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储罐浮盘(双盘)计算书 |
项目号 ITEM NO. |
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CALCULATION SHEET OF FLOATING ROOF
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文件号 DOC. NO. |
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本计算书是参照《球罐和大型储罐》编制。 |
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输入数据 Input Data |
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储罐直径D
Tank ID |
= |
80 |
m |
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D1 |
= |
79.5 |
m |
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D2 |
= |
70 |
m |
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D3 |
= |
60.5 |
m |
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b1 |
= |
0.85 |
m |
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b2 |
= |
0.9 |
m |
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b3 |
= |
0.95 |
m |
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t1 |
= |
0.005 |
m |
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t2 |
= |
0.006 |
m |
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t |
= |
0.007 |
m |
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浮船边缘环舱个数The NO. of compartment in first ring Pontoon |
m= |
42 |
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浮顶质量 The weight of floating roof |
Q= |
585000 |
kg |
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储液密度(ρ<7X10-4kg/cm3采用实际值)
The density of liquid for buoyancy calculation(If ρ<7X10-4Kg/cm3, ρ1 shall use actual value ) |
ρ= |
700.00 |
kg/m3 |
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储液实际密度The actual density of storage liquid |
ρmax= |
850.00 |
kg/m3 |
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最大降雨量(外浮顶取0.25m，内浮顶取0m)
The max.rian fall(FR is 0.25m, internal FR is 0m.) |
h0= |
0.25 |
m |
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雨水密度The density of rain water |
ρ0= |
1000.00 |
kg/m3 |
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环形舱底板角度The angle of pontoon bottom plate |
a= |
0.075 |
° |
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重力加速度Acceleration of gravity |
g= |
9.8 |
m/s2 |
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单盘材料弹性模量The elasticity modulus of deck plate |
E= |
2100000 |
kg/cm2 |
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浮盘屈服强度The yeild stress of pontoon material |
σs= |
2.06E+03 |
kg/cm2 |
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浮盘许用应力The allowance stress of pontoon material |
[σ]= |
1.37E+08 |
Pa |
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泊松比Poisson ratio |
μ= |
0.30 |
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浮盘密度The density of steel |
ρs= |
7850.00 |
kg/cm3 |
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设计计算 Calculation |
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| 1） |
当浮顶有h0m雨水时抗沉性计算buoyancy check for h0m of rian fall |
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雨水的质量 The weight of rain fall |
G=πD2h0ρ0/4= |
1256637.06 |
kg |
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浮顶沉入储液的深度The sinking depth of pontoon on calculation liquid |
Th0=4(Q+G)/πD12ρ= |
0.5300 |
m |
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b3 |
≥ |
1.3Th0= |
0.6890 |
m |
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外边缘板高度合格,it is OK for outer plate of phntoon. |
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| 2） |
两个相邻边舱泄露时When two adjacent compartments are broken at the same time |
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τ= |
D2/D1= |
0.8805 |
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每个环舱所对应的中心角The central angle of each compartment |
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φ= |
360/m= |
8.57 |
° |
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0.1832 |
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环形浮舱漂在储液上浮舱的浸液深度The sinking depth of pontoon in the calcuted liquid |
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T0=4Q/πD12ρ= |
0.1684 |
m |
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环舱总下沉深度（当底板倾角α＝0时）The total sinking depth of pontoon (when inclination angle α=0) |
T=T0/(1-α)= |
0.206 |
m |
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环舱底板倾角α≠0引起的沉没增加量
The additional sinking depth caused by inclination angle α≠0 |
T0a=D1tanα/6 |
0.0173 |
m |
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校核下沉深度:下沉深度小于边缘板的高度，且留有一定的安全裕量△=5～10cm，△最小不小于5cm。Check the sinking depth: The sinking depth less than the plate height, and have safty allowance △=5～10cm，The minimum of △ can't less than 5cm. |
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外边缘板的下沉深度 The sinking depth of outer plate |
[b2]1=T+T0α+△= |
0.27 |
m |
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b2 |
≥ |
[b2]1 |
外边缘板高度合格,it is OK for outer plate height. |
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| 3） |
一个边缘舱和一个相邻的环舱漏损时When a outer compartment and adjacent ring pontoon are broken at the same time |
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R1= |
D1/2= |
39.7500 |
m |
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R2= |
D2/2= |
35.0000 |
m |
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R3= |
D3/2= |
30.2500 |
m |
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环形浮舱漂在储液上浮舱的浸液深度
The sinking depth of pontoon in the calculated liquid |
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T0= |
4Q/πD12ρ= |
0.1684 |
m |
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0.041 |
m |
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0.00665593 |
0.04417 |
0.051 |
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一个边缘舱泄露时总的下沉深度The sinking depth caused by one punctured pontoon compartment |
T'=T0/(1-α)= |
0.1774 |
m |
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环舱总下沉深度（当底板倾角α＝0时）The total sinking depth of pontoon (when inclination angle α=0) |
T=T'+T1= |
0.2185 |
m |
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环舱底板倾角α≠0引起的沉没增加量
The additional sinking depth caused by inclination angle α≠0 |
T0a=D1tanα/6= |
0.0173 |
m |
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校核下沉深度:下沉深度小于边缘板b1的高度，且留有一定的安全裕量△=5～10cm，△最小不小于5cm。Check the sinking depth: The sinking depth less than the plate b1 height, and have safty allowance △=5～10cm，The minimum of △ can't less than 5cm. |
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外边缘板的下沉深度 The sinking depth of outer plate |
[b1]2=T+T0α+△= |
0.286 |
cm |
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b1 |
≥ |
[b1]2 |
外边缘板高度合格,it is OK for outer plate height. |
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| 4） |
浮顶顶板,底板计算厚度 Top plate and bottom plate strength calculation |
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顶板及其附件重量The weight of top plate and attachments |
Q1= |
300000 |
kg |
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292500 |
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底板及其附件重量The weight of bottom plate and attachments |
Q2= |
250000 |
kg |
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加强肋的短边长The length of short side of ribs |
a= |
1.5 |
m |
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加强肋的长边长The length of long side of ribs |
b= |
1.5900 |
m |
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浮顶雨水最深处的水深Max. depth of rain fall on roof |
h1= |
0.5900 |
m |
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h0m雨载及浮顶自重引起的下沉深度The sinking depth caused by h0 m rain and weight of floating roof |
h2=Th0+T0a |
0.5474 |
m |
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0.5300 |
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顶板及附件的等效载荷The equivalent load caused by top plate&attachment |
qt=4Q1g/πD12= |
592.2747 |
Pa |
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顶板上单位面积计算载荷 The load per unit area on the top plate |
q1=ρ0gh1+qt= |
6374.2747 |
Pa |
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底板上单位面积计算载荷 The load per unit area on the bottom plate |
q2=ρgh2-ρsgt2= |
3293.2516 |
Pa |
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查表5-12，Check the table 5-12 |
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a/b |
Bx0 |
By0 |
λx |
λy |
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0.9434 |
0.0201 |
0.0171 |
-0.0555 |
-0.0530 |
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浮顶顶板The top plate of pontoon |
浮顶底板The bottom plate of pontoon |
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Bx=Bx0+μBy0= |
0.025236 |
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By=By0+μBx0= |
0.02313868 |
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Mx1=Bxq1a2= |
361.93823 |
N.m |
Mx2=Bxq2a2= |
186.994396 |
N.m |
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My1=Byq1a2= |
331.85767 |
N.m |
My2=Byq2a2= |
171.453356 |
N.m |
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Mx1'=λxq1a2= |
-796.0146 |
N.m |
Mx2'=λxq2a2= |
-411.25877 |
N.m |
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My1'=λyq1a2= |
-759.7264 |
N.m |
My2'=λyq2a2= |
-392.51054 |
N.m |
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Mmax1=max(Mx1,My1,Mx1',My1')= |
796.01462 |
N.m |
Mmax2=max(Mx2,My2,Mx2',My2')= |
411.258769 |
N.m |
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[t1]=sqrt(6Mmax1/[σ])= |
0.0059044 |
m |
[t2]=sqrt(6Mmax2/[σ])= |
0.00424398 |
m |
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t1
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< |
[t1] |
顶板厚度不合格,The top plate thickness is NOT OK. |
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t2
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≥ |
[t2] |
底板厚度合格,The bottom plate thickness is OK. |
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| 5） |
加强梁计算The calculation of ribs |
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顶板加强梁的抗弯模量The area of ribs for top plate of roof |
W1= |
6.83E-06 |
m2 |
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加强肋的面积 |
At= |
1 |
m2 |
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底板加强梁的抗弯模量Flexural Modulus of ribs for bottom plate of roof |
W2= |
9.9200E-06 |
m3 |
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加强肋的面积 |
At= |
1 |
m2 |
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加强梁的长度The length of ribs |
c= |
1.5900 |
m |
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加强梁许用应力Allowance stress of ribs |
[σ]= |
1.3700E+08 |
Pa |
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加强肋形心的与顶板距离 |
d1= |
0.0500 |
m |
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顶板梁The ribs on the top plate |
底板梁The ribs on the bottom plate |
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加强肋形心的与底板距离 |
d2= |
0.0500 |
m |
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q1'=q1a= |
9561.4121 |
N/m |
q2'=q2a= |
4939.87734 |
N/m |
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M1=q1'c2/12= |
2014.3505 |
N.m |
M2=q2'c2/12= |
1040.70866 |
N.m |
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σ1=M1/W1= |
2.95E+08 |
Pa |
σ2=M2/W2= |
1.05E+08 |
Pa |
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有效宽度W1=min(40t1,a)= |
0.2 |
m |
有效宽度W2=min(40t2,a)= |
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σ1 |
> |
[σ] |
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σ2 |
≤ |
[σ] |
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y1=(t12w1/2+At(t1+d1))/(t1w1+At)= |
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加强梁抗弯强度不合格,The ribs are NOT SAFE! |
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0.0549476 |
m |
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| 6) |
浮顶支柱 Check floating roof supportleg |
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m4 |
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无缝钢管Seamless pipe |
支柱的外径The support diameter |
do= |
114.3 |
mm |
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支撑的个数 The NO. of supports |
ns= |
30 |
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支柱的壁厚(扣除腐蚀余量) The support thickness(without CA) |
ts= |
8.8 |
mm |
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支撑附加均布载荷 The additional uniform load of support |
ps= |
1200 |
Pa |
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支柱的最大高度 The max. height of support leg |
ls= |
3600 |
mm |
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每个支撑均布载荷The average
load for each support |
Fs=(Qg+лD2ps/4)/ns= |
392161.93 |
N |
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单个支柱最大的载荷The max. load of support leg |
Fs= |
3.90E+05 |
N |
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支柱屈服强度The yeild stress of support leg |
fy= |
235.00 |
MPa |
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支柱抗压强度 The compressive stress of support leg |
f= |
215.00 |
MPa |
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单根支柱金属面积
The area of support leg |
A=л(do-ts)ts= |
2916.7 |
mm2 |
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支柱内径Inside diameter of support |
di=do-2ts |
96.70 |
mm |
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支柱的弹性模量The elasticity modulus of support leg |
Es= |
2.06E+05 |
MPa |
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两端铰支Length coefficient |
μ= |
1.00 |
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a |
1 |
2 |
1 |
无缝钢管Seamless pipe |
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回转半径Radius of gyration |
i=sqrt(do2+di2)/4= |
37.43 |
mm |
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a1 |
0.41 |
0.65 |
0.41 |
焊接钢管Weld pipe |
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长细比Slenderness ratio |
λ=μl/i= |
96.18 |
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a2 |
0.986 |
0.965 |
0.986 |
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λ√(fy/235)= |
96.18 |
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a3 |
0.152 |
0.3 |
0.152 |
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查GB50017表C-1得 Check the table C-1 of GB50017： |
φ= |
0.667 |
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1.03E+00 |
0.562 |
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FS/φA= |
200.47 |
MPa, ≤ |
215.00 |
=f |
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0.667 |
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立柱支撑合格，The support leg is OK! |
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分隔线，下面部分不打印 |
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| 7） |
浮顶腹板计算The calculation of web plate |
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腹板的高度 |
h1=b3= |
0.95 |
m |
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浮顶的高度 |
h= |
0.683 |
m |
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腹板梁承载面积
The load area of web plate |
A=π(D12-D22)/4m= |
26.5586 |
m2 |
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单位面积最大计算载The max load per unit area on the pontoon |
qmax'=max(q1,q2) |
6374.2747 |
Pa |
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腹板梁上的受力The force on the web plate |
F=qmax'A= |
169291.9 |
N |
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腹板长度The length of web plate |
l=(D1-D2)/2= |
4.7500 |
m |
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腹板梁上均布载荷The uniform load on the web plate |
q=F/l= |
35640.4 |
N/m |
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由腹板、浮顶顶板和底板组合的梁截面
The beam section compound by web plate, top plate and bottom plate of pontoon |
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t1 |
= |
0.005 |
m |
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t2 |
= |
0.006 |
m |
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0.00018 |
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t |
= |
0.007 |
m |
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0.00023 |
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l1=40t1 |
= |
0.2 |
m |
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0.00033 |
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l2=40t2 |
= |
0.24 |
m |
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h |
= |
0.683 |
m |
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Ix=t(h-t1-t2)3/12+l1t13/12+(h-t1)2l1t1/2+l2t23/12+(h-t2)2l2t2/2= |
7.3687E-04 |
m4 |
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抗弯模量Section modulus |
Wx=Ix/(h/2)= |
2.1577E-03 |
m3 |
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最大计算弯矩 The max. moment |
Mmax=ql2/24= |
3.3506E+04 |
N.m |
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梁的弯曲正应力The bending stress of beam |
σ=Mmax/Wx= |
1.5528E+07 |
Pa |
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σ |
<= |
[σ] |
腹板应力合格,It is OK! |
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腹板梁上的最大剪应力The max. shear force on the beam |
Q=F/2= |
84645.9473 |
N |
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剪切应力 The shear stress of beam |
τ=Q/ht= |
17704653.3 |
Pa |
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τ |
<= |
0.6[σ] |
肋板剪应力合格,It is OK! |
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| 8） |
浮顶腹板局部稳定性计算The local stability calculation of web plate |
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(1). 当h1/t<=80, 不必计算肋板的局部稳定性。
When h1/t<=80, no need to calculate the local stability |
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It is OK 1! |
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(2).当80<h1/t<=120 |
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b/a |
= |
1.06 |
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a/t |
= |
214.28571 |
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局部稳定系数Local stability coefficient (check table 5-13) |
K2= |
0.8440 |
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剪应力Shear stress |
τ=Q/h1t= |
12728713.9 |
Pa |
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σ1=τ/0.67K2= |
22509574 |
Pa |
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σ1 |
<= |
[σ] |
It is OK 2! |
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注：加强杆的距离不大于2h Note: Strengthen the distance of the rod is not greater than 2h |
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(3).当120<h1/t |
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h1/t= |
135.714286 |
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局部稳定系数Local stability coefficient (check table 5-14) |
K1= |
1.1771 |
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σ2=Mmax/W*h1/h= |
2.1598E+07 |
Pa |
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 |
2.3751E+07 |
Pa |
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2.4550E+07 |
Pa |
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max(σ3，σ4) |
<= |
[σ] |
It is OK 3! |
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注：加强杆的距离不大于2h Note: Strengthen the distance of the rod is not greater than 2h |
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结论Conclusion： |
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It is OK 1! |
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(1). 当h1/t<=80, 不必计算肋板的局部稳定性。
When h1/t<=80, no need to calculate the local stability |
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