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储罐地震计算 |
项目号 ITEM NO. |
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Seismic Design of Storage Tanks
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文件号 DOC. NO. |
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注： |
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本计算书是参照GB50761-2018,第10章编制的。 |
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1.黄色的背景是需要输入的项，蓝色字体为结果。如果出现红色文字，则说明计算不通过。 |
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This calculation sheet is prepared referring to GB50761-2018 Para.10. |
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2. 参考标准GB50761-2018. |
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3.有效厚度应除去腐蚀余量和钢板负偏差 |
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输入数据 Input Data |
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4.18列的储罐质量为“罐壁及其支撑的固定罐顶重量，包含保温，梯子和管口附件等,不含罐底板和储液” |
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储罐类型 Type of Tank |
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固定顶 |
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5.建议校核完后检查晃动波高加液位高度小于储罐高度 |
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储罐内径 Inside diameter of Tank |
D= |
37000 |
mm |
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Hw+hv= |
19261.4270 |
≤ |
20000 |
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储罐壁高度 Height of Tank |
H= |
20000 |
mm |
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6.如果静压设计的壁厚在抗震计算不能通过，那么对最底层罐壁进行多大的增加，其余层罐壁也应在静压 |
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储罐液位高度 Maximum design height of liquid |
Hw= |
17900 |
mm |
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计算的基础上以同样比例增加，否则应进行逐层罐壁的抗震校核。（hold待讨论） |
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储罐液体密度 Density of liquid |
ρ= |
1000 |
kg/m3 |
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设计温度下罐壁底部钢材弹性模量 Modulus of Elasticity of bottom shell at design temperature |
Et= |
206000 |
Mpa |
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底层罐壁的有效厚度(扣除厚度附加量)
Effective thickness of bottom shell |
δe1= |
20.7 |
mm |
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罐壁距离底板1/3处的有效厚度(扣除厚度附加量)
Effective thickness of 1/3 H shell |
δ1/3= |
17.7 |
mm |
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储罐质量(除罐底) Weight of tank (except bottom plate)
(注:罐壁及其支撑的固定罐顶重量,包含保温,梯子和管口等,不含罐底板和储液) |
mo= |
300000 |
kg |
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罐底环形边缘板的有效厚度Effective thickness of annular plate |
δeb= |
19.7 |
mm |
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罐底环形边缘板材料的屈服强度Yeild stress of annular plate |
Rel= |
490 |
MPa |
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设备重要度类别Equipment Importance class |
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第二类 |
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设计地震分组 Design group of seismic |
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第三组 |
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场地类别 Site ground category |
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Ⅲ |
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设防烈度及设计基本地震加速度 Seismic intensity and the design base seismic acceleration |
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7，0.15g |
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地震影响Seismic effect |
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设防地震 |
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重要度系数Importance factor |
η= |
1 |
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储罐阻尼比Tank damping ratio |
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0.05 |
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储液晃动时阻尼比Damping ratio of sloshing liquid |
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0.005 |
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设计计算 Checking strength |
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自振周期natural vibration period |
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储罐内半径 Inside Ridius of tank |
R=D/2= |
18500 |
mm |
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直径液高比 Diamter-Height ratio |
D/Hw= |
2.0670 |
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耦连振动周期系数 Coupling vibration of periodic coefficients |
Check table 10.2.1: Kc= |
0.00043774 |
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储罐与储液耦连振动基本周期
Tank and fluid coupling vibration natural period |
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0.2533 |
s |
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储液晃动基本周期
Natural period of sloshing of fluid |
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6.5444 |
s |
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| 2 |
水平地震作用及效应Horizontal seismic action and effect |
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水平地震影响系数最大值
Max coefficient of lateral acceleration |
αmax= |
0.34 |
m/s2 |
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反应谱特征周期
Response spectrum feature period |
Check table 3.2.3: Tg= |
0.65 |
s |
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符号symbol |
T1 or Tw |
ζ(TANK) |
η2 |
γ |
η1 |
η2αmax |
0.45αmax |
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CouplingT1 |
0.2533 |
0.0500 |
1.0000 |
0.9000 |
0.0146 |
0.34 |
0.153 |
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SloshingTw |
6.5444 |
0.0050 |
1.5114 |
0.9714 |
0.0205 |
0.5139 |
0.153 |
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地震影响系数(耦连)
Seismic coefficient(Coupling) |
Use T=T1 =0.2533 to check FIG.4.2.2, α1= |
0.3400 |
m/s2 |
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地震影响系数（晃动）
Seismic coefficient(Sloshing) |
Use T=Tw =6.5444 to check FIG.4.2.2, αw= |
0.0847 |
m/s2 |
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水平地震作用调整系数
Seismic adjustment coefficient
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RE= |
0.4 |
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重力加速度 Acceleration of gravity |
g= |
9.81 |
m/s2 |
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储罐内储液总质量 Weight of fluid |
mL=10-9×0.25πD2Hwρ= |
1.925E+07 |
kg |
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k=Hw/R= |
0.96756757 |
, k'=R/Hw= |
1.0335 |
,D1=D+δ1
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= |
37020.7 |
mm |
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动液系数 Impulsive coefficient |
φ=tanh(1.732k')/1.732k'= |
0.5283 |
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φ=tanh(1.732k')/1.732k'= |
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产生地震作用的储液的等效质量
The effective impulsive weight |
meq=mLφ= |
10168420.3 |
kg |
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φ=1-0.4375k'= |
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罐体影响系数Tank shape coefficient |
Y1= |
1.1 |
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罐底部水平地震剪力
Seismic shear at the base of tank |
Fhg=ηREα1Y1meqg= |
1.49E+07 |
N |
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罐壁底部的地震弯矩
Seismic moment at the base of tank |
Mg=0.45FhgHw= |
1.20E+11 |
Nmm |
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| 3 |
罐壁竖向稳定许用临界应力Allowable vertical critical stress of tank wall |
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临界应力系数The critical stress coefficient |
κc=0.13725(1+0.0429√(H/δe1))(1-0.1706*D1/H) |
0.2191 |
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第一圈罐壁竖向稳定临界压力
The first round shell stabilizes the critical pressure vertically |
[σcr]=κcEtδe1/D1= |
25.24 |
Mpa |
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罐壁许用临界压力
Allowance stress of bottom shell |
[σcr]=σcr/1.5= |
16.83 |
Mpa |
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| 4 |
罐壁的抗震验算Check the aseismic calculation of the tank wall |
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罐底周边单位长度上的提离力Uplift load per unit length on bottom |
Ft=4Mg/πD12= |
111.67 |
N/mm |
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储液和罐底的最大提离反抗力Max Hold down load of liquid and bottom |
FL0=99δeb√(RelHwρg)X10-6= |
572.08 |
N/mm |
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Then: 0.02HwD1ρg×10-9= |
130.02 |
< |
572.08 |
SO,FL0= |
130.02 |
N/mm |
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罐壁底部垂直载荷
Vertical load at the base of tank |
N1=mog= |
2.9430E+06 |
N |
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罐底周边单位长度上的提离反抗力Hold down load per unit length of bottom shell |
FL=FL0+N1/πD1= |
155.32 |
N/mm |
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罐壁底层横截面积
Area of bottom of shell |
A1=πD1δ1= |
2.4075E+06 |
mm2 |
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底圈罐壁的断面系数 Cross section coefficient of bottom shell |
Z1=0.785D12δ1= |
2.2270E+10 |
mm3 |
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竖直地震力影响系数 |
Cv= |
1 |
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罐壁底部最大轴向压应力
Max axial stress of bottom shell |
σc=CVN1/A1+Mg/Z1= |
6.62 |
Mpa |
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σc |
≤ |
[σcr] |
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轴向力校核合格 It is safe. |
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| 5 |
液面晃动波高The height of sloshing fluid |
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长周期反应谱调整系数Response spectrum adjustment coefficient for a long period of time |
Kv=3.03629-0.67886Tw+ 0.06602Tw2-0.00197Tw3= |
0.87 |
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罐型系数
Tank type coefficient |
η'= |
1 |
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水平地震作用下，罐内液面晃动波高 The height of sloshing fluid |
hv=η'KvαwR= |
1361.4 |
mm |
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hv+Hw= |
19261.4 |
≤ |
20000 |
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H |
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液面晃动波高合适.It is OK. |
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地震影响系数，T=T1 |
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罐型系数 |
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T1 |
间隔ΔT |
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固定顶 |
Fixed |
1 |
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0.2533 |
1.0681818 |
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浮顶 |
Floating |
0.85 |
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amax |
ζ |
η2 |
γ |
η1 |
0.05η2αmax |
tg |
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内浮顶 |
Inside floating |
0.85 |
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0.34 |
0.0500 |
1.0000 |
0.9000 |
0.0146 |
0.017 |
0.65 |
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固定顶 |
Fixed |
1 |
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0.3400 |
0.0050 |
1.5114 |
0.9714 |
0.0205 |
0.0257 |
0.65 |
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时间T(s) |
耦合时a |
晃动时a |
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0 |
0.153 |
0.153 |
上升段 |
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0.1 |
0.34 |
0.5138636 |
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1 |
0.65 |
0.34 |
0.5138636 |
平台段 |
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1.5 |
1.0 |
0.2360461 |
0.3465675 |
曲线下降段 |
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2 |
1.3 |
0.1822015 |
0.2620709 |
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2.5 |
1.6 |
0.1490503 |
0.2109976 |
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3 |
2.0 |
0.126494 |
0.1767497 |
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3.5 |
2.3 |
0.1101077 |
0.1521685 |
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4 |
2.6 |
0.0976394 |
0.1336564 |
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4.5 |
2.9 |
0.0878188 |
0.1192061 |
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5 |
3.3 |
0.0798741 |
0.107609 |
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4.3 |
0.074558 |
0.1001768 |
线性下降段 |
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5.4 |
0.069242 |
0.0927446 |
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6.5 |
0.063926 |
0.0853124 |
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7.5 |
0.0586099 |
0.0778803 |
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8.6 |
0.0532939 |
0.0704481 |
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9.7 |
0.0479778 |
0.0630159 |
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10.7 |
0.0426618 |
0.0555837 |
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11.8 |
0.0373457 |
0.0481515 |
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12.9 |
0.0320297 |
0.0407194 |
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13.9 |
0.0267137 |
0.0332872 |
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15 |
0.0213976 |
0.025855 |
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