Xlsx Shop's logo XlsxShop
Sheets
Search
 
Points
Top Up
Upload
Sign Out
Log In / Sign Up
Social
Name

GB 50341-2014 计算程序 V3.0

Tags
Selected 50341, 大型储罐.
  • 50341
  • 大型储罐
  • 50341
  • 大型储罐
Use Up and Down arrows to view available values, Enter to select. Use Left and Right arrows to view selected values, Delete key to deselect.
Preview
Try it out 

     Storage Tank Design Calculation - GB50341-2014
        储罐设计计算 - GB50341-2014
Content
目  录
Page
1.Summary of Design Condition and Calculation Result 2
设计条件及计算结果汇总表
2.Weight Analysis 3
重量分析
3.The Calculation of Roof Plate Thickness 4
储罐顶板厚度计算
4.The Calculation of Shell Course Thickness 5
储罐壁板厚度计算
5.Intermediate Stiffener Rings & End Siiffeners Design ： 9
中间加强圈及端部加强设计
6.Design of Bottom Plate Thickness 12
储罐底板厚度的确定
7.Calculation of Compression Area at the Roof-to Shell Junction 13
罐顶-罐壁连接处抗压面积计算
8.Seismic Design of the Tank 15
储罐的抗震设计
9.Anchor Bolt Design 18
锚栓设计
10.Calaulation of Anchor Bolt Chair 20
锚栓座设计计算
注：仅黄色区域可以输值或选择数值！
1.Summary of Design Condition and Calculation Result  设计条件及计算结果汇总表
CODE 规范 GB50341-2014
Design Internal Pressure 设计内压 Pg= 17 KPa
Design External Pressure 设计外压 Pe= -2.5 KPa
Operate Internal Pressure 操作内压
Pgo=
0.7 KPa
Operate External Pressure 操作外压 Peo= 0 KPa
Design Temperature 设计温度 T= 205 °C
Wind Load 设计风压
q0=
850 Pa
Seismic Acceleration 地震加速度 Z= 0.10  g
Snow Load 雪载
qn=
0 Pa
Contents Density 物料密度 υ= 1090 kg/m3
Inside Diameter of Shell 罐体内直径 Di= 12000 mm
Roof Radius 罐顶半径
rr=
12000 mm
Height Of Tank Shell 罐壁高度
H0=
12 m
Height Of Fluid Level液面高度
H=
10.2 m 1111111
Width Of Steel Plate  板幅宽度 L= 2 m
Corrosion Allowance(Roof) 腐蚀裕量(顶)
CA1=
1.6 mm
Corrosion Allowance(Shell/Bottom) 腐蚀裕量(壁/底)
CA2=
3.2 mm
Plate Thickness Minus Tolerance  钢板负偏差
CA3=
0.3 mm
Shell Material  壳体材料 Q345R
Allowable Stress Of Shell Material 设计温度下壳体材料许用应力
[σ]t=
171 Mpa
Minimum Yield Strength of Roof Plate Material In Design Temperature，
设计温度下罐顶材料屈服强度下限值
REL=
272.5 Mpa
Dimension B （To The Inside Wall）(Specified In The Drawing At The Right side)
The Compression Ring Is Outside,B Is Positive;Or B Is Negative.
B值（至内壁）（如右图）,抗压环在外侧，B值为正，否则为负 -25
Angle Between the Roof and a Horizontal Plant  θ= 29.9  °
at the Roof-to-Shell Junction 罐顶起始角
Calculation Result 计算结果
Course Number  Shell Material    Allowable Stress Height Nominal Thk.
   壁板圈数    壁板材料    许用应力 Mpa 壁板高度 名义厚度
1 Q345R 171.0  12 10
2 Q345R 171 10 10
3 Q345R 171 8 10
4 Q345R 171 6 10
5 Q345R 171 4 10
6 Q345R 171 2 10
Top Plate Thk. (Material) 8  Nominal Dia. of Anchor Bolt 48
顶板厚度（材料） Q345R 地脚螺栓公称直径            mm
Size of Top Plate Rib FB FB60×6 Number of Anchor Bolt 20
顶板加强筋规格 × 地脚螺栓个数
Size of Top Compression Ring L100X100X8 Corrosion Allow. of Anchor Bolt 3
顶部压缩环规格 地脚螺栓腐蚀裕度            mm
Size of Intermediate Wind Girder L100X100X8 Cover Plate of Anchor Bolt Chair 20
中间抗风圈规格 螺栓座盖板厚度              mm
Annular Bottom Plate Thk. 12 Rib of Anchor Bolt Chair 14
罐底边缘板厚度 螺栓座筋板厚度              mm
Bottom Plate Thk. (Material) mm Material of Anchor Bolt  Q235-A
底板厚度（材料） Q345R 地脚螺栓材料
2.Weight Analysis  重量分析
Shell Courses 罐壁
Course No. Material Width (m ) Thickness ( mm ) Weight ( Kg )
1 Q345R 2 10 5924 
2 Q345R 2 10 5924 
3 Q345R 2 10 5924 
4 Q345R 2 10 5924 
5 Q345R 2 10 5924 
6 Q345R 2 10 5924 
0 
Total: 35542 
Roof  罐顶
Thickness/Length ( mm ) Material Area ( mm2 ) Weight ( Kg )
Roof Plate 8  Q345R 120252050.54  7552 
Rib 0  Q345R / 0  1
Total: 7552 
Bottom  罐底板
Thickness ( mm ) Material Outside Dia. ( mm ) Weight ( Kg )
Annular Bottom Plate环形边缘板 12 Q345R 12170 6019 
Bottom Plate中幅板 10 Q345R / 4115 
Total: 10135 
Top Curb Angle  顶部角钢
Material Size Length ( mm ) Unit Weight (Kg/m ) Weight ( Kg )
Q235-A L100X100X8 37699  12.28  463 
Intermediate Wind Girder  中间加强圈
Material Size Length ( mm ) Unit Weight (Kg/m ) Weight ( Kg )
Q235-A L100X100X8 75398  12.28  926 
Others  其余
Total weight of nozzle  管口总重 ( Kg ): 200
Total Weight of Stairway & Platform  梯子平台总重 ( Kg ): 5000 
Operating liquid Weight  操作液体总重  ( Kg ) : 1256779 
Hydrostatic Water Weight  盛水总重  ( Kg ): 1357171 
Result of Weight  结论:
Erection Weight  空重 ( Kg ): 59817 
Operating Weight  操作重量 ( Kg ): 1316596 
Hydrostatic Water  静压试验用水总重 ( Kg ): 1416988 
 Internal Pressure: Weight of the Shell, Roof and attached framing:
 内部压力 (N) 罐壳、罐顶以及附加载荷的重量 (N)
Pg*A= 1922654.704 W= 496825 
Pg*A > W, so internal pressure design of tank per GB50341-2014 Appendix A.1-A.6
Pg*A > W, 所以罐的内压设计按 GB50341-2014附录A.1-A.6
3.The Calculation of Roof Plate Thickness
罐顶板厚度的计算
tn=
8  mm
Style of Roof Plate /罐顶板 样式 ： 
Please choose:
 Top Plate With Rib/带肋拱顶
3.1 Top Plate Without Rib Nominal Thickness
tn1=
请直接看3.2！ mm
  按GB50341-2014 7.5 计算光面拱顶
3.1.1) Calculation according to 7.5 of GB50341-2014,
        计算拱顶最小厚度
1
There: T— Greater of Load 1).DL+(Lr or S)+βPe T= 4.02  KPa
其中： 2).DL+Pe+β(Lr or S)
设计组合外压
DL—
Dead Load，
DL=
1.119  KPa
固定载荷
Lr— Minmum Roof Live Load， Lr= 1.0  KPa
罐顶最小活载
S— Snow Load， S= 0 KPa
雪载
α— Temperature Coefficient，If T≤90℃，α=1， α= 0.948756219
If not，α=E/Et
温度系数，设计温度T≤90℃时，α=1，否则为
常温下与设计温度下的弹性模量之比
β— Load Coefficient，If T≤90℃，α=0.4，If not， β= 0.40 
α=Operate External Pressure/Design External Pressure，
载荷系数，0.4，操作外压与设计外压比值之间的最大值
E— Modulus of Elasticity of the Roof Plate Material， E= 201000 Mpa
罐顶板材料的弹性模量
Et— Modulus of Elasticity of the Roof Plate Material Et= 190700 Mpa
at Design Temperature,
设计温度下罐顶板材料的弹性模量
ttm=
1
= 8.31  mm
 So the roof plate thickness  tdome= 8 mm 罐顶厚度值偏小
 取罐顶板厚度为
3.1.2) Calculation according to Appendix B of GB50341-2014, 
        按GB50341-2014附录B计算
    Calculate the Roof Plate Thickness
     罐顶板厚度计算 1
ttm=
+CA1+CA3
= 9.27  mm tdome= 8 mm 罐顶厚度值偏小
There:
R—
Roof Radius，
R=
12 m
其中： 拱顶内半径
Pr— Total Design External Pressure for Design  Pr= 4.02  KPa
of Roof，
罐顶全部设计外压
α— Temperature Coefficient，If T≤90℃，α=1， α= 0.948756219
If not，α=E/Et
温度系数，设计温度T≤90℃时，α=1，否则为
常温下与设计温度下的弹性模量之比
 The roof plate thickness satisfied requirment.
 罐顶板厚度满足以上要求。
3.1.3) Calculation according to Appendix A6.3 of GB50341-2014, 
        按GB50341-2014附录A6.3计算
    Calculate the Roof Plate Thickness
     罐顶板厚度计算
ttm=
1
+CA1
+CA3
= 3.52  mm tdome= 8 mm
There:
R—
Roof Radius，
R=
12 m
其中： 拱顶内半径
Pg—
Design Internal Pressure of Roof，
Pg=
17.00  KPa
罐顶全部设计外压
1  Allowable Stress of the Roof Plate Material， 1 = 170.3  Mpa
罐顶板材料的许用应力，      = REL/1.6 1
φ—
Coefficient Of Weld，
φ=
0.35 
焊接接头系数
α— Temperature Coefficient，If T≤90℃，α=1， α= 0.948756219
If not，α=E/Et
温度系数，设计温度T≤90℃时，α=1，否则为
常温下与设计温度下的弹性模量之比
3.2 Top Plate With Rib Nominal Thickness Calculated according to Appendix H of GB50341-2014
   按GB50341-2014附录H计算带肋罐顶板名义厚度
tn2=
8  mm
3.2.1 Allowable External Pressure Of Dome With Rib
1
    = 15.2  Kpa ≥ Pr= 4.02  Kpa
The thickness of roof plate with rib satisfied requirment.
带肋罐顶板厚度满足以上要求。
There: Et— Modulus of Elasticity of the Roof Plate Material Et= 190700 Mpa
其中： at Design Temperature,
设计温度下罐顶板材料的弹性模量
Rs— Roof Radius，
R=
12 mm
拱顶内半径，
te— Effective Thickness Of Top Plate te= 6.10  mm
顶板有效厚度
tm—
The Thickness Of Transformed Top Plate With Rib
tm=
13.0  mm
1 带肋顶板的折算厚度
 
t1m—
The Thickness Of Transformed Latitude Rib And Top Plate
纬向肋与顶板的折算厚度 t1m= 16.0  mm
1
h1—
Width Of Latitude Rib
h1=
60 mm
纬向肋宽度
b1—
Thickness Of Latitude Rib
b1=
6 mm
纬向肋厚度
L1—
Spacing Of Latitude Rib In The Longitude
L1=
1500 mm
纬向肋在经向的间距
e1—
Spacing From The Combined Section Centre Of Latitude Rib And 
Top Plate In The Longitude To The Middle Plane Of Top Plate,
1 纬向肋与顶板在经向的组合截面形心到顶板中面的距离
e1=
1.25  mm
L1S—
Effective Width Of Top Plate Participate In The Combined Moment With Rib,
顶板有效参与筋板组合矩的宽度
L1S=
420.9  mm
1
n1—
The Transformed Area Of Latitude Rib In The Longitude Factor
1 纬向肋与顶板在经向的面积折算系数 n1= 1.04 
t2m—
The Thickness Of Transformed Longitude Rib And Top Plate
经向肋与顶板的折算厚度 t2m= 16.0  mm
1
h2—
Width Of Longitude Rib
h2=
60 mm
经向肋宽度
b2—
Thickness Of Longitude Rib
b2=
6 mm
经向肋厚度
L2—
Spacing Of Longitude Rib In The Latitude
L2=
1500 mm
经向肋在经向的间距
e2—
Spacing From The Combined Section Centre Of Longitude Rib And 
Top Plate In The Latitude To The Middle Plane Of Top Plate,
经向肋与顶板在经向的组合截面形心到顶板中面的距离
e2=
1.25  mm
1
L2S—
Effective Width Of Top Plate Participate In The Combined Moment With Rib,
顶板有效参与筋板组合矩的宽度
L2S=
420.9  mm
1
n2—
The Transformed Area Of Longitude Rib In The Latitude Factor
经向肋与顶板在经向的面积折算系数 n2= 1.04 
1
4.The Calculation of Shell Course Thickness ：
罐壁厚度计算：
    内压计算
 a.) Calculate the Shell Course Thickness
     罐壁厚度计算
td=
1 mm
tt=
1 mm
There:
     td—
Design Shell Thickness ，
其中： 储罐壁板设计厚度 mm
     tt—
Hydrostatic Test Shell Thickness ，
储罐充水试验所需壁厚 mm
     D—
Internal tank Diameter  ，
储罐内径 D= 12 m
     G—
Design Specific Gravity of the Liquid to be Stored ,
储液设计比重 G= 1.09
     H—
Design Liquid Level ，
设计液面高度
H=
10.2 m
     Hi—
Appended Design Liquid Level ， 1
由内压所增加的设计高度 Hi= Hi= 1.59  m
     [σ]d—
Allowable Stress for Design Condition ，If T>90℃，
For safety，Specified in Appendix M.3.2 of API650
设计条件下材料的许用应力,设计温度T超过90℃，
保守计，可按API650 M.3.2取值
     [σ]d=
154  Mpa
α— Yield Strength Reduction Factor，If T≤90℃，α=1，
If not，αSpecified in Table M-1 of API650
屈服强度衰减系数，设计温度T不超过90℃，α=1，
否则，按API650 表M-1 取值 α= 0.846
     [σ]t—
Allowable Stress for the Hydrostatic Test Condition ，
充水试验条件下材料的许用应力
 [σ]t=
189  Mpa
φ—
Coefficient Of Weld Of first Shell Course，
底圈罐壁板的焊接接头系数
φ=
0.85 
others，其它各圈罐壁板的焊接接头系数
φ=
0.90 
There:
     Pg—
Design Internal Pressure ,
其中： 设计内压，
Pg=
17 Kpa
Calculation result of Shell Course Thickness  罐体各圈壁板壁厚计算结果:
Course Number  Material H ( m ) td ( mm ) tt ( mm ) t ( mm )
1 Q345R 12 9.14  5.30  10 10 6.5
2 Q345R 10 7.90  4.25  10 10 6.5
3 Q345R 8 6.97  3.50  10 10 6.5
4 Q345R 6 6.04  2.75  10 10 6.5
5 Q345R 4 5.12  1.99  10 10 6.5
6 Q345R 2 2.59  1.24  10 10 6.5
0 10 6.5
b. -6.9<Pr<-0.25KPa,so external pressure design of tank per GB50341-2014 Appendix B(b.2)
-6.9KPa<Pr<-0.25KPa,所以罐的外压设计按GB50341-2014附录B(b.2)
b.1) Calculation according to 6.4 of GB50341-2014, 
        按GB50341-2014 6.4计算
    Allowable Critical Compressive Stress Of Shell 
    罐壁筒体临界许用压缩应力 [Pcr] 1
[Pcr]= [Pcr]= 3.38  Kpa
There:
     tmin—
The Effective Thickness of the Top Course Plate t= 6.5 mm
其中： 顶层壁板的有效厚度，
     D—
Internal tank Diameter  ，
储罐内径, D= 12 m
HE—
The Height of the Transformed Shell,
 罐体的当量高度,HE=∑HEi
HE=
12.00  m
α— Temperature Coefficient，If T≤90℃，α=1，
If not，α=E/Et
温度系数，设计温度T≤90℃时，α=1，否则为
常温下与设计温度下的弹性模量之比 α= 0.948756219
1
There:
     Hi—
Actual Width of Each Shell Course
其中： 每层罐壁的实际宽度 m
ti—
The Effective Thickness of the Shell Course for which the Transposed 
Width is being Calculation mm
计算当量宽度的那层罐壁的有效厚度
Course No. ti Hi HEi 4.00 
1 6.5 2 2.00 
2 6.5 2 2.00 
3 6.5 2 2.00 
4 6.5 2 2.00 
5 6.5 2 2.00 
6 6.5 2 2.00 
0.00 
Design External Pressure Of Shell  罐壁设计外压  P0=2.25×μZ×W0+Pe P0= 4.41  Kpa
There:
    μZ—
Height Wind Load Factor，Specified in 6.4.5 Of GB50341-2014
其中： 风压高度变化系数，按GB50341-2014 6.4.5取值
    μZ=
1.00 
     W0—
Wind Load，风压
W0=
0.85 Kpa
P0=
4.41  Kpa > [Pcr]= 3.38  Kpa
Pls continue to calculate according to b.2.
请按照b.2继续进行计算！
b.2) Calculation according to Appendix B of GB50341-2014, 
        按GB50341-2014附录B计算
    External Pressure Design
    外压计算
b.2.1  The Maximum Height of the Unstiffened Shell
1
Hsafe=
4.93  <
HE=
12.00 
The shell must be stiffened!
外压计算未通过，需增加中间加强圈！
There:
Hsafe—
The Maximum Height of the Unstiffened Shell，
其中： 未加强罐壁的最大高度
tmin—
The Effective Thickness of the Top Course Plate，
顶层壁板的有效厚度
tmin=
6.5 mm
     D—
Internal tank Diameter  ，
储罐内径, D= 12 m
Et— Modulus of Elasticity of the Roof Plate Material
at Design Temperature,
设计温度下罐顶板材料的弹性模量 Et= 190700 Mpa
α— Temperature Coefficient，If T≤90℃，α=1，
If not，α=E/Et
温度系数，设计温度T≤90℃时，α=1，否则为
常温下与设计温度下的弹性模量之比 α= 0.948756219
Ps—
Calculate the Total Design External Pressure
罐体计算外压总和 Ps= 2.5
ψ— Stability Factor
稳定系数 ψ= 2.5
b.2.2) Calculate the Number of Intermediate Stiffeners Required
       计算所需中间加强圈的数量
Ns+1=
HE/Hsafe
= 3 取: Ns= 2 
b.2.3)  Height of From 1st Stiffeners to Upper Face of Bottom Plate :
第1个抗风圈距罐底板上表面： 取:
L1=
4.00  m
Height of From 2st Stiffeners to Upper Face of Bottom Plate :
第2个抗风圈距罐底板上表面： 取:
L2=
8.00  m
Height of From 3st Stiffeners to Upper Face of Bottom Plate :
第3个抗风圈距罐底板上表面： 取:
L3=
无需2个抗风圈 m
Height of From 4st Stiffeners to Upper Face of Bottom Plate :
第4个抗风圈距罐底板上表面： 取:
L4=
无需2个抗风圈 m
Height of From 5st Stiffeners to Upper Face of Bottom Plate :
第5个抗风圈距罐底板上表面： 取:
L5=
无需5个抗风圈 m
Height of From 6st Stiffeners to Upper Face of Bottom Plate :
第6个抗风圈距罐底板上表面： 取:
L6=
无需6个抗风圈 m
 b.2.4）Intermediate Stiffener Rings & End Siiffeners Design ：
      中间加强圈及端部加强设计
b.2.4.1) Internal Stiffener Ring Design
    中间加强圈设计
 ①  Calculate the Number of Buckling Wave
     计算纵向弯曲波数
1
2≤N= 5.35  ≤10 OK
 ②  Calculate the Radial Load on a Circumferential stiffener Placed Near
     the Top of the Shell
     计算距罐体顶部最近处中间加强圈的径向载荷
Q= 1000PsLs
= 15000.00  N/m
 ③  Calculate the Total Contributing Shell Width Acting with the Intermediate Stiffener
     计算与中间加强圈一起作用的壳体宽度
2*wshell=
1
= 236.69  mm
 ④  Calculate the Required Moment of Inertia of the Intermediate Stiffener
     计算中间加强圈所需惯性矩
Ireqd=
1
= 184.26  cm4
 ⑤  Calculate the Total Area Required in the Intermediate Stiffener Region
     计算中间加强圈区域所需的面积 1
Areqd=
= 873.79  mm2
There:
[σ]—
Smallest of the Allowable Tensile Stresses of the Intermediate
其中： Stiffener at the Maxmum Operating Temperature，
[σ]=
103 MPa
最高操作温度下罐壁材料的许用应力，
REL—
Minimum Yield Strength of Roof Plate Material In Design Temperature，
设计温度下中间加强圈屈服强度下限值
REL=
184 MPa
 ⑥  Calculate the Required Area of the Stiffener Section
     计算中间加强圈所需截面积  Astiff=MAX(Astiff1,Astiff2)
Astiff=
436.9  mm2
Astiff1=
Areqd-2XWshellXtmin
Astiff2≥
0.5Areqd
= -664.7  mm2 = 436.9  mm2
Moment of Inertia of the Intermediate Stiffener 
中间加强圈的实际惯性矩Iact= 284.6 cm4
Total Area Required in the Intermediate Stiffener Region
中间加强圈的实际截面积Aact=  1926.1 mm2
   So,
L100X100X8 is safe.
  所以， L100X100X8 是安全的。
b.2.4.2) Top Stiffener Ring Design
    顶部加强圈设计
 a.) Calculate the Contributing Distance of the Cylindrical Shell
     计算壳体有效宽度
1
= 118.35  mm
 b.) Calculate the Radial Load on the Top Stiffener
     计算距罐体顶部加强圈的径向载荷
V1=
250PsH0
= 7500.0  N/m
 c.) Calculate the Required Moment of Inertia of the Top Stiffener
     计算顶部加强圈所需惯性矩
Ireqd=
1
= 92.13  cm4
 d.) Calculate the Required Area of the Top Stiffener Region
     计算顶部加强圈区域所需的面积
Areqd=
1
= 321.43  mm2
There:
[σ]—
Smallest of the Allowable Tensile Stresses of the Stiffener 
其中： Ring Plate Material,at the Maxmum Operating Temperature，
最高操作温度下抗拉环材料的许用应力， [σ]= 140.0  MPa
 e.) Calculate the Required Area of the Top Stiffener Section
     计算顶部加强圈所需截面积
Astiff=
160.7  mm2
Astiff=
Areqd-thXdome-tcXshell
= -1439.423413 mm2
Xdome=
1
Xshell=
1
There:
Xdome—
Length of Umbrella or Dome Roof Within
其中： Tension/Compression Ring Region，
Xdome=
162.56  mm
压缩环区域伞顶或拱顶的有效长度
Xshell—
Length of Shell Within
Tension/Compression Ring Region，
Xshell=
118.35  mm
压缩环区域壁板的有效长度
tc—
Effective Thickness of Shell Plate, tc= 6.50  mm
罐顶-罐壁连接处，罐壁有效宽度范围内的壁板有效厚度，
th—
Effective Thickness of Roof Plate,
th=
6.10  mm
罐顶-罐壁连接处，罐顶有效宽度范围内的顶板有效厚度，
R2—
Internal Radius of the Dome Roof Plate，
R2=
12 m
拱顶内半径
Moment of Inertia of the Top Stiffener 
顶部加强圈的实际惯性矩Iact= 284.6 cm4
Total Area Required in the Top Stiffener Region
顶部加强圈的实际截面积Aact=  1926.1 mm2
   So,
L100X100X8 is safe.
  所以， L100X100X8 是安全的。
b.2.4.3) Bottom Stiffener Ring Design
    底部加强圈设计
 a.) Calculate the Contributing Distance of the Cylindrical Shell
     计算壳体有效宽度
Xshell=
1
= 146.79  mm
There:
tsn—
Thickness of the Bottom Cylindrical Shell Course 
tsn=
10 mm
其中： 底层罐壁厚度
 b.) Calculate the Radial Load on the Bottom Stiffener by the Shell
     计算距罐体底部加强圈的径向载荷
V1=
250PsH
= 7500.0  N/m
 c.) Calculate the Required Moment of Inertia of the Bottom Stiffener
     计算底部加强圈所需惯性矩
Ireqd=
1
= 92.13  cm4
 d.) Calculate the Required Area of the Bottom Stiffener Region
     计算底部加强圈区域所需的面积 11
Areqd=
1
= 321.43  mm2
 e.) Calculate the Required Area of the Bottom Stiffener Section
     计算底部加强圈所需截面积
Astiff=
160.7  mm2
Astiff=
Areqd-tbXbtm-TsnXshell
= -1788.704124 mm2
Xbtm=
16tb
There:
tb—
Effective Thickness of Bottom Plate, tb= 8.5 mm
其中： 罐底板有效厚度，
tsn—
Effective Thickness of Cylindrical Shell Course 1, 
tsn=
6.5 mm
底层壁板有效厚度
Xbtm—
Length of Bottom Plate Within
Tension/Compression Ring Region，
Xbtm=
136.0  mm
罐底-罐壁连接处，罐底板的有效宽度 1
Thus, an additional stiffener is not necessary. Ix= (1/3)(Be13-bh3+ae23)
e1=
e2=
H-e1
所以不需设置底部加强圈。 = 2270344.97  mm4 = 26.84  mm = 91.50  mm
= 227.03  cm4
6.Bottom Plate Thickness(Just For Minimum Yield Strength OF Bottom Tank Shell≤390MPa. )：
储罐底板厚度的确定（仅使用于设计底圈罐壁材料的标准屈服强度下限值≤390MPa.）
 a). As per Para. 5.1.1. of GB50341, all bottom plate shall have a minimum nominal 
thickness of 
6 mm，exclusive of any corrosion allowance specified by purchaser.
     按GB50341第5.1.1条，底板的最小公称厚度为
6 mm,且不包括买方规定的任何腐蚀裕量。
 b). As per Para.5.5.5. of API650, the entire bottom plate thickness shall be met for
     the minimum thickness of annular bottom plate, and per GB50341-2014 5.1.2., the 
     thickness of annular bottom plates shall not be less then the thicknesses listed 
     in table 5.1.2 plus any specified corrosion allowance.
     按API650第5.5.5.条，如果不使用环形边缘板，罐底板的厚度必须达到使用边缘板的要求。
     而按GB50341-2014第5.1.2.条，罐底边缘板厚度不能小于表5.1.2所列数值加上腐蚀裕量。
   Per table 5.1.2, the minimum thickness of bottom plate shall be 7 mm plus CA,t= 10.5 mm
查表5.1.2得罐底板最小厚度t= 7 mm +CA= 10.5 mm
  The Nominal Thickness Of Annular Bottom Plate is 12 mm
    罐底边缘板的名义厚度为 12 mm
7.Calculation of Compression Area at the Roof-to-Shell Junction
罐顶-罐壁连接处面积校核
1).Design According to GB50341-2014 Appendix B
　 按GB50341-2014附录B计算
 a). Efficiency Compression Area at the Roof-to-Shell Junction
      罐顶-罐壁连接处有效抗压面积
A1=
Wc*tc+Wh*th+Aj
There:
     A1—
Efficiency Compression Area at the Roof-to-Shell Junction mm2
其中： 罐顶-罐壁连接处有效抗压面积
Wh—
Maximum Width of Participating Roof, mm2
罐顶-罐壁连接处，罐顶部分的有效宽度，
Wc— Maximum Width of Participating Shell, mm2
罐顶-罐壁连接处，罐壁部分的有效宽度，
tc— Effective Thickness of Shell Plate, tc= 6.50  mm
罐顶-罐壁连接处，罐壁有效宽度范围内的壁板有效厚度，
th—
Effective Thickness of Roof Plate,
th=
6.10  mm
罐顶-罐壁连接处，罐顶有效宽度范围内的顶板有效厚度，
Aj— Section Area of Reinforce Ring, Aj= 1926.1 mm2
罐顶-罐壁连接处有效宽度范围内的加强件截面积，选， L100X100X8
Wh=
19(R2th)0.5
= 162.56  mm    
Wc= 13.4(Rcts)0.5
= 118.35  mm   
A1=
Wc*tc+Wh*th+Aj
= 3686.95  mm2     
 b). Required Compression Area at the Roof-to-Shell Junction
     罐顶-罐壁连接处所需抗压面积 1
A=
There:
    Pi—
Design Internal Pressure
Pi=
17.0  KPa
其中： 设计内压
    DLR—
Norminal Weight of Roof Plate Plas any 
    DLR=
74083  N
Attached Structural
罐顶板加上任何附加结构的重量
    [σ]—
Allowable Stress （Modified for Design Temperature) of the Materials 
1/1.6 Of Minimum Yield Strength ,
    [σ]=
170.3  Mpa
设计温度下罐壁与罐顶连接处材料许用应力，取1/1.6材料标准屈服强度下限值，
A= 3007.21  mm2   
A1 >A It's safe!
安全!
2).Design According to GB50341-2014 Appendix B
　 按GB50341-2014附录B计算
 a.) Required Compression Area at Dome-to-Shell Junction, 
          罐顶－罐壁连接处所需要的面积总和
Areqd=
1
= 1129.59  mm2
There: Pr— Total Design External Pressure for Design  Pr= 4.02  KPa
其中： of Roof，
罐顶全部设计外压
R—
Roof Radius，
R=
12 m
拱顶内半径
     D—
Internal tank Diameter  ， D= 12 m
储罐内径
[σ]— Smallest of the Allowable Tensile Stresses of 
[σ]=
154  MPa
the Roof Plate Material at the Maxmum Operating Temperature，
最高操作温度下罐顶材料的最小允许拉应力
 b.) The Length of Dome Roof Considered to be within the Top Ring Region, 
         顶部加强圈区域，罐顶板的有效宽度
Xdome=
1
= 162.56  mm
 c.) The Length of Shell Considered to be within the Top Ring Region, 
         顶部加强圈区域，罐壁板的有效宽度
Xshell=
1
= 118.35  mm
 d.) The Required Cross-Section Area of the Top Stiffener Section
     顶部加强区域所需截面积
Astiff=
Areqd-tdomeXdome-ts1Xshell
Astiff=
-631.3  mm2
Aj= 1926.1 mm2      > Astiff
It's safe!
安全!
8.Seismic Design of The Tank
储罐的抗震设计
高径比 Height/Diameter 
H0/Di=
1.00  ≤ 1.6
容积Volume V= 1357.17  m³ ≥ 100
Design According to GB50341-2014 Appendix D（8.1）！
按GB50341-2014附录D设计（8.1）！
8.1).Design According to GB50341-2014 Appendix D
       按GB50341-2014附录D设计
8.1.1). Maximum Longitudinal Compressive Force at the Bottom of the Shell
        罐壁底部的最大轴向压缩力,
11 14.35  MPa
There:
CV—
Vertical Earthquake Force Coefficients,Seisimic Intensity Is 7 or 8，
其中： CV=1.0;Seisimic Intensity Is 9，CV=1.45
               竖向地震影响系数Cv（7，8度地震区取1；9度地震区取1.45）
CV=
1
N1—
Vertical Load At The Bottom Tank Shell，
罐底部垂直载荷，    
N1=
0.50  MN
A1—
Section Of The Bottom Tank Shell，
罐壁底部横截面积，
A1=
0.245  m2
CL—
Tilting Deviation Influence Coefficients，
翘离影响系数
CL=
1.4
Z1—
Modulus of Section of the Bottom Tank Shell，
底部罐壁断面系数
Z1=
0.735  m3
M1—
Earthquake Moment At The Bottom Tank Shell Caused By Laternal Earthquake，
总水平地震力在罐底部产生的地震弯矩  
M1=
6.466  MN.m
Q0—
Laternal Shear Force At The Bottom Tank Shell Caused By Laternal Earthquake，
总水平地震力在罐底部产生的水平剪力
Q0=
1.41  MN
Cz—
Combined Influence Coefficients， 
综合影响系数
CZ=
0.4
α1—
Earthquake Influence Coefficients，Choice According To Tc ,Tg ,αmax
And Figure D.3.1，For Calculating Force And Moment，
地震影响系数（据Tc，Tg，αmax按图D.3.1选取）
α1=
0.3519 
α2—
Earthquake Influence Coefficients，Choice According To Tw ,Tg ,αmax
And Figure D.3.1，For Calculating Height Of Sloshing Wave，
地震影响系数（据Tw，Tg，αmax按图D.3.1选取）
α2=
0.0602 
αmax— The Maximum Earthquake Influence Coefficients,Choice According To
And Table D.3.1-1
最大地震影响系数（按表D.3.1-1选取） αmax= 0.23
δ1/3—
Effective Thickness Of 1/3 Height From Bottom Plate，
罐壁距底板1/3高度处的有效高度，
δ1/3=
0.0065 m
Tg—
Property Cycle Of Tank Locale，Choice According To Table D.3.1-2，
场地特征周期，（按表D.3.1-2选取）
Tg=
0.550  s
TC—
Basic Cycle Coupling Quake Of Tank Content，
罐液耦联振动基本周期，
TC=
0.134  s
Tw—
Basic Cycle Sloshing Of Tank Content，
罐液晃动基本周期，
TW=
3.627  s
Y1—
Shell Influence Coefficients， 
罐体影响系数
Y1=
1.1
m— Causing Earthquake Force Conforming Content Weight，
产生地震作用力的等效储液质量 m= 927503  kg
m1—
Total Weight Of All Tank Content
罐内储液总质量
m1=
1256779  kg
Fr— Content Shaking Coefficients，Choice According To D/H,Table D.3.7 
动液系数（由D/H，查D.3.7确定）
Fr=
0.738
There/
其中：  D/H 1.18 
  Maximum Allowable Longitudinal Compressive Stress in the Shell
  罐壁最大许用轴向压缩应力
1 22.7  MPa > σ1
There: t— Effective Thickness of the Bottom Shell Course,  t= 0.0065 m
其中： 底层罐壁有效厚度，
     D—
Internal tank Diameter， D= 12 m
储罐内径
Et—
Modulus of Elasticity of the Roof Plate Material Et= 190700 Mpa
at Design Temperature,
设计温度下罐顶板材料的弹性模量
So, the thickness of shell is adequate for earthquake！
[σcr]>σ1,罐壁厚度满足抗震要求！
8.1.2).Anchorage Ratio
   锚固系数
1 0.813  < 1.54
There: μ— Moment Adjustment Coefficient,  μ= 1.077  m
其中： 弯矩调整系数，
FL—
Uplift Resisting Force At The Contact Unit Length Between Tank Shell And 
Bottom Plate Caused By Content, 0.0268166
罐液提供的罐底与罐壁接触处单位长度上的提离反抗力，
FL=
0.046  MN/m
FW—
Uplift Resisting Force At The Contact Unit Length Between Tank Shell And 
Bottom Plate Caused By Weights of the Shell、Roof,
FW=
0.013  MN/m
罐壁罐顶自重通过罐壁作用在罐底单位长度上的提离反抗力，
So, the Tank shall't be Anchored.
本罐不需要进行锚固。
8.1.3).Height Of The Sloshing Wave
1
0.54  m < H0-H
It's OK!
设计液位到罐壁上沿的距离大于液面晃动高度，符合要求!
8.2).Design According to SY/T0608-2006 Appendix L
     按SY/T0608-2006附录L设计
8.2.1.1).Overturning Moment
       倾覆力矩
1 = 3.724  MN.m
There: Z— Design Basic Earthquake Acceleration Coefficient，
其中：                      设计基本加速度系数 Z= 0.1
I— Importance Coefficient，
重要性系数，     I= 1.00 
C1—
Laternal Earthquake Coefficient，
水平地震力系数，
C1=
0.600 
C2—
Laternal Earthquake Coefficient，
水平地震力系数，
C2=
0.555 
k—
Parameter，
参数， k= 0.585 
T— First Order Sloshing Natural Period ，
一阶晃动固有周期，   T= 2.026  s
Pls Choose Site Soil Types,/请选择场地土类型,
 Ⅲ
S— Site Soil Coefficient，
场地土系数， S= 1.5 
Ws—
Weight of Shell Wall And Insulation，
罐壁及其保温层的质量，
Ws=
35542.2  Kg
Xs—
Height From Barycenter of Shell Wall To Bottom of Shell Wall，
罐壁底部到罐壁质心的高度，
Xs=
6.00  m
Wr—
Weight of Shell Wall And Insulation，
罐顶，包含保温层、吊顶、以及雪载荷的总质量，
Ws=
7551.8  Kg
Ht—
Total Height of Shell Wall，
罐壁总高，
Ht=
12.00  m
W1—
Effective Weight of Tank Content Coupled Vibration With Shell Wall，
与罐壁耦联振动的罐内储液的有效质量，
W1=
961555.8  Kg
X1—
Height From Barycenter of W1 To Bottom of Shell Wall，
由罐壁底部到W1质心的高度，
X1=
3.81  m
W2—
Effective Weight of First Order Sloshing Tank Content，
按第一振型晃动的罐内储液的有效质量，
W2=
347639.4  Kg
X2—
Height From Barycenter of W2 To Bottom of Shell Wall，
由罐壁底部到W2质心的高度，
X2=
7.34  m
8.2.1.2).Maximum Gravity of Tank Content Resisting Overturning Moment
       抵抗罐壁倾覆力矩的罐内储液的最大重力，
1 = 46318.097  N/m
There:
tb—
Thickness of Bottom Tank Plate Under Shell Wall，
其中：                      罐壁下面的罐底板厚度，
tb=
8.5 mm
Fby—
Minimum Yield Strength of Bottom Tank Plate Under Shell Wall，
罐壁下面的罐底板材料的最小屈服强度，    
Fby=
272.5  Mpa
G—
Relative Density of Tank Content，
储液相对密度， G= 1.090 
8.2.1.3).Maximum Longitudinal Compressive Force at the Bottom of the Shell 11213.873
        罐壁底部的最大轴向压缩力,
b=
11213.9  N/m 68745.832
There:
Wt—
Thickness of Bottom Tank Plate Under Shell Wall， 39404.502
其中：                      罐壁和由罐壁支承的罐顶自重和保温重，
Wt=
11213.8  N/m
A—
Criterion，
判别条件，    
1 0.00000045  ≤ 1.57
8.2.1.4).Maximum Allowable Longitudinal Compressive Stress in the Shell
         罐壁最大许用轴向压缩应力
Fa=
48.5  Mpa 22.159059
b/(1000tb)
= 1.3192792 Mpa ≤ Fa
It's safe！
安全！
8.2.2).Height Of The Sloshing Wave
       液面晃动波高
1 = 0.38  m < H0-H
There:
Hx—
Reserved Height of Top Tank，
其中：                      罐壁顶部预留高度，
Hx=
0.3 m
It is ok！
安全！
8.2.3).Anti-seismic Check of Upper Shell Wall
       上部各圈罐壁抗震校核
GHD²/t²≥44，
1
Calculate Thickness of Bottom Shell Wall Resisting Earthquake Overturning Moment，
抵抗地震倾覆力矩的底部壁板计算厚度,
t1=
1.27  mm
GHD²/t²<44，
1
Calculate Thickness of Bottom Shell Wall Resisting Earthquake Overturning Moment，
抵抗地震倾覆力矩的底部壁板计算厚度,
t2=
0.43  mm
Actual Calculate Thickness of Bottom Shell Wall Resisting Earthquake Overturning Moment，
实际抵抗地震倾覆力矩的底部壁板计算厚度,
t=
0.43  mm
Hydrostatic Test Calculate Thickness of Bottom Shell Wall，
底部壁板液压时计算厚度,
tt=
5.30  mm
t ≤ tt
It is ok！
上部各圈罐壁无需抗震校核！
9.Anchor Bolt Design
锚栓设计
 Internal Pressure: Weight of the Shell, Roof and attached framing:
 内部压力 (N) 罐壳、罐顶以及附加载荷的重量 (N)
Pg*A= 1922654.704 W= 496825 
Pg*A>W Or J>1.54, So the Tank shall be Anchored.
Pg*A>W,或锚固系数J>1.54, 本罐需要进行锚固！
9.1)Overturning Stability Of Unanchored Tank For Wind Load
  非锚式储罐的抗风稳定性
There:
Mpi—
Moment About The Shell-To-Bottom Joint From Design Internal Pressure，
其中： 设计内压对罐壁罐底结合点的倾倒力矩，
Mpi=
11535928  N-m
Mw— Overturning Moment About The Shell-To-Bottom Joint From Horizontal Plus
Vertical Wind Pressure，
水平和垂直风压对罐壁罐底结合点的倾倒力矩， Mw= 2350992  N-m
Mw= 1.23xq0A1H0/2+1.23xq0A2H0+2.06xq0πD³/8
q0—
Wind Pressure,
q0=
850 Pa
风压，
A1—
Windward Area of Tank Body, A1= 144 m2
罐体迎风面积，
A2—
Windward Area of Tank Roof, A2= 20.68  m2
罐顶迎风面积，
MDL—
Moment About The Shell-To-Bottom Joint From The Nominal Weight Of The Shell
And Roof Structural Supported By The Shell That Is’t Attached To Roof Plate，
罐壁重量和罐顶支撑件重量（不包含罐顶板）对罐壁罐底结合点的反倾倒力矩，
MDL=
2103788  N-m
MDLR—
Moment About The Shell-To-Bottom Joint From The Nominal Weight Of The Roof
Plate Plus Any Attached Structural，
MDLR=
444501  N-m
罐顶板及其上附件重量对罐壁罐底结合点的反倾倒力矩，
MF—
Moment About The Shell-To-Bottom Joint From Liquid Weight，
储液重量对罐壁罐底结合点的倾倒力矩，
MF=
1949115  N-m
A.
0.6MW+Mpi > MDL/1.5+MDLR
B.
MW+Mpi > (MDL+MF)/2+MDLR
Please see 9.2 directly,then design the anchor bolt!
请直接看9.2，进行锚栓校核。
9.2）Design According to Para. 11.2. of GB50341-2014 Please Choose
按GB50341-2014第11.2.设计
Roof-To-Shell Joint/罐顶壁连接接头:
 Normal/非弱连接
Uplift Load Case   各类提升力载荷 Net Uplift Formula, W (N)       净提升力计算公式 1 Allowable Anchor Bolt Stress/Allowable Shell Stress at Anchor attachment   锚固螺栓许用应力/螺栓座处的壳体许用应力 (Mpa)
Design Pressure     设计压力 [(P-0.08th)*D2*785]-W1 66.7  97.9  181.7 
Test Pressure      试验压力 [(Pt-0.08th)*D2*785]-W1 86.2  130.6  227.1 
Failure Pressure    失效压力 [(1.5*Pf-0.08th)*D2*785]-W3 208.9  235.0  272.5 
Wind Load 风载荷 [4*Mw/D]-W2 20.4  188.0  227.1 
Seismic Load        地震载荷 [4*Ms/D]-W2 76.1  188.0  227.1 
Design Pressure+Wind    设计压力+风载荷 [(αP-0.08th)*D2*785]+[4*Mw/D]-W1 51.6  130.6  227.1 
Design Pressure+Seismic 设计压力+地震载荷 [(αP-0.08th)*D2*785]+[4*Ms/D]-W1 107.4  188.0  227.1 
Failure Pressure When Roof-To-Shell Joint Is Frangible   罐顶板与罐壁采用弱连接结构时的破坏压力荷载 [(3*Pf-0.08th)*D2*785]-W3 弱连接时方须校核 235.0  272.5 
There: P— Design Pressure , P= 17 KPa
其中： 设计压力
th—
Roof Plate Effective Thickness ，
th=
6.10  mm
罐顶板有效厚度
D— Tank Diameter ， D= 12 m
罐直径
α— Load Coefficient，If T≤90℃，α=0.4， α= 0.40 
α=Operate Internal Pressure/Design Internal Pressure，
载荷系数，0.4，操作内压与设计内压比值之间的最大值
N— Nember of the Anchor Bolts, N= 20
锚栓数量，
M— Nominal Dia. of Anchor Bolt, M 48 mm
锚栓公称直径，
CA4—
Corrosion Allowance of the Anchor Bolts,
CA4=
3 mm
锚栓的腐蚀裕量，
Relb0—
Minimum Yield Strength of the Anchor Bolts,
Relb0=
235 Mpa
锚栓的屈服强度下限值，
Ab—
Section Area of Each Anchor Bolt,
Ab=
0.0012302  m2
每个锚栓的截面积，
Pt— Test Pressure ， Pt= 21.25 KPa
试验压力
Pi—
Maximum Design Pressure Of Tank，According to GB50341-2014 Appendix A.3.2
1 储罐的最大设计压力，根据GB50341-2014附录A.3.2
Pi=
20.70  KPa
Pf—
Failure Pressure ，According to GB50341-2014 Appendix A.3.5
1 失效压力,根据GB50341-2014附录A.3.5
Pf=
32.74  KPa
W1—
Dead Load of Shell Minus any Corrosion Allowance 
W1=
226404.1  N
and any Dead Load other than Roof Plate Acting 
on the Shell Minus any Corrosion Allowance ，
不包括腐蚀裕量的罐壁所承受的固定载荷
（但是不包括罐顶所产生的固定载荷）
W2—
Dead Load of Shell Minus any Corrosion Allowance 
W2=
282835.1  N
and any Dead Load including Roof Plate Acting 
on the Shell Minus any Corrosion Allowance ，
不包括腐蚀裕量的罐壁所承受的固定载荷
（但是包括罐顶所产生的固定载荷）
W3—
Dead Load of the Shell Using as-built Thickness
W3=
357749.4  N
and any Dead Load other than Roof Plate Acting 
on the Shell Using as-built Thickness ，
建成后的罐壁所承受的固定载荷
（但是不包括罐顶所产生的固定载荷）
Mw— Wind Moment ，
风载荷产生的力矩 Mw= 2350992  N-m
Ms— Seismic Moment ，
地震载荷产生的力矩 Ms= 6466493  N-m
According to calculation result,anchor bolt is safe.
由上面表格的计算结果可得，锚栓设计合格。
10.Calaulation of Anchor Bolt Chair
  锚栓座设计计算
1)Rib Design
    筋板
 a.Compression Stress of Rib
    筋板的压应力
σG=
W/(2nδGL2)
There:
σG—
Compression Stress of Rib Pa
其中： 筋板的压应力，
W— Maximum Tensile Applied to Anchor Bolt, W= 1.32E+05 N
锚栓承受的最大拉力，
n— Anchor bolt Number, n= 20
锚栓数量，
δG—
Thickness of the Rib,
δG=
0.014 m
筋板厚度，
L2—
Width of the Rib,
L2=
0.13 m
筋板宽度，
σG=
1.81E+06 Pa     = 1.81  MPa
 b.Allowable Compression Stress of the Rib
    筋板的许用压应力
[σ]c= [1-0.4(λ/λc)2][σ]G/υ
λ= 0.5Lk/i
λc= π[E/(0.6[σ]G)]1/2
υ= 1.5+2(λ/λc)2/3
There: [σ]c— Allowable Compression Stress of the Rib, Pa
其中： 筋板的许用压应力，
υ— Ratio, υ= 1.5 
系数，
λ— Slenderness, λ= 28.42 
细长比，
Lk—
Length of the Rib,
Lk=
0.23 m
筋板长度，
i— Inertia Radius,
i=
0.0040  m
惯性半径，
λc— Critical slenderness,
λc=
161.99 
临界细长比，
E— Elasticity Moduls of the Rib Material, E= 2.01E+11 Pa
筋板材料的弹性模量，
[σ]G—
Allowable Stress of the Rib Material,
[σ]G=
126  MPa
筋板材料的许用应力， = 1.26E+08 Pa
i= 0.289δG
= 0.0040  m 
λ= 1
= 28.42 
λc= π[E/(0.6[σ]G)]1/2
= 161.99  ≥ λ
υ= 1.5+2(λ/λc)2/3
= 1.5 
[σ]c= 8.18E+07 Pa     = 81.85  Mpa
[σ]c ≥ σG It is safe!
安全!
2)Cover Plate
    盖板
 a.Maximum Stress of the Cover Plate,
    盖板的最大应力
σG=
WL3/[n(L2-d3)δc2]
There:
σG—
Maximum Stress of the Cover Plate, Pa
其中： 盖板的最大应力，
W— Maximum Tensile Applied to Anchor Bolt, W= 1.32E+05 N
锚栓承受的最大拉力，
L3—
Inside Space of Two Ribs,
L3=
0.1 m
筋板内侧间距，
n— Anchor Bolt Chair Number, n= 20
锚栓座数量，
L2—
Width of Rib,
L2=
0.13 m
筋板宽度，
d3—
Hole Diameter of the Cover Plate,
d3=
0.05 m
盖板上地脚螺栓孔直径，
δc— Thickness of the Cover Plate, δc= 0.02 m
盖板的厚度，
[σG]—
Allowable Stress of the Cover Plate Material,
[σG]=
126  MPa
盖板材料的许用应力， = 1.26E+08 Pa
σG=
2.06E+07 Pa     = 20.65  MPa
σG
≤ [σG] It is safe!
  安全!
3)Local Stress of the Shell Around the Cover Plate
  地脚螺栓盖板处筒体局部应力
1 捕获
There: σ— Local Stress of the Shell Around the Cover Plate,
其中： 地脚螺栓盖板处筒体局部应力， σ= 99  MPa
Pg— Design Internal Pressure, Pg= 0.017 MPa
设计内压，
ρ— The Maximum of Density of Contents And 1000 , ρ= 1090  kg/m3
储液的密度与1000的最大值，
d— The Height of Stiffening Ring Combined Section , d= 0.208 m
刚性环组合截面高度，如右图
R— Inside Radius of Shell, R= 6 m
罐体内半径，
F— Section Area of Stiffening Ring, F= 0.003352 m2
刚性环有效截面积，
F1—
Section Area of Pad,
F1=
0.002 m2
垫板有效截面积，
q'— Radial Unit Force, q'= 29430  N/m
径向单位力，
1
There: W— The Maximum Uplift Force of All Working Condition,
其中： 各工况举升力最大值， W= 2642602  N
Db—
Dia. of Anchor Bolt Circle,
Db=
12240 mm
地脚螺栓圆直径，
L— Structure Size, L= 0.11 m
结构尺寸，如右上图
Di—
Inside Diameter of Shell,
Di=
12000  mm
罐体内直径，
h— Structure Size, h= 0.262 m
结构尺寸，如右上图
[σ]— Allowable Stress Of Shell Material,  [σ]= 171 MPa
设计温度下壳体材料许用应力,
σ ≤ 0.85X[σ] It is safe!
安全!
计算程序
DownloadsDownloads
0
PointsPoints
5
PointsTips
Current Points Balance
Top up Points
The first download costs credits, subsequent downloads are free.
Download .xlsx/.xlsm file