00Mmax E w e14.311080.2522.241080.78510820.6575108NmmZ D21-1

sb 4 ises

max

22.07510879.76MPaM1-1max

3M1-1Mw

Zsm 2767700021.291087.8510722.075108Nmm

1-1Mmax E w e13.791080.2521.291080.78510819.8975108Nmm查相關(guān)標準得Zsm27677000mm32-2M22

M22

18.3351082-23

maxZ

maxD2

0.7852200210

48.26MPa4 i eM2-2max

M2-2M17.551080.78510818.335108NmmeweM2-2

M2-20.25M2-2Mmax E w e12.741080.2517.551080.78510817.9125108NmmZ D24 i e塔體和裙座危急截面的強度與穩(wěn)定校核最大組合軸向拉應(yīng)力校核2-2[σ]t=183MPa;?=0.85;K=1.2；K[σ]t?=1.2×183×0.85=186.7MPa。222222

6614.0448.26100.22MPamax 1 2 3

22max

1022MPKt187MPa塔體與裙座的穩(wěn)定校核2-2塔體2-2截面上的最大組合軸向壓應(yīng)力222222

14.0448.2662.3MPamax 2 322max

miK,Ktmi138,219.13MPaerer

A0.094

0.094

110010110010Ri e3-1得〔Q345R，200℃〕B105MPaRi e

113MPa,K=1.2。6.7各危急截面強度與穩(wěn)定校核匯總計算危急截面工程塔體與裙座有效厚度δ，δ/mm

0-014

1-114

2-214e es截面以上的操作質(zhì)量m0i-i/kg計算截面積Ai-i/mm2計算截面的抗彎截面系數(shù)Zi-i/mm3max最大彎矩M i-i/(N·mm)max最大允許軸向拉應(yīng)力K[σ]t /MPa

10823696712531916003.121×109173.4

10738758630276770002.055×109—

1022051.196×10-3531916001.900×109—最大允許軸向壓應(yīng)力KB95.792.2120.7/MPaK[σ]t112.8112.8200.4計算壓力引起的軸向拉應(yīng)力0

0 88σ/MPa110.9917.9710.9917.9710.3758.6774.2535.72——113.3569.66101.1646.09σi-i/MPa2最大彎矩引起的軸向應(yīng)力σi-i/MPa3最大組合軸向拉應(yīng)力maxσi-i/MPamax最大組合軸向壓應(yīng)力maxσi-i/MPamax強度 —

σ2-2＜K[σ]t?滿max—max足要求強度與穩(wěn)定校核

σ0-0＜max

σ1-1＜max

σ2-2＜max穩(wěn)定性

[σ]cr=min{KB，K[σ]t}滿足要求

[σ]cr=min{KB，K[σ]t}滿足要求

[σ]cr=min{KB，K[σ]t}滿足要求水壓試驗和應(yīng)力校核水壓試驗時各種載荷引起的應(yīng)力試驗壓力和液柱靜壓力引起的環(huán)向應(yīng)力=γH≈1000×38=0.38〔MPa〕試驗壓力引起的軸向拉應(yīng)力最大質(zhì)量引起的軸向壓應(yīng)力彎矩引起的軸向應(yīng)力水壓試驗時應(yīng)力校核筒體環(huán)向應(yīng)力校核0.9ReL?=0.9×345×0.85=263.9(MPa)σT=208.75MPa<0.9ReL?=263.9MPa滿足要求。最大組合軸向拉應(yīng)力校核0.9ReL?=0.9×345×0.85=263.9(MPa)=61.34MPa<0.9ReL?=263.9MPa滿足要求。最大組合軸向壓應(yīng)力校核max cr MPa＜[σ]=min{KB，0.9σ}=min{144，max cr 根底環(huán)設(shè)計根底環(huán)尺寸取 Dib=Dis-300=2200-300=1900(mm)3-3所示。3-3根底環(huán)的應(yīng)力校核其中，Ab=π/4(Dob2-Dib2)=0.785×(25002-19002)=2072400(mm2)753-9查得其許Ra=3.5MPa，滿足要求。3-9Ra混凝土標號 75 100 150 200 250Ra/MPa 3.5 5.0 7.5 10.0 13.0根底環(huán)的厚度根底環(huán)材質(zhì)選用Q245A(GB713)[σ]b=140MPa；C=3mmb=1/2[Dob-(Dis+2δes)]=1/2×[2500-(2200+2×14)]=164(mm)6.10查得：My=0.0992σbmaxl2=-0.0992×2.766×1602=7024.3(N·mm)。根底環(huán)厚度：圓整得b21mm。

b/lMx(x=b)(y=0)b/lMx(x=b)(y=0)My(x=0)(y=0)b/lMx(x=b)(y=0)My(x=0)(y=0)0-0.5000σbmaxb201.6-0.0485σ b2bmax0.1260σ l2bmax0.1-0.5000σbmaxb20.000002σbmaxl21.7-0.0430σ b2bmax0.1270σ l2bmax0.2-0.4900σbmaxb20.0006σ l2bmax1.8-0.0384σ b2bmax0.1290σ l2bmax0.3-0.4400σbmaxb20.0051σ l2bmax1.9-0.0345σ b2bmax0.1300σ l2bmax0.4-0.3850σbmaxb20.0151σ l2bmax2.0-0.0312σ b2bmax0.1300σ l2bmax0.5-0.3190σbmaxb20.0293σ l2bmax2.1-0.0283σ b2bmax0.1310σ l2bmax0.6-0.2600σbmaxb20.0453σ l2bmax2.2-0.0258σ b2bmax0.1320σ l2bmax0.7-0.2120σbmaxb20.0610σ l2bmax2.3-0.0236σ b2bmax0.1320σ l2bmax0.8-0.1730σbmaxb20.0751σ l2bmax2.4-0.0217σ b2bmax0.1320σ l2bmax0.9-0.1420σbmaxb20.0872σ l2bmax2.5-0.0200σ b2bmax0.1330σ l2bmax1.0-0.1180σbmaxb20.0972σ l2bmax2.6-0.0185σ b2bmax0.1330σ l2bmax1.1-0.0995σbmaxb20.1050σ l2bmax2.7-0.0171σ b2bmax0.1330σ l2bmax1.2-0.0846σbmaxb20.1120σ l2bmax2.8-0.0159σ b2bmax0.1330σ l2bmax1.3-0.0726σbmaxb20.1160σ l2bmax2.9-0.0149σ b2bmax0.1330σ l2bmax1.4-0.0629σbmaxb20.1200σ l2bmax3.0