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储罐设计计算书

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                                 (300)m3  储 罐 设 计 计 算 书
序号 名                    称 符  号 单 位 计  算  公  式 来 源 结 果
I 原始参数
1 公称容积 V m3 300
2 内径 D m 9.562
3 罐壁高度 HS m 9.6
4 场地类型 / / II
5 设计正压力 / Pa SH3046-92 1960
6 设计负压力 / Pa SH3046-92 490
7 试验正压力 / Pa 2450
8 试验负压力 / Pa 700
9 设计最高温度 / oC SH3046-92 90
10 设计最低温度 / oC -20
11 罐顶雪荷载 Pi Pa 1800
12 设计风压 ω0 Pa 500
13 风压高度变化系数 μz / SH3046-92 (5.5.3) 1.38
14 地震烈度 / 度 7
15 焊缝系数 φ / 人工焊 0.9
16 最大储液高度 HO m 4.2
17 设计储液高度 HL m 4.2
18 设计储液密度 ρ1 kg/m3 800~1000 1000
19 水压试验储液密度 ρ2 kg/m3 1000
20 罐壁板腐蚀裕量 C1 mm 1
21 罐底板腐蚀裕量 C2 mm 1
22 罐顶板腐蚀裕量 C3 mm 1
23 钢板厚度负偏差 C mm 1
24 计算容积 V' m3 (π/4 )D2H0 302
25 保温材料厚度 mm 0
26 保温材料密度 kg/m3 0
27 保温结构重 mi kg 由软件计算得出 0
II 罐底计算
1 罐底板长度 L2 m 6.00
2 罐底板宽度 W2 m 1.50
3 罐底板厚度(不含腐蚀裕量) δ b mm SH3046-92 (表 4.1.1)
(表4.1.2)		 6
4 罐底板腐蚀裕量 C2 mm 1
5 罐底板厚度 δb' mm δb + C2 7
6 罐底板材料 / / Q235-A
III 罐壁计算
1 罐壁板长度 L3 m 6.00
2 罐壁板宽度 W3 m 1.70
3 罐壁板材料 / / 20R
/ / Q235-A
4 罐壁钢板屈服极限 [σ]' MPa 235
5 罐壁钢板许用应力 [σ] MPa (2/3)[σ]' SH3046-92 (3.8.3) 156.7
6 钢板厚度负偏差 C mm 1
7 罐壁总圈数 / / INT(HS / W3) + 1 6
8 罐壁圈层编号(从罐底至罐顶) i / 1
2
3
4
5
6
9 计算罐壁的实际高度 h i m 见图
a. 第1圈罐壁的实际高度 h1 m 1.6
b. 第2圈罐壁的实际高度 h2 m 1.6
c. 第3圈罐壁的实际高度 h3 m 1.6
d. 第4圈罐壁的实际高度 h4 m 1.6
e. 第5圈罐壁的实际高度 h5 m 1.6
f. 第6圈罐壁的实际高度 h6 m 1.6
10 从计算罐壁底边至溢流液位的垂直距离 Hi m
a. 从第1圈罐壁底边至溢流液位的垂直距离 H1 m HO 4.20
b. 从第2圈罐壁底边至溢流液位的垂直距离 H2 m HO - h1 2.60
c. 从第3圈罐壁底边至溢流液位的垂直距离 H3 m HO - Σ( h1 ~ h2 ) 1.00
d. 从第4圈罐壁底边至溢流液位的垂直距离 H4 m HO - Σ( h1 ~ h3 ) -0.60
e. 从第5圈罐壁底边至溢流液位的垂直距离 H5 m HO - Σ( h1 ~ h4 ) -2.20
f. 从第6圈罐壁底边至溢流液位的垂直距离 H6 m HO - Σ( h1 ~ h5 ) -3.80
11 储存介质时的设计厚度 ti mm 0.0049[ρ1D(Hi - 0.3)]/[[σ]φ] + C + C1 SH3046-92 (5.3.1-1)
a. 储存介质时第1圈罐壁的设计厚度 t1 mm 0.0049[ρ1D(H1 - 0.3)]/[[σ]φ] + C + C1 3.30
b. 储存介质时第2圈罐壁的设计厚度 t2 mm 0.0049[ρ1D(H2 - 0.3)]/[[σ]φ] + C + C1 2.76
c. 储存介质时第3圈罐壁的设计厚度 t3 mm 0.0049[ρ1D(H3 - 0.3)]/[[σ]φ] + C + C1 2.23
d. 储存介质时第4圈罐壁的设计厚度 t4 mm 0.0049[ρ1D(H4 - 0.3)]/[[σ]φ] + C + C1 1.70
e. 储存介质时第5圈罐壁的设计厚度 t5 mm 0.0049[ρ1D(H5 - 0.3)]/[[σ]φ] + C + C1 1.17
f. 储存介质时第6圈罐壁的设计厚度 t6 mm 0.0049[ρ1D(H6 - 0.3)]/[[σ]φ] + C + C1 0.64
12 水压试验时的设计厚度 ti' mm 4.9[D(Hi - 0.3)]/[[σ]φ] + C SH3046-92 (5.3.1-2)
a. 水压试验时第1圈罐壁的设计厚度 t1' mm 4.9[D(H1 - 0.3)]/[[σ]φ] + C 2.30
b. 水压试验时第2圈罐壁的设计厚度 t2' mm 4.9[D(H2 - 0.3)]/[[σ]φ] + C 1.76
c. 水压试验时第3圈罐壁的设计厚度 t3' mm 4.9[D(H3 - 0.3)]/[[σ]φ] + C 1.23
d. 水压试验时第4圈罐壁的设计厚度 t4' mm 4.9[D(H4 - 0.3)]/[[σ]φ] + C 0.70
e. 水压试验时第5圈罐壁的设计厚度 t5' mm 4.9[D(H5 - 0.3)]/[[σ]φ] + C 0.17
f. 水压试验时第6圈罐壁的设计厚度 t6' mm 4.9[D(H6 - 0.3)]/[[σ]φ] + C -0.36
13 罐壁的设计厚度 δs i' mm CEILING( MAX(ti , ti') , 1 )
a. 第1圈罐壁的设计厚度 δs 1' mm CEILING( MAX(t1 , t1') , 1 ) 4
b. 第2圈罐壁的设计厚度 δs 2' mm CEILING( MAX(t2 , t2') , 1 ) 3
c. 第3圈罐壁的设计厚度 δs 3' mm CEILING( MAX(t3 , t3') , 1 ) 3
d. 第4圈罐壁的设计厚度 δs 4' mm CEILING( MAX(t4 , t4') , 1 ) 2
e. 第5圈罐壁的设计厚度 δs 5' mm CEILING( MAX(t5 , t5') , 1 ) 2
f. 第6圈罐壁的设计厚度 δs 6' mm CEILING( MAX(t6 , t6') , 1 ) 1
14 调整后罐壁的设计厚度 δs i mm δs i' + n
(考虑罐顶稳定性,需调整上部几圈罐壁厚度)
a. 调整后第1圈罐壁的设计厚度 δs 1 mm δs 1' +2 6
b. 调整后第2圈罐壁的设计厚度 δs 2 mm δs 2' +2 5
c. 调整后第3圈罐壁的设计厚度 δs 3 mm δs 3' +2 5
d. 调整后第4圈罐壁的设计厚度 δs 4 mm δs 4' +2 4
e. 调整后第5圈罐壁的设计厚度 δs 5 mm δs 5' +2 4
e. 调整后第6圈罐壁的设计厚度 δs 6 mm δs 6' +2 3
IV 罐壁加强圈设计
1 罐壁板规格厚度 t i mm =δs i
a. 第1圈罐壁板规格厚度 t1 mm =δs 1 6
b. 第2圈罐壁板规格厚度 t2 mm =δs 2 6
c. 第3圈罐壁板规格厚度 t3 mm =δs 3 6
d. 第4圈罐壁板规格厚度 t4 mm =δs 4 6
e. 第5圈罐壁板规格厚度 t5 mm =δs 5 6
f. 第6圈罐壁板规格厚度 t6 mm =δs 6 6
2 顶圈罐壁板的规格厚度 t min mm =δs 6 6
3 各圈罐壁板的实际高度 h i m 见图
a. 第1圈罐壁板实际高度 h1 m 1.6
b. 第2圈罐壁板实际高度 h2 m 1.6
c. 第3圈罐壁板实际高度 h3 m 1.6
d. 第4圈罐壁板实际高度 h4 m 1.6
e. 第5圈罐壁板实际高度 h5 m 1.6
4 各圈罐壁板的当量高度 He i m hi (tmin / ti)2.5 SH3046-92 (5.5.2-3)
a. 第1圈罐壁板当量高度 He1 m h1 (tmin / t1)2.5 1.600
b. 第2圈罐壁板当量高度 He2 m h2 (tmin / t2)2.5 1.600
c. 第3圈罐壁板当量高度 He3 m h3 (tmin / t3)2.5 1.600
d. 第4圈罐壁板当量高度 He4 m h4 (tmin / t4)2.5 1.600
e. 第5圈罐壁板当量高度 He5 m h5 (tmin / t5)2.5 1.600
5 罐壁筒体的当量高度 HE m ΣHei SH3046-92 (5.5.2-2) 8.000
6 罐壁筒体的临界压力 Pc r Pa 16000(D / HE)(tmin / D)2.5 SH3046-92 (5.5.2-1) 5964.65
7 罐壁筒体的设计外压 P0 Pa 2.25μzω0 + q SH3046-92 (5.5.5) 2042.50
a. 设计负压 q Pa 490.00
8 罐壁加强圈数量 n / INT(P0 / Pcr) SH3046-92 (5.5.6-2) 0
9 罐壁加强圈至包边角钢的实际距离 Le m (HE + 0.02) / (n+1) SH3046-92 (5.5.7) 8.02
10 罐壁加强圈的最小截面尺寸 / mm L 125x80x8 SH3046-92 (表 5.5.10)
11 罐壁加强圈的材料 / / Q235-A.F
V 罐壁抗震设计
1 地震烈度 / 度 7
(一)
罐壁轴向应力抗震验算
2 储罐的总水平地震作用标准值 FEK N ηαmax  mg GB50191-93 (19.2.6-1) 6.83E+05
a. 罐体影响系数 η / GB50191-93 (19.2.6) 1.1
b. 水平地震影响系数最大值 αmax / 见附表 1 GB50191-93 (5.1.5-1) 0.25
c. 储液高度 hw m =HO 4.2
d. 底圈罐壁厚度 t1 m δs 1 / 1000 0.006
e. 底圈罐壁平均直径 d1 m D + t1 9.568
f. 径高比 / / d1 / hw 2.28
g. 动液系数 ψw / 见附表 2 GB50191-93 (19.2.6) 0.84
h. 罐内储液总质量 mL kg ρ2π(D / 2)2 hw 3.02E+05
i. 产生地震作用的储液等效质量 m kg ψw  mL GB50191-93 (19.2.6-2) 2.53E+05
3 总水平地震作用标准值对罐壁底部产生的弯矩 M1 N.m 0.45ξFEK hw GB50191-93 (19.2.7) 516701.1561
a. 地震效应折减系数 ξ / GB50191-93 (19.2.7) 0.40
4 罐壁底部的最大轴向压应力 σ1 Pa N / A + CLM1 / W GB50191-93 (19.2.9) 2.64E+06
a. 罐壁,罐顶,保温层等自重标准值和雪荷载标准值的50%之和 G N ΣGi 见图 1.73E+05
(a1). 罐壁自重标准值 G1 N 9367 x 9.81 见图 9.19E+04
(a2). 罐顶自重标准值 G2 N 1702 x 9.81 见图 1.67E+04
(a3). 保温层自重标准值 G3 N mi x 9.81 0.00E+00
(a4). 雪荷载标准值的50% G4 N 0.5Pi S 6.41E+04
b. 罐顶(光球壳 )截面半径 r m D/2 - 0.02 见图 4.761
c. 罐顶(光球壳 )投影面积 S m2 πr2  71.21
d. 罐壁底部所承受的重力荷载代表值 N N =G 1.73E+05
e. 底圈罐壁厚度 t1 m  δs 1 / 1000 0.006
f. 底圈罐壁平均直径 d1 m D + t1 9.568
g. 底圈罐壁截面面积 A m2 πd1t1 0.18
h. 翘离影响系数 CL / GB50191-93 (19.2.9) 1.40
j. 底圈罐壁截面抵抗矩 W m3 0.785d12t1 0.43
5 罐壁的许用临界压力 [σc r] Pa 0.15E t1 / d1 1.81E+07
a. 罐壁材料在操作温度时的弹性模量 E Pa SH3046-92 (表 3.1.4) 1.92E+11
6 校核不等式 / Pa σ1 - [σc r]  (应 ≤ 0) -1.54E+07
(二)
罐内液面晃动波高抗震验算
7 罐内液体晃动基本自振周期 Ts s 2π{[d1/(3.682g)]cth(3.682hw/d1)}0.5 GB50191-93 (19.2.5) 3.36
8 水平地震作用下罐内液面晃动最大波高 hmax m 1.5αw1 r2 GB50191-93 (19.2.8-1) 0.94
a. 相应于罐内液体晃动基本自振周期的水平地震影响系数 αw1 / 0.389 / Ts0.9 GB50191-93 (19.2.8-2) 0.13
b. 底圈罐壁内半径 r2 m D / 2 4.781
9 罐内溢流液位至罐壁顶部的最小距离 ht m =HS - HO 5.40
10 校核不等式 / m ht  -  hmax  (应 ≥ 0) GB50191-93 (19.2.12) 4.46
在( )度地震发生时罐壁稳定
IV 罐顶(光球壳)计算
(一)
罐顶板厚度计算
1 罐顶板材料 / / Q235-A
2 罐顶板弹性模量 E MPa SH3046-92 (表 3.1.4) 192000
3 罐顶板规格厚度(不含腐蚀裕量) δr mm 先假定,根据罐顶稳定性的验算逐步逼近 SH3046-92 (6.1.2) 4.5
4 罐顶板腐蚀裕量 C3 mm 1
5 罐顶板设计厚度(1) δr1' mm δr + C3 5.5
6 罐顶板厚度偏差 Cr mm 1
7 罐顶(光球壳 )曲率半径 R m (0.8~1.2)D SH3046-92 (6.5.1) 11.4744
8 罐顶起始角 θ o sin-1[(D/2-0.02)/R] 见图 24.51
弧度 π x θ / 180 0.43
9 罐顶设计外压(罐顶为光球壳 ) P Pa P1 + P2 SH3046-92 (6.2.2) 1557.76
a. 罐顶(光球壳 )高度 h m R(1-cosθ) 见图 1.034
c. 罐顶(光球壳 )截面半径 r m D/2 - 0.02 见图 4.761
d. 罐顶(光球壳 )投影面积 S m2 πr2  71.21
e. 罐顶(光球壳 )总重量 Gr N 1702 x 9.81 见图 2.55E+04
f. 罐顶(光球壳 )总重量的等效压力荷载 P1 Pa Gr / S 357.76
h. 附加压力荷载 P2 Pa 1200 1200.00
10 罐顶板设计厚度(2) δr2' mm R(10P/E)(1/2) + C3 + Cr 5
11 罐顶板设计厚度 δr' mm CEILING( MAX(δr1' , δr2') , 1 ) 6
(二)
罐顶与罐壁连接强度及包边角钢计算
12 底圈(第6层)罐壁板厚度 δs 4 mm 6
13 包边角钢厚度 δa mm 先假定,根据罐顶稳定性的验算逐步逼近 SH3046-92 (5.2.1) 6
14 包边角钢宽度 Wa mm 先假定,根据罐顶稳定性的验算逐步逼近 SH3046-92 (5.2.1) 63
15 罐顶与罐壁连接处的有效面积 A mm2 A1+A2+A3 (见后面附图1) SH3046-92 (6.1.3) 2130.00
a. 包边角钢截面积 A1 mm2 δa x (2Wa -δa) 720.00
b. 罐顶板的有效截面积 A2 mm2 (16δr ' ) x δr' 576.00
c. 顶圈罐壁板的有效截面积 A3 mm2 (Wa - 20 + 16δs 4) x δs 6 834.00
16 校核不等式 A - 0.001PD2/tgθ (应 ≥0) SH3046-92 (6.1.3) 1817.68
罐顶与罐壁的连接强度及包边角钢截面尺寸满足要求 L 63x63x6
17 罐顶板的数量 / 张 根据软件计算确定 见图 14
(三)
罐顶稳定性计算
18 罐顶(光球壳)外压 [P] Pa =P 1557.76
顶板厚度满足要求,罐顶稳定

附表 1
地震烈度 (degree) 7  8  9 
αmax 0.25 0.50 1.00
附表 2
d 1 / h w 0.00 1.00 1.33 2.00 3.00 4.00 5.00 6.00
ψw 1.00 0.78 0.71 0.54 0.38 0.28 0.23 0.19

                                  (   )m3   储   罐   设   计   汇   总                                                          
序号 名                    称 符  号 单 位 结 果
I 罐底
1 罐底板长度 L2 m 6
2 罐底板宽度 W2 m 1.5
3 罐底板厚度 δb' mm 7
4 罐底板材料 / / Q235-A
II 罐壁
1 罐壁板长度 L3 m 6
2 罐壁板宽度 W3 m 1.7
3 调整后罐壁的设计厚度 δsi mm
a. 调整后第1圈罐壁的设计厚度 δs1 mm 6
b. 调整后第2圈罐壁的设计厚度 δs2 mm 5
c. 调整后第3圈罐壁的设计厚度 δs3 mm 5
#REF! #REF! δs4 #REF! #REF!
#REF! #REF! δs5 #REF! #REF!
#REF! #REF! δs6 #REF! #REF!
#REF! #REF! δs7 #REF! #REF!
#REF! #REF! δs8 #REF! #REF!
#REF! #REF! δs9 #REF! #REF!
#REF! #REF! δs10 #REF! #REF!
4 罐壁板材料 / / 20R
/ / Q235-A
IV 罐壁加强圈
1 罐壁加强圈的材料 / Q235-A.F
2 罐壁加强圈数量 / 0
3 罐壁加强圈至包边角钢的实际距离 m 8.02
4 罐壁加强圈的最小截面尺寸 mm L 125x80x8
V 罐壁抗震
1 地震烈度 / 度 7
2 罐壁底部的最大轴向压应力 σ１ Pa 2.64E+06
3 罐壁的许用临界压力 ［σcr ] Pa 1.81E+07
4 校核不等式 / Pa σ１<［σcr ]
5 水平地震作用下罐内液面晃动最大波高 hmax m 0.94
6 罐内溢流液位至罐壁顶部的最小距离 ht m 5.40
7 校核不等式 / m hmax<ht
在( )度地震发生时罐壁稳定
III 罐顶
1 罐顶板材料 / / Q235-A
2 罐顶板设计厚度 δr' mm 6
3 包边角钢厚度 δa mm 6
4 包边角钢宽度 Wa mm 63
5 校核不等式 / / A>0.001PD2/tgθ
罐顶与罐壁的连接强度及包边角钢截面尺寸满足要求 mm L 63x63x6
6 罐顶板的数量 / 张 14
7 罐顶(光球壳 )曲率半径 R m 11.4744
8 罐顶设计外压(罐顶为光球壳 ) P Pa 1557.76
9 罐顶(光球壳)外压 [P] Pa 1557.76
顶板厚度满足要求,罐顶稳定

         CALCULATION OF SHELL THICKNESS BY THE 1-FOOT METHOD  (API  650)
No. Name Symbol Unit Formulas Source Data
I Design data
1 Height of shell Hs m 17.5
Height of shell Hs feet 57.41
2 Inside diameter D m 30
Inside diameter D feet 98.43
3 Over flow liquid level H m 16.9
Over flow liquid level H feet 55.45
4 Design liquid specific gravity G / 0.80~1.00 1.00
5 Corrosion allowance of shell plate CA mm 3
Corrosion allowance of shell plate CA inch 0.12
II Calculation of shell thickness
1 Material of shell plate / / A36
2 Width of shell plate W inch 72
Width of shell plate W feet 6
3 Tensile strength of shell plate [σ]t MPa 400
Tensile strength of shell plate [σ]t psi 58000
4 Yield strength of shell plate [σ]y MPa 250
Yield strength of shell plate [σ]y psi 36000
5 Allowable stress for the design condition Sdy MPa (2/3)[σ]y API STANDARD 650 (3.6.2.1) 166.7
Allowable stress for the design condition Sdy psi (2/3)[σ]y 24000
Allowable stress for the design condition Sdt MPa (2/5)[σ]t API STANDARD 650 (3.6.2.1) 160
Allowable stress for the design condition Sdt psi (2/5)[σ]t 23200
Allowable stress for the design condition Sd MPa MIN(Sdy , Sdt) 160
Allowable stress for the design condition Sd psi MIN(Sdy , Sdt) 23200
6 Allowable stress for the hydrostatic test condition Sty MPa (2/3)[σ]y API STANDARD 650 (3.6.2.1) 166.7
Allowable stress for the hydrostatic test condition Sty psi (2/3)[σ]y 24000
Allowable stress for the hydrostatic test condition Stt MPa (2/5)[σ]t API STANDARD 650 (3.6.2.1) 160
Allowable stress for the hydrostatic test condition Stt psi (2/5)[σ]t 23200
Allowable stress for the hydrostatic test condition St MPa MIN(Sty , Stt) 160
Allowable stress for the hydrostatic test condition St psi MIN(Sty , Stt) 23200
7 Shell courses / / INT(Hs / W) + 1 10
8 Course No. i / 1
(from bottom to roof) 2
3
4
5
6
7
8
9
10
9 Actual height of No.i shell course h i' m DRAWING NO. MD7133
a. actual height of No.1 shell course h 1' m 1.809
b. actual height of No.2 shell course h 2' m 1.809
c. actual height of No.3 shell course h 3' m 1.809
d. actual height of No.4 shell course h 4' m 1.809
e. actual height of No.5 shell course h 5' m 1.809
f. actual height of No.6 shell course h 6' m 1.809
g. actual height of No.7 shell course h 7' m 1.809
h. actual height of No.8 shell course h 8' m 1.809
i. actual height of No.9 shell course h 9' m 1.809
j. actual height of No.10 shell course h 10' m 1.199
10 Actual height of No.i shell course hi feet h i' x 3.2808
a. actual height of No.1 shell course h1 feet h 1' x 3.2808 5.93
b. actual height of No.2 shell course h2 feet h 2' x 3.2808 5.93
c. actual height of No.3 shell course h3 feet h 3' x 3.2808 5.93
d. actual height of No.4 shell course h4 feet h 4' x 3.2808 5.93
e. actual height of No.5 shell course h5 feet h 5' x 3.2808 5.93
f. actual height of No.6 shell course h6 feet h 6' x 3.2808 5.93
g. actual height of No.7 shell course h7 feet h 7' x 3.2808 5.93
h. actual height of No.8 shell course h8 feet h 8' x 3.2808 5.93
i. actual height of No.9 shell course h9 feet h 9' x 3.2808 5.93
j. actual height of No.10 shell course h10 feet h 10' x 3.2808 3.93
11 Vertical distance (from the bottom of No.i shell course to the over flow liquid level) Hi feet
a. vertical distance (from the bottom of No.1 shell course to the over flow liquid level) H1 feet H 55.45
b. vertical distance (from the bottom of No.2 shell course to the over flow liquid level) H2 feet H - h1 49.51
c. vertical distance (from the bottom of No.3 shell course to the over flow liquid level) H3 feet H - Σ( h1 ~ h2 ) 43.58
d. vertical distance (from the bottom of No.4 shell course to the over flow liquid level) H4 feet H - Σ( h1 ~ h3 ) 37.64
e. vertical distance (from the bottom of No.5 shell course to the over flow liquid level) H5 feet H - Σ( h1 ~ h4 ) 31.71
f. vertical distance (from the bottom of No.6 shell course to the over flow liquid level) H6 feet H - Σ( h1 ~ h5 ) 25.77
g. vertical distance (from the bottom of No.7 shell course to the over flow liquid level) H7 feet H - Σ( h1 ~ h6 ) 19.84
h. vertical distance (from the bottom of No.8 shell course to the over flow liquid level) H8 feet H - Σ( h1 ~ h7 ) 13.90
i. vertical distance (from the bottom of No.9 shell course to the over flow liquid level) H9 feet H - Σ( h1 ~ h8 ) 7.97
j. vertical distance (from the bottom of No.10 shell course to the over flow liquid level) H10 feet H - Σ( h1 ~ h9 ) 2.03
12 Design shell thickness  td i inch 2.6D(Hi-1)G/Sd + CA API STANDARD 650    (3-8)
a. design shell thickness of No.1 course td 1 inch 2.6D(H1-1)G/Sd + CA 0.72
b. design shell thickness of No.2 course td 2 inch 2.6D(H2-1)G/Sd + CA 0.65
c. design shell thickness of No.3 course td 3 inch 2.6D(H3-1)G/Sd + CA 0.59
d. design shell thickness of No.4 course td 4 inch 2.6D(H4-1)G/Sd + CA 0.52
e. design shell thickness of No.5 course td 5 inch 2.6D(H5-1)G/Sd + CA 0.46
f. design shell thickness of No.6 course td 6 inch 2.6D(H6-1)G/Sd + CA 0.39
g. design shell thickness of No.7 course td 7 inch 2.6D(H7-1)G/Sd + CA 0.33
h. design shell thickness of No.8 course td 8 inch 2.6D(H8-1)G/Sd + CA 0.26
i. design shell thickness of No.9 course td 9 inch 2.6D(H9-1)G/Sd + CA 0.19
j. design shell thickness of No.10 course td 10 inch 2.6D(H10-1)G/Sd + CA 0.13
13 Hydrostatic test shell thickness tt i inch 2.6D(Hi-1)/St API STANDARD 650    (3-8)
a. hydrostatic test shell thickness of No.1 course tt 1 inch 2.6D(H1-1)/St 0.60
b. hydrostatic test shell thickness of No.2 course tt 2 inch 2.6D(H2-1)/St 0.54
c. hydrostatic test shell thickness of No.3 course tt 3 inch 2.6D(H3-1)/St 0.47
d. hydrostatic test shell thickness of No.4 course tt 4 inch 2.6D(H4-1)/St 0.40
e. hydrostatic test shell thickness of No.5 course tt 5 inch 2.6D(H5-1)/St 0.34
f. hydrostatic test shell thickness of No.6 course tt 6 inch 2.6D(H6-1)/St 0.27
g. hydrostatic test shell thickness of No.7 course tt 7 inch 2.6D(H7-1)/St 0.21
h. hydrostatic test shell thickness of No.8 course tt 8 inch 2.6D(H8-1)/St 0.14
i. hydrostatic test shell thickness of No.9 course tt 9 inch 2.6D(H9-1)/St 0.08
j. hydrostatic test shell thickness of No.10 course tt 10 inch 2.6D(H10-1)/St 0.011
14 Shell thickness ti inch MAX(tdi , tti)
a.  shell thickness of No.1 course t1 inch MAX(td1 , tt1) 0.72
b.  shell thickness of No.2 course t2 inch MAX(td2 , tt2) 0.65
c.  shell thickness of No.3 course t3 inch MAX(td3 , tt3) 0.59
d.  shell thickness of No.4 course t4 inch MAX(td4 , tt4) 0.52
e.  shell thickness of No.5 course t5 inch MAX(td5 , tt5) 0.46
f.  shell thickness of No.6 course t6 inch MAX(td6 , tt6) 0.39
g.  shell thickness of No.7 course t7 inch MAX(td7 , tt7) 0.33
h.  shell thickness of No.8 course t8 inch MAX(td8 , tt8) 0.26
i.  shell thickness of No.9 course t9 inch MAX(td9 , tt9) 0.19
j.  shell thickness of No.10 course t10 inch MAX(td10 , tt10) 0.13
15 Shell thickness t i' mm INT(t i x 25.4)+1
a.  shell thickness of No.1 course t1' mm INT(t 1 x 25.4)+1 19
b.  shell thickness of No.2 course t2' mm INT(t 2 x 25.4)+1 17
c.  shell thickness of No.3 course t3' mm INT(t 3 x 25.4)+1 15
d.  shell thickness of No.4 course t4' mm INT(t 4 x 25.4)+1 14
e.  shell thickness of No.5 course t5' mm INT(t 5 x 25.4)+1 12
f.  shell thickness of No.6 course t6' mm INT(t 6 x 25.4)+1 10
g.  shell thickness of No.7 course t7' mm INT(t 7 x 25.4)+1 9
h.  shell thickness of No.8 course t8' mm INT(t 8 x 25.4)+1 7
i.  shell thickness of No.9 course t9' mm INT(t 9 x 25.4)+1 5
j.  shell thickness of No.10 course t10' mm INT(t 10 x 25.4)+1 4
16 Compare with  SH3046-92
罐壁的设计厚度 δsi' mm
a.  shell thickness of No.1 course δs 1' mm 4
b.  shell thickness of No.2 course δs 2' mm 3
c.  shell thickness of No.3 course δs 3' mm 3
d.  shell thickness of No.4 course δs 4' mm #REF!
e.  shell thickness of No.5 course δs 5' mm #REF!
f.  shell thickness of No.6 course δs 6' mm #REF!
g.  shell thickness of No.7 course δs 7' mm #REF!
h.  shell thickness of No.8 course δs 8' mm #REF!
i.  shell thickness of No.9 course δs 9' mm #REF!
j.  shell thickness of No.10 course δs 10' mm #REF!

                  SEISMIC DESIGN OF (     )m3 FUEL OIL STORAGE TANK  (API  650)             
No. Name Symbol Unit Formulas Source Data
I Design data
1 Height of shell Hs m 17.5
Height of shell Hs feet 57.41
2 Inside diameter D m 30
Inside diameter D feet 98.43
3 Over flow liquid level H m 16.9
Over flow liquid level H feet 55.45
4 Ratio D/H / 1.78
5 Design liquid specific gravity G / 1.00
6 Corrosion allowance of shell plate CA mm 3
Corrosion allowance of shell plate CA inch 0.12
II Seismic design
1 Seismic governing code / / UBC Zone 2B
2 Seismic zone factor Z / API STANDARD 650 (Table E-2) 0.2
3 Importance factor I / API STANDARD 650 (E.3.1) 1.0
4 Lateral earthquake force coefficient C1 / API STANDARD 650 (E.3.3.1) 0.6
5 Lateral earthquake force coefficient C2 / 3.375S / T2 API STANDARD 650 (E.3.3.2) 0.11
a. factor k / obtained from Figure E-4 for the ratio D/H API STANDARD 650 (Figure E-4) 0.6
b. natural period of the first sloshing mode T seconds kD0.5 API STANDARD 650 (E.3.3.2) 5.95
c. site coefficient S / API STANDARD 650 (Table E-3) 1.20
6 Total weight of the tank shell Ws pounds ΣWsi (i=1~10) 407306
a. weight of No.1 shell course Ws1 pounds 29466 / 0.4536 DRAWING NO. MD7133 64960
b. weight of No.2 shell course Ws2 pounds 26786 / 0.4536 DRAWING NO. MD7133 59052
c. weight of No.3 shell course Ws3 pounds 25446 / 0.4536 DRAWING NO. MD7133 56098
d. weight of No.4 shell course Ws4 pounds 22766 / 0.4536 DRAWING NO. MD7133 50190
e. weight of No.5 shell course Ws5 pounds 18747 / 0.4536 DRAWING NO. MD7133 41329
f. weight of No.6 shell course Ws6 pounds 16067 / 0.4536 DRAWING NO. MD7133 35421
g. weight of No.7 shell course Ws7 pounds 13389 / 0.4536 DRAWING NO. MD7133 29517
h. weight of No.8 shell course Ws8 pounds 12050 / 0.4536 DRAWING NO. MD7133 26565
i. weight of No.9 shell course Ws9 pounds 12050 / 0.4536 DRAWING NO. MD7133 26565
j. weight of No.10 shell course Ws10 pounds 7987 / 0.4536 DRAWING NO. MD7133 17608
7 Actual height of No.i shell course h i feet
a. actual height of No.1 shell course h1 feet 1.809 x 3.2808 DRAWING NO. MD7133 5.93
b. actual height of No.2 shell course h2 feet 1.809 x 3.2808 DRAWING NO. MD7133 5.93
c. actual height of No.3 shell course h3 feet 1.809 x 3.2808 DRAWING NO. MD7133 5.93
d. actual height of No.4 shell course h4 feet 1.809 x 3.2808 DRAWING NO. MD7133 5.93
e. actual height of No.5 shell course h5 feet 1.809 x 3.2808 DRAWING NO. MD7133 5.93
f. actual height of No.6 shell course h6 feet 1.809 x 3.2808 DRAWING NO. MD7133 5.93
g. actual height of No.7 shell course h7 feet 1.809 x 3.2808 DRAWING NO. MD7133 5.93
h. actual height of No.8 shell course h8 feet 1.809 x 3.2808 DRAWING NO. MD7133 5.93
i. actual height of No.9 shell course h9 feet 1.809 x 3.2808 DRAWING NO. MD7133 5.93
j. actual height of No.10 shell course h10 feet 1.199 x 3.2808 DRAWING NO. MD7133 3.93
8 Height from the bottom of the tank shell to the shell's center of gravity Xs feet (ΣWsi Xsi) / Ws  (i=1~10) 23.30
a1. height from the bottom of the tank shell to No.1 shell course's center of gravity Xs1 feet h1 / 2 2.97
b1. height from the bottom of the tank shell to No.2 shell course's center of gravity Xs2 feet h1 + h2 / 2 8.90
c1. height from the bottom of the tank shell to No.3 shell course's center of gravity Xs3 feet Σ( h1 ~ h2 ) + h3 / 2 14.84
d1. height from the bottom of the tank shell to No.4 shell course's center of gravity Xs4 feet Σ( h1 ~ h3 ) + h4 / 2 20.77
e1. height from the bottom of the tank shell to No.5 shell course's center of gravity Xs5 feet Σ( h1 ~ h4 ) + h5 / 2 26.71
f1. height from the bottom of the tank shell to No.6 shell course's center of gravity Xs6 feet Σ( h1 ~ h5 ) + h6 / 2 32.64
g1. height from the bottom of the tank shell to No.7 shell course's center of gravity Xs7 feet Σ( h1 ~ h6 ) + h7 / 2 38.58
h1. height from the bottom of the tank shell to No.8 shell course's center of gravity Xs8 feet Σ( h1 ~ h7 ) + h8 / 2 44.51
i1. height from the bottom of the tank shell to No.9 shell course's center of gravity Xs9 feet Σ( h1 ~ h8 ) + h9 / 2 50.45
j1. height from the bottom of the tank shell to No.10 shell course's center of gravity Xs10 feet Σ( h1 ~ h9 ) + h10 / 2 55.38
a2. / foot-pounds Ws1 Xs1 1.93E+05
b2. / foot-pounds Ws2 Xs2 5.26E+05
c2. / foot-pounds Ws3 Xs3 8.32E+05
d2. / foot-pounds Ws4 Xs4 1.04E+06
e2. / foot-pounds Ws5 Xs5 1.10E+06
f2. / foot-pounds Ws6 Xs6 1.16E+06
g2. / foot-pounds Ws7 Xs7 1.14E+06
h2. / foot-pounds Ws8 Xs8 1.18E+06
i2. / foot-pounds Ws9 Xs9 1.34E+06
j2. / foot-pounds Ws10 Xs10 9.75E+05
9 Total weight of the tank roof Wr pounds ΣWri (i=1~4) 147070
a. weight of roof Wr1 pounds 59432 / 0.4536 DRAWING NO. MD7134 131023
b. weight of centric roof Wr2 pounds 299 / 0.4536 DRAWING NO. MD7134 659
c. weight of reinforcing rib Wr3 pounds 6650 / 0.4536 DRAWING NO. MD7134 14660
d. weight of tie plate Wr4 pounds 330 / 0.4536 DRAWING NO. MD7134 728
10 Total height of the tank shell Ht feet =Hs 57.41
11 Weight of the effective mass of tank contents that move in unison with the tank shell W1 pounds API STANDARD 650 (E.3.2.1) 1.58E+07
a. weight of the tank contents WT kg 1000G[π(D/2)2]H API STANDARD 650 (E.3.2.1) 1.19E+07
weight of the tank contents WT pounds WT / 0.4536 2.63E+07
b. W1 / WT / obtained from Figure E-4 for the ratio D/H API STANDARD 650 (Figure E-2) 0.60
12 Weight of the effective mass of tank contents that move in the first sloshing mode W2 pounds API STANDARD 650 (E.3.2.1) 1.05E+07
a. weight of the tank contents WT kg 1000G[π(D/2)2]H API STANDARD 650 (E.3.2.1) 1.19E+07
weight of the tank contents WT pounds WT / 0.4536 2.63E+07
b. W2 / WT / obtained from Figure E-2 for the ratio D/H API STANDARD 650 (Figure E-2) 0.40
13 Height from the bottom of the tank shell to the centroid of lateral seismic force applied to W1 X1 feet API STANDARD 650 (E.3.2.2) 21.07
a. X1 / H / obtained from Figure E-3 for the ratio D/H API STANDARD 650 (Figure E-3) 0.38
14 Height from the bottom of the tank shell to the centroid of lateral seismic force applied to W2 X2 feet API STANDARD 650 (E.3.2.2) 33.82
a. X2 / H / obtained from Figure E-3 for the ratio D/H API STANDARD 650 (Figure E-3) 0.61
15 Overturning moment M foot-pounds ZI(C1WsXs+C1WrHt+C1W1X1+C2W2X2) API STANDARD 650 (E.3.1) 5.02E+07
16 Max. weight of the tank contents that may be used to resist the shell overturning moment wL pounds/foot 7.9 tb (FbyGH)0.5 API STANDARD 650 (E.4.1) 5712.47
a. thickness of the bottom plate under the shell (annular bottom plate) tb mm 13.00
inch 0.51
b. material of the bottom plate under the shell (annular bottom plate) / / A36
c. minimum specified yield strength of the bottom plate under the shell (annular bottom plate) Fby psi ASTM/A36 36000
d. check / / 1.25GHD 6821.63
wL   <  1.25GHD API STANDARD 650 (E.4.1)
17 Weight of the tank shell and the portion of the fixed roof supported by the shell wt pounds/foot (Ws + Wa + Wr) / L API STANDARD 650 (E.4.1) 1803.04
a. total weight of the tank shell Ws pounds 407306
b. weight of top angle Wa pounds 1426 / 0.4536 DRAWING NO. MD7133 3144
c. total weight of the tank roof Wr pounds 147070
d. shell circumference L feet πD 309.21
18 Check / / M / [ D2(wt + wL)] API STANDARD 650 (E.5.1) 0.69
M/[ D2(wt + wL)]  <  1.57 API STANDARD 650 (E.5.1)
19 Max. longitudinal compressive force at the bottom of the shell b pounds/foot wt + 1.273M/D2 API STANDARD 650 (E.5.1) 8406.00
20 Max. allowable longitudinal compressive stress in the shell Fa psi 106t/(2.5D) + 600(GH)0.5 API STANDARD 650 (E.5.3) 7507.73
a. thickness of the bottom shell course (excluding any corrosion allowance) t mm 22 - 3 19.00
thickness of the bottom shell course (excluding any corrosion allowance) t inch 0.75
b. material of the bottom shell course / / A36
c. minimum specified yield strength of the bottom shell course Fty psi ASTM/A36 36000
d. check / / GHD2 / t2 9.60E+05
19 Max. longitudinal compressive stress at the bottom of the shell / psi b / (12t) API STANDARD 650 (E.5.3) 936.46
b/(12t)  <  Fa API STANDARD 650 (E.5.3)
The tank is structurally stable
Sheet1
Sheet2
Sheet4
Sheet5
Sheet6
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