MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
CALCULATION FOR STORAGE TANK
Reference spec.:
Process & Piping Specification
INPUT
GENERAL DATA
Design Code and Specification
=
API 650, 11th edition, add 1 Nov.
Tank Nominal Capacity (Vnom)
=
3000 kLiter
Location
Site
Design Pressure at top of tank
Design Vacuum at top of tank
Operating ratio (operating/design pressure)
Design temperature of tank
Roof Life Load
= East Kalimantan
= Miang Besar
=
1
=
0
=
0.4
=
10
100
=
Design Wind Velocity
Seismic Condition, Group
Site Classification
Grounf Snow Load (S)
Insulation thickness
Insulation Density
=
= III
= D
=
=
=
PRODUCT STORE
Fluid Name
Flash Point Temperature
Fluid Class
Specific Grafity
MATERIAL CONSTRUCTION
Roof Plate
Roof Plate Material
SMYS roof of Tank Material (Fyr)
=
=
Density (U)
=
Corrosion Allowance (CA)
=
Standard Plate Dimension
=
Widht
=
1.828 m x Lenght =
Shell Plate
Shell Plate Material
=
SMYS Shell of Tank Material (Fys)
=
kPa
kPa
°C
kg/m 2
190 km/h
Density (U)
=
Corrosion Allowance (CA)
=
Standard Plate Dimension
=
Widht
=
1.828 m x Lenght =
Bottom Plate
Bottom Plate Material
=
SMYS Bottom of Tank Material (Fyb)
=
0 kg/m 2
0 mm
0 kg/m 3
Density (U)
=
Corrosion Allowance (CA)
=
Standard Plate Dimension
=
1.828 m x Lenght =
Widht
=
Roof Frame
Frame Material
=
SMYS Frame of Roof Tank Material (F yt)
=
= Diesel Oil
55 ° C
=
=
II
0.835
=
TANK CONSTRUCTION
Joint Efficiency
=
0.85
Roof Type
=
Structurally Supported Conical Roof
Yes
Frangible Roof per API-650 5.10.2.6
=
Bottom Type
=
Flat bottom non-Annular
Density (U)
Corrosion Allowance (CA)
TANK TEST
Hydrostatic Test
Radiograpic Test
ASTM A-36
250 MPa
7865 kg/m 3
1 mm
6.096
m
ASTM A-36
250 MPa
7865 kg/m 3
2 mm
6.096
m
ASTM A-36
250 MPa
7865 kg/m 3
2.5 mm
6.096
m
ASTM A-36
250 MPa
=
=
7865 kg/m 3
0 mm
: Full Water (Design Liquid Level 1)
: Per API 650 A5.3
OUTPUT
TANK DRAWING
12
Roof Plate Thickness
Roof
:
6
mm
Shell Plate Thickness
Course Qty (n) :
Course #1
:
Course #2
:
Course #3
:
Course #4
:
Course #5
:
Course #6
:
Course #7
:
7
9
8
7
7
6
6
6
Nos
mm
mm
mm
mm
mm
mm
mm
1
Course # n
Course # (n-1)
Height of Tank (H)
12.60 m
.......
.......
Course #2
Coursel #1
Dia. Nominal (D)
=
18.29 m
Bottom Plate Thickness
9 mm
Bottom
:
Annular Plate
:
9 mm
800 mm
Annular Width :
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
CALCULATION FOR STORAGE TANK
Reference spec.:
Process & Piping Specification
TANK DRAWING
SHELL
RING #3
RING #2
RING #1 CENTER
RAFTER SUMMARY
Ring Radius
Ring Name
m
#1
2.29
#2
4.57
#3
6.86
Shell
9.14
Number of Girder
Number of Rafter
8
16
16
0
8
16
32
32
RAFTER SUMMARY
RAFTER
BRACING
No.
COLUMN
1
2
3
4
GIRDER
Description
#1
#2
#3
Shell
Type of Rafter
C 75x40x5
C 75x40x5
C 75x40x5
C 75x40x5
Weight /
Lenght
kg/m
6.920
6.920
6.920
6.920
Quantity
Lenght
Weight
Nos
8
16
32
32
m
1798.56
1794.63
1345.98
1794.63
TOTAL
kg
99.57
198.70
298.05
397.40
993.73
Quantity
Lenght
Weight
Nos
8
16
16
m
1.75
1.78
2.67
kg
97.03
197.43
296.14
TOTAL
590.60
Quantity
Lenght
Weight
Nos
8
8
16
1
mm
13.17
12.98
12.79
13.36
TOTAL
kg
4530.77
4465.41
8799.81
574.55
18370.53
RAFTER
GIRDER SUMMARY
TOP STIFFENER DETAIL
No.
1
2
3
Description
RING #1
RING #2
RING #3
Type of Girder
C 75x40x5
C 75x40x5
C 100x50x5
Weight /
Lenght
kg/m
6.920
6.920
6.920
COLUMN SUMMARY
No.
Compression Ring Detail
Stiffener Size
Stiffener Material
= API-650 Fig F-2, Detail a
= 70
x 70
x
7 mm
= ASTM A-36
1
2
3
Description
RING #1
RING #2
RING #3
CENTER
Type of Column
200mm 40sch 40 Pipe
200mm 40sch 40 Pipe
200mm 40sch 40 Pipe
200mm 40sch 40 Pipe
Weight /
Lenght
kg/m
43.00
43.00
43.00
43.00
m x Lenght =
=
=
=
=
=
=
m
kLiter
18.3
7
12.60
0.3
0.4
m
Nos
m
m
m
3206 kLiter
6.096
3000
DRAWING
INPUT
=
=
=
78.80 m3
105.07 m3
3000 m3
Maximum Fluid Hight for operation (Hmax)
=
12.12 m
= 3183.87 m3
SELECTION TANK CAPACITY CONCLUTION
Vmax ≤ Vtank ,thus selected diameter and hight of tank is acceptable
Maximum Capacity (Vmax=Vmin+Voff+Vnom)
RESULT
Minimum Operating Volume (Vmin)
Overfill Protection Level Requirement (Voff)
Tank Nominal Capacity (Vnom)
OUTPUT
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
API Standard 650, Table A-1a (SI) Typical size and corresponding Normal capacity (m 3) for tank with 1800-mm courses
API Standard 650, Table A-1b (UCS) Typical size and corresponding Normal capacity (barrels) for tank with 72-in courses
Capacity
Tank Height (m)/Number of Course in completed tank
Capacity
Tank Height (m)/Number of Course in completed tank
Tank
Tank
per m of
per ft of
3.6
5.4
7.2
9
10.8
12.6
14.4
16.2
18
12
18
24
30
36
42
48
54
60
Diameter
Remark Diameter
Remark
height
height
2
3
4
5
6
7
8
9
10
2
3
4
5
6
7
8
9
10
3
m
m
m
m
m
m
m
m
m
m
m
ft
barrels
ft
ft
ft
ft
ft
ft
ft
ft
ft
3
7.07
25
38
51
64
76
10
14
170
250
335
420
505
4.5
15.9
57
86
115
143
172
15
31.5
380
565
755
945
1130
6
18.3
102
153
204
254
305
356
407
20
56
670
1010
1340
1680
2010
2350
2690
7.5
44.2
159
239
318
398
477
557
636
716
795
25
87.4
1050
1570
2100
2620
3150
3670
4200
4720
5250
9
63.6
229
344
458
573
687
802
916
1031
1145
30
126
1510
2270
3020
3780
4530
5290
6040
6800
7550
10.5
86.6
312
468
623
779
935
1091
1247
1403
1559
35
171
2060
3080
4110
5140
6170
7200
8230
9250
10280
12
113
407
611
814
1018
1221
1425
1629
1832
2036
40
224
2690
4030
5370
6710
8060
9400
10740
12100
13430
13.5
143
515
773
1031
1288
1546
1804
2061
2319
2576
45
283
3400
5100
6800
8500
10200
11900
13600
15300
17000
15
177
636
954
1272
1590
1909
2227
2545
2863
3181
50
350
4200
6300
8400
10500
12600
14700
16800
18900
21000
18.288
254
916
1374
1832
2290
2748
3206
3664
4122
4580
60
504
6040
9060
12100
15110
18130
21150
24190 37220
28260
21
346
1247
1870
2494
3117
3741
4364
4988
5089 D=18
70
685
8230
12340
16450
20580
24700
28800
32930 30970
D=58
24
452
1629
2443
3257
4072
4886
5700
5474 D=20
80
895
10740
16120
21500
26880
32260
37600
35810 D=64
27
573
2061
3092
4122
5153
6184
6690 D=22
90
1133
13600
20400
27720
34030
40820
40510 D=73
30
707
2545
3817
5089
6362
7634 D=26
100
1399
16800
25200
33600
42000
48400 D=83
36
1018
3664
5497
7329
9161 D=30
120
2014
24190
36290
48380
58480 D=98
42
1385
4988
7481
9975 D=36
140
2742
32930
49350
65860 D=118
48
1810
6514
9772
11966
160
3581
43000
64510
74600
54
2290
8245
12367 D=46
180
4532
54430
81650 D=149
60
2828
10178
15268
200
5595
67200 100800
66
3421
12316
16303
220
6770
81310 102830
D=62
D=202
Selected Nominal Tank Diameter (D)
Selected Course Quantity (n)
Selected Hight of Tank (H)
Minimum Liquid Level
Difference Level between Normal Filling to
Design Level
TANK DIMENSION SELECTION
Selected Tank Capacity (Vtank)
1.828
=
=
Shell Plate
Standard Plate Dimension
Widht
=
DATA
Tank Nominal Capacity (Vnom)
Reference spec.: Process & Piping Specification
CALCULATION FOR STORAGE TANK
MIANG BESAR COAL TERMINAL
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
CALCULATION FOR STORAGE TANK
Reference spec.:
Process & Piping Specification
INPUT
ROOF DATA
Roof Plate Material
SMYS Roof of Tank Material (Fyr)
TOP STIFFENER
Stiffener Material
SMYS Stiffener Material (F)
Compression Ring Detail
Lenght of Angle Leg Parallel to the shell
Distance from top of shell to angle
Comp. Ring Joint Efficiency
Stiffener Size
Stiffener Area
Modulus of Section
= ASTM A-36
=
250 MPa
=
160 MPa
=
7865 kg/m 3
=
1 mm
=
1 kPa
=
0 kPa
0.4
=
=
100 kg/m 2
2
=
0 kg/m
2
=
20 kg/m
=
0 mm
=
0 kg/m 3
=
18.29 m
Allowable Design Strees (F)
Density (U)
Roof Corrosion Allowance (CA)
Design Pressure at Top of Tank (Pi)
Design Vacuum at Top of Tank
Operating ratio (Oerating/Design Pressure)
Live Load (Lr)
Ground Snow Load (S)
Additional Dead Load
Roof Insulation thickness
Roof Insulation Density
Nominal Tank Diameter (D)
ROOF CONSTRUCTION
Roof type of tank
=
Structurally Supported Conical Roof
4.76
Slope Roof
= 1 / 12 or
Roof Plate Weld Type
= Lap-Welded
Selected Roof Thickness
=
6 mm
= ASTM A-36
=
250 Mpa
= API-650 Fig F-2, Detail a
=
mm
=
mm
=
0.85
= 70 x 70 x
7
931
mm 2
=
=
8430 mm3
°
OUTPUT
DESIGN THICKNESS OF ROOF
(Ref. Paragraph 5.10.4.1, API 650-Supported Cone Roof)
Supporting cone roofs shall conform to the following requirements
■ 9.5 ≤ q ≤ 37 degree
( 1/6 ≤ slope ≤ 3/4 )
( Slope of the cone elements to the horizontal shall be m per m)
Plate Weight , assumsing 1/2" roof plate
=
Added Dead Load
=
DESIGN THICKNESS OF ROOF (CONT'd)
ACTUAL PARTICIPATING AREA OF ROOF TO SHELL JUNCTURE
Nominal Roof Thickness (tr= t-CA)
=
mm
5
:
2
Minimum Roof Live Load (Lr)
=
98.3 kg/m
2
20 kg/m
2
100 kg/m
Specific Snow Load (S)
=
2
0 kg/m
Specified external pressure (Pe)
=
=
Dead Load (DL)
1 kPa
2
102.04 kg/m
= Insulation + Plate Weight + Added Dead Load
=
0
x
0
+ 98.3 + 20
2
= 118.313 kg/m
Nominal Shell Thickness (ts= t-CA)
=
mm
4
D/2
9.144
R2 =
=
= 110.1 m
Sin T
Sin 4.76
Rc = D/2 =
9.14 m
From API-650 Figure F-2
Wc = 0.6 (Rcts)0.5
0.5
= 250t/Fy
Le
=
=
+
0.4* 102
Load combination (L2)
L2 = DL + Pe +0.4*MAX (S,Lr)
102.04 +
= 260.35 kg/m
Balance roof design Load (T)
T = MAX (L1,L2)
-
0
2
459 mm
Contributing Area due to Roof plate
2
Aroof
= Wh * tr
2
1113 mm
= 222.6 x 5 =
Actual part. Area of roof to shell juncture (per API 650) (A)
A = Aa + Ashell + Aroof
=
1/6 or 9.46 q
Minimum Slope Roof for Self-Supported Cone roof
=
D x √T
Nominal roof thickness (tr)
=
4.8 x sin T x √2.2
18.29 x √
2.55
=
4.8 x sin 9.46 x √2.2
=
24.96 mm
Nominal roof thickness base on API 5.10.5.1
Minimum roof thickness (trmin)
=
5 mm ( exclude CA)
=
931.00
= 931.00 mm 2
Contributing Area due to shell plate
Ashell
= Wc * ts
= 114.7 x 4 =
0.4* MAX (0,100)
= MAX (259.13,260.35)
= 260.35
kg/m 2
=
2.55 kPa
DESIGN THICKNESS AT DESIGN CONDITION FOR SELF-SUPPORTED CONE ROOF
Maximum roof thickness (trmax)
110.68 mm
= Stiffener area - unstiffened area
L1 = DL + MAX (S,Lr)+0.4*Pe
= 118.3 +
MAX (0,100)
= 259.13 kg/m 2
mm
= MIN ( 222.6 , 300)
= 222.60 mm
Unstiffenesed length of angle bar (Le)
Effective Stiffener Area (Aa)
= 118.3 +
114.7
Wh = MIN (0.3(R2tr)0.5, 300)
ROOF LOAD PER API-650 APPENDIX R
Load combination (L1)
=
From API-650 Figure F-2
12.5 mm
Self-Supported roof type evaluation
Because tr
≥ trmin & tr + CA > trmax
, thus self- supported cone roof can not be constructed
( include CA)
931.0 +
459
+ 1113
=
2503.0 mm 2
SUMMERY OF ROOF WEIGHT
t Calculated
No.
t Selected
Description
inc. CA
exc. CA
inc. CA
exc. CA
Roof
mm
6
mm
5
mm
6
mm
5
1
Weight
New
kg
12431.90
Corroded
kg
10359.92
Weight of New Roof plates
Wrnt = density x t x PI/4 x (D-tshell)^2 / cos T
= 7865 x 0.006 x PI/4
= 12431.9 kg
x ( 18.29 - 0.005 ) /cos
4.76
Weight of Corroded Roof plates
Wrct
= density x t x PI/4 x (D-tshell)^2 / cos T
= 7865 x 0.005 x PI/4
= 10359.9 kg
x ( 18.29 - 0.005 ) /cos
4.76
MIANG BESAR COAL TERMINAL
CALCULATION FOR STORAGE TANK
Reference spec.:
Process & Piping Specification
EVALUATION OF ROOF TO THE SHELL JOINT WITH APPENDIX F
2
Design Internal Pressure (Pi)
=
1 kPa = 102 kg/m
Roof plate Weight (corroded) (Wrct)
= 10359.92 kg
Roof Structure Weight (Wf)
= 18370.53 kg
Shell Weight (corroded )(Wsct)
= 32204.56 kg
UPLIFT FOR DESIGN PRESSURE (Fu)
2
2
= 102 x PI x 18.29 /4
= 26803.8 kg
Fu = Pi x PI x D /4
• EVALUASION 1 (UPLIFT CASE PER API 650 1.1.1)
Total Weight Resisting uplift
Fr = Wrct = 10359.92 kg
Because Fu > Fr ,then see evaluation 2 result
• EVALUASION 2 (UPLIFT CASE PER API 650 F.1.2)
Total Weight Resisting uplift
Fr = Wrct + Wf+Wsct = 10359.92 + 18370.5 + 32204.56
= 60935.01
Because Fu ≤ Fr
Design max. internal pressure as per F.1 through F.6
MINIMUM PARTICIPATING AREA PER API 650 F.5.1
SMYS Roof of Tank Material (Fyr)
=
250 MPa
SMYS Shell of Tank Material (Fys)
=
250 MPa
SMYS Stiffener Material (Fyf)
=
250 MPa
Lowest Minimum specified Yield Strenght material in juction (Fy)
Fy = MIN ( Fyr, Fys, Fyf)
= MIN ( 250 , 250 , 250 )
=
MPa
250
Minimum Participating Area per API 650 F.5.1 (Amin)
Amin
=
200D2(Pi-0.00127DLR/D2)
Fy tan T
200 x 18.29 2 ( 1 - 0.00127 x 101527.2 / 18.29 2 )
250 x tan ( 4.76 )
= 1972.91 mm2
Actual part. Area of roof to shell juncture (per API 650) (A) Evaluation
Because A ≥ Amin,
thus Actual part. Area of roof to shell jucture is acceptable
=
FRANGIBLE ROOF DESIGN PER API 650 5.10.2.6.a.5
Shell Weight (corroded )(Wsct)
= 32204.56 kg
=
315604.69 N
Roof Structure Weight (Wf)
= 18370.53 kg
=
180031.21 N
SMYS Shell of Tank Material (Fys)
=
250
MPa =
Maximum Participating area for frengible joint (Afr)
Wsct + Wf
495635.90
=
= 3786.38 mm2
2*PI*Fy*tan T
2*PI* 250 * tan 4.76
Actual part. Area of roof to shell juncture (per API 650) (A) Evaluation
Because A < Afr
Afr =
thus Actual part. Area of roof to shell jucture is acceptable
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
CALCULATION FOR STORAGE TANK
Reference spec.:
Process & Piping Specification
INPUT
GENERAL DATA
Roof Type
GIRDER DATA
Girder Material
AlloAllowable Design Strees (Sd)
Numbers of intermediate girder ring
Intermedier Girder Ring
=
Structurally Supported Conical Roof
Roof Plate Material
= ASTM A-36
SMYS Roof of Tank Material (Fy)
=
250 MPa
Allowable Design Strees (Sd)
=
Density (U)
Roof Corrosion Allowance (CA)
Design Pressure at Top of Tank (Pe)
Design Vacuum at Top of Tank
Operating ratio (Operating/Design Pressure)
Live Load (Lr)
Ground Snow Load (S)
Additional Dead Load
Roof Insulation thickness
Roof Insulation Density
Nominal Tank Diameter (D)
Slope Roof
=
=
=
=
=
=
=
=
=
=
=
=
RAFTER DATA
Rafter Material
Allowable Design Strees (Sd)
Rafter Selection
= ASTM A-36
160 Mpa
=
Ring Name
Type of Rafter
Z
mm 3
#1
#2
#3
Shell
C 75x40x5
C 75x40x5
C 75x40x5
C 75x40x5
20080
20080
20080
20080
160 MPa
7865
1
1
0
0.4
100
0
20
0
0
18.288
1 / 12
R
m
0.0292
0.0292
0.0292
0.0292
Ring Name
kg/m 3
mm
kPa
kPa
Number of Girder
Number of Rafter
8
16
16
0
8
16
32
32
m
2.29
4.57
6.86
9.14
#1
#2
#3
Shell
kg/m 2
2
kg/m
kg/m 2
mm
kg/m 3
m
4.76
or
Weight
kg/m
6.92
6.92
6.92
6.92
Ring Radius
= ASTM A-36
=
160 Mpa
3 Nos
=
Girder Selection
Ring Name
Type of Girder
Z
mm 3
#1
#2
#3
C 75x40x5
C 75x40x5
C 100x50x5
20080
20080
37600
°
Area
m2
COLUMN DATA
Column Material
Allowable Design Strees (Sd)
Modulus of Elasticity ( E )
Column Selection
Ring Name
Type of Column
#1
#2
#3
Center
200mm 40sch 40 Pipe
200mm 40sch 40 Pipe
200mm 40sch 40 Pipe
200mm 40sch 40 Pipe
R
m
0.0292
0.0292
0.0292
Weight
kg/m
6.92
6.92
6.92
Area
m2
= ASTM A-36
160 Mpa
=
200 Gpa
=
Z
mm 3
27562
27562
27562
27562
R
m
0.1095
0.1095
0.1095
0.1095
Weight
kg/m
43
43
43
43
Area
mm 2
5303.01
5303.01
5303.01
5303.01
OUTPUT
RAFTER DESIGN
Nominal Roof Thickness
Roof Plate Weight
Added Dead Load
Minimum Roof Live Load (Lr)
=
=
=
=
Specific Snow Load (S)
Specified external pressure (Pe)
=
=
Dead Load (DL)
6
47.2
20
100
mm
kg/m 2
kg/m 2
kg/m
2
0 kg/m 2
0 kPa
0.00 kg/m 2
=
= Insulation + Plate Weight + Added Dead Load
=
0
x
0
+ 47.2 + 20
2
67.19 kg/m
=
ROOF LOAD PER API-650 APPENDIX R
Load combination (L1)
L1 = DL + MAX (S,Lr)+0.4*Pe
= 67.19 +
MAX (0,100)
2
167.19 kg/m
=
+
0.4*
0.0
Load combination (L2)
MAXIMUM RAFTER SPACING PER API 650 5.10.4.4
Maximum Rafter Spacing (b)
b = ( t - c ) * sqrt (1.5 * Fy / T)
= ( 6 - 1 )* sqrt (1.5 * 2.50E+05 / 1.64 )
= 2392.03 mm
SPACING OF RAFTERS
<FOR OUTER SHELL RING>
Ring Radius ( R )
= 9.14 m
b = 2392 mm since b
> 2100 mm , then b =
Minimum numbers of Rafter (N_min)
N_min
= 2*PI*R/b = 2 *PI* 9140 / 2100
= 27.35 Nos
N_min must be a multiple of
16 , therefore N_min =
Actual Numbers of Rafter
=
32 Nos
= MAX (167.19,107.19)
2
=
167.19 kg/m
=
1.64 kPa
0.4* MAX (0,100)
27.35 Nos
■ Minimum roof thickness based on actual rafter spacing (t-calc)
b = 1794.63 mm
t-calc = b/ SQRT (1.5*Fy/T) + CA
=
L2 = DL + Pe +0.4*MAX (S,Lr)
0.00 +
= 67.19 +
2
=
107.19 kg/m
Balance roof design Load (T)
T = MAX (L1,L2)
2100 mm
1795 / SQRT(1.5 * 2.50E+05 /
1.64 ) + 1
=
4.75 mm
■ Maximum Roof Load based on actual rafter spacing (Rload_Max)
RLoad_Max = 1.5*Fy*((t-CA )/b)^2
= 1.5 * 2.50E+08 *(( 6 - 1 )/ 1795 )^2
=
2.91 kPA
=
297.03 kg/m2
= RLoad_Max
■ Vacuum Limited by actual rafter spacing (P_ext_1)
P_ext_1
= -(MaxT1-DL-0.4*MAX(Snow_Load;Lr))
= - ( 297.0 - 67.19 - 0.4 * Max ( 0 ,
= -190 kg/m2 = -1.86 kPa
Pa_rafter_4 = P_ext_1
2
= -190 kg/m = -1.86 kPa
Let Max T1
100 )
MIANG BESAR COAL TERMINAL
CALCULATION FOR STORAGE TANK
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
Reference spec.:
Process & Piping Specification
RAFTER DESIGN (CONT'd)
SPACING OF RAFTERS (CONT'd)
< FOR GIRDER RING OUTER RADIUS = 6.855 m>
< FOR GIRDER RING OUTER RADIUS = 2.29 m>
Numbers of Girder (N) =
16
Numbers of Girder (N) =
8
Ring Radius ( R )
= 6.855 m
Ring Radius ( R )
= 2.29 m
b = 2392 mm since b > 2100 mm , then b =
b = 2392 mm since b > 2100 mm , then b =
2100 mm
2100 mm
Minimum numbers of Rafter (N_min)
Minimum numbers of Rafter (N_min)
N_min
= 2*PI*R/b = 2 *PI* 6855 / 2100
N_min
= 2*PI*R/b = 2 *PI* 2290 / 2100
= 20.51 Nos
= 6.852 Nos
N_min must be a multiple of
16 , therefore N_min = 20.51 Nos
N_min must be a multiple of
8 , therefore N_min = 6.852 Nos
Actual Numbers of Rafter
=
Actual Numbers of Rafter
=
32 Nos
8 Nos
■ Minimum roof thickness based on actual rafter spacing (t-calc)
■ Minimum roof thickness based on actual rafter spacing (t-calc)
b = 1345.98 mm
b = 1798.56 mm
t-calc = b/ SQRT (1.5*Fy/T) + CA
t-calc = b/ SQRT (1.5*Fy/T) + CA
= 1346 /SQRT(1.5* 2.50E+05 / 1.64 ) + 1
= 1799 /SQRT(1.5* 2.50E+05 / 1.64 ) + 1
=
=
3.81 mm
4.76 mm
■ Maximum Roof Load based on actual rafter spacing (Rload_Max)
■ Maximum Roof Load based on actual rafter spacing (Rload_Max)
RLoad_Max = 1.5*Fy*((t-CA )/b)^2
RLoad_Max = 1.5*Fy*((t-CA )/b)^2
= 1.5 * 2.50E+08 *(( 6 - 1 )/ 1346 )^2
5.17 kPA
=
528.04 kg/m2
=
Let Max T1
= RLoad_Max
■ Vacuum Limited by actual rafter spacing (P_ext_1)
P_ext_1
= -(MaxT1-DL-0.4*MAX(Snow_Load;Lr))
= - ( 528.0 - 67.19 - 0.4 * Max ( 0 , 100 )
2
= -421 kg/m = -4.12 kPa
Pa_rafter_3 = P_ext_1
2
= -421 kg/m = -4.12 kPa
= 1.5 * 2.50E+08 *(( 6 - 1 )/ 1799 )^2
2.90 kPA
=
=
295.73 kg/m2
Let Max T1
= RLoad_Max
■ Vacuum Limited by actual rafter spacing (P_ext_1)
P_ext_1
= -(MaxT1-DL-0.4*MAX(Snow_Load;Lr))
= - ( 295.7 - 67.19 - 0.4 * Max ( 0 , 100 )
2
= -189 kg/m = -1.85 kPa
Pa_rafter_1 = P_ext_1
2
= -189 kg/m = -1.85 kPa
< FOR GIRDER RING OUTER RADIUS = 4.57 m>
Numbers of Girder (N) =
16
Ring Radius ( R )
= 4.57 m
b = 2392 mm since b > 2100 mm , then b =
2100 mm
Minimum numbers of Rafter (N_min)
N_min
= 2*PI*R/b = 2 *PI* 4570 / 2100
= 13.67 Nos
N_min must be a multiple of
16 , therefore N_min = 13.67 Nos
16 Nos
Actual Numbers of Rafter
=
■ Minimum roof thickness based on actual rafter spacing (t-calc)
b = 1794.63 mm
t-calc = b/ SQRT (1.5*Fy/T) + CA
= 1795 /SQRT(1.5* 2.50E+05 / 1.64 ) + 1
=
4.75 mm
■ Maximum Roof Load based on actual rafter spacing (Rload_Max)
RLoad_Max = 1.5*Fy*((t-CA )/b)^2
TYPE OF RAFTERS
< SPAN TO SHELL >
Maximum Rafter Span
= 2417 mm
Average Rafter Spacing on inner Girders
= 1346 mm
Average Rafter Spacing on Shell
= 1795 mm
Average plate Width
= 1570 mm
Maximum Bending Moment (Mmax)
Mmax = W*l^2/8
Where
w
= Uniform Load from Plate + Uniform Load from Rafter
= 462.5 * 1.57 + 67.82
794.02 N/m
=
l
=
2.42 m
Mmax =
794.02 * 2.42 ^2 /8
= 579.69 N.m
■ Section of Modulus Required (Z_req'd)
Z_req'd = Mmax / Allowable design stress
579.69 / 1.6E+08
=
= 3.6E-06 m3 = 3623.05 mm3
3
C 75x40x5
Actual Z =
20080 mm ,using =
■ Maximum stress allowed for each rafter in ring shell
W_max = Z*Sd*8/l^2
= 2.01E-05 * 1.60E+08 * 8 / 2.42 ^2
= 4400.70 N/ m'
■ Maximum Load Allowed for each rafter in ring shell (Max_P)
Max_P
= (Wmax-Wrafter)/Average plate width
=
( 4.40E+03 - 68 ) /
1.57
= 2759.26 N/m2 = 2.759 kPa
■ Vacuum limited by rafter type (P_ext_2)
281.56 Kg/m2
Let Max_T1 =
P_ext_2
= -2.5 *(MaxT1-DL-MAX(Snow_Load, Lr))
= -2.5*( 281.6 - 67.19 - Max (
0 , 100 )
2
= -286 kg/m = -2.8 kPa
Pa2_rafter_4 = Max(P_ext_1,P_ext_2)
= -1.86 kPA
= 1.5 * 2.50E+08 *(( 6 - 1 )/ 1795 )^2
2.91 kPA
=
297.03 kg/m2
=
Let Max T1
= RLoad_Max
■ Vacuum Limited by actual rafter spacing (P_ext_1)
P_ext_1
= -(MaxT1-DL-0.4*MAX(Snow_Load;Lr))
= - ( 297.0 - 67.19 - 0.4 * Max ( 0 , 100 )
2
= -190 kg/m = -1.86 kPa
Pa_rafter_2 = P_ext_1
= -190 kg/m2 = -1.86 kPa
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
CALCULATION FOR STORAGE TANK
Reference spec.:
Process & Piping Specification
RAFTER DESIGN (CONT'd)
TYPE OF RAFTERS
TYPE OF RAFTERS
< SPAN TO GIRDER RING OUTER RADIUS
< SPAN TO GIRDER RING OUTER RADIUS
6.855 m>
2.29 m>
Maximum Rafter Span
= 2285 mm
Maximum Rafter Span
= 2290 mm
Average Rafter Spacing on inner Girders
= 897.3 mm
Average Rafter Spacing on inner Girders
=
0 mm
Average Rafter Spacing on Outter Girders
= 1346 mm
Average Rafter Spacing on Outter Girders
= 2290 mm
Average plate Width
= 1122 mm
Average plate Width
= 1145 mm
Maximum Bending Moment (Mmax)
Maximum Bending Moment (Mmax)
Mmax = w*l^2/8
Mmax = w*l^2/8
Where
Where
w
= Uniform Load from Plate + Uniform Load from Rafter
w
= Uniform Load from Plate + Uniform Load from Rafter
= 462.5 * 1.122 + 67.82
= 462.5 * 1.145 + 67.82
= 586.54 N/m'
= 597.33 N/m'
2.29 m
2.29 m
l
=
l
=
Mmax =
Mmax =
586.54 * 2.29 ^2 /8
597.33 * 2.29 ^2 /8
= 382.80 N.m
= 391.56 N.m
■ Section of Modulus Required (Z_req'd)
■ Section of Modulus Required (Z_req'd)
Z_req'd = Mmax / Allowable design stress
Z_req'd = Mmax / Allowable design stress
=
=
382.80 / 1.6E+08
391.56 / 1.6E+08
= 2.4E-06 m 3 = 2392.52 mm3
= 2.4E-06 m 3 = 2447.25 mm3
Actual Z =
20080 mm 3 ,using =
C 75x40x5
Actual Z =
20080 mm 3 ,using = C 75x40x5
■ Maximum stress allowed for each rafter in ring shell
■ Maximum stress allowed for each rafter in ring shell
w_max = Z*Sd*8/l^2
w_max = Z*Sd*8/l^2
=
=
2E-05 * 1.60E+08 * 8 / 2.29 ^2
2E-05 * 1.60E+08 * 8 / 2.29 ^2
= 4.92E+03 N/ m'
= 4.90E+03 N/ m'
■ Maximum Load Allowed for each rafter in ring shell (Max_P)
■ Maximum Load Allowed for each rafter in ring shell (Max_P)
Max_P
= (wmax-wrafter)/Average plate width
Max_P
= (Wmax-Wrafter)/Average plate width
1.12
1.15
= ( 4.92E+03 - 68 ) /
= ( 4.90E+03 - 68 ) /
= 4328.33 N/m2 = 4.328 kPa
=
4221.3 N/m2 = 4.221 kPa
■ Vacuum limited by rafter type (P_ext_2)
■ Vacuum limited by rafter type (P_ext_2)
Let Max_T1 =
441.7 kg/m 2
Let Max_T1 =
430.74 kg/m 2
P_ext_2
= (MaxT1-DL-0.4*MAX(Snow_Load, Lr))
P_ext_2
= (MaxT1-DL-0.4*MAX(Snow_Load, Lr))
= -(
0 , 100 )
= -(
- 67.19 - Max (
0 , 100 )
441.7 - 67.19 - Max (
430.7
= -334 kg/m 2 = -3.28 kPa
= -324 kg/m 2 = -3.17 kPa
Pa2_rafter_3 = Max(P_ext_1,P_ext_2)
Pa2_rafter_1 = Max(P_ext_1,P_ext_2)
= -3.28 kPa
= -1.85 kPa
< SPAN TO GIRDER RING OUTER RADIUS
4.57 m>
Maximum Rafter Span
= 2280 mm
Average Rafter Spacing on inner Girders
= 899.3 mm
Average Rafter Spacing on Outter Girders
= 1795 mm
Average plate Width
= 1347 mm
Maximum Bending Moment (Mmax)
Mmax = w*l^2/8
Where
w
= Uniform Load from Plate + Uniform Load from Rafter
= 462.5 * 1.347 + 67.82
= 690.73 N/m'
l
=
2.28 m
690.73 * 2.28 ^2 /8
Mmax =
= 448.84 N.m
■ Section of Modulus Required (Z_req'd)
Z_req'd = Mmax / Allowable design stress
448.84 / 1.6E+08
=
= 2.8E-06 m 3 = 2805.24 mm 3
Actual Z =
20080 mm 3 ,using C 75x40x5
■ Maximum stress allowed for each rafter in ring shell
W_max = Z*Sd*8/l^2
2E-05 * 1.60E+08 * 8 / 2.28 ^2
=
= 4.94E+03 N/ m'
■ Maximum Load Allowed for each rafter in ring shell (Max_P)
Max_P
= (Wmax-Wrafter)/Average plate width
= ( 4.94E+03 - 68 ) / 1.35
2
= 3620.36 N/m = 3.62 kPa
■ Vacuum limited by rafter type (P_ext_2)
Let Max_T1 =
369.4 kg/m 2
P_ext_2
= (MaxT1-DL-0.4*MAX(Snow_Load, Lr))
= -(
0 , 100 )
369.4 - 67.19 - Max (
= -262 kg/m 2 = -2.57 kPa
Pa2_rafter_2 = Max(P_ext_1,P_ext_2)
= -2.57 kPa
RAFTERS WEIGHT SUMMARY
No.
1
2
3
4
Description
RING #1
RING #2
RING #3
SHELL RING
Weight /
Lenght
kg/m
6.920
6.920
6.920
6.920
Quantity
Lenght
Weight
Nos
8
16
32
32
mm
1798.56
1794.63
1345.98
1794.63
TOTAL
kg
99.57
198.70
298.05
397.40
993.73
MIANG BESAR COAL TERMINAL
CALCULATION FOR STORAGE TANK
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
Reference spec.:
Process & Piping Specification
GIRDER DESIGN
< AT GIRDER RING OUTER RADIUS
6.855 m>
< AT GIRDER RING OUTER RADIUS
4.57 m>
Number of Girders
= 16
Number of Girders
= 16
Girder Length (l)
= 2.675
Girder Length (l)
= 1.783
Load due to inner rafters and roof (Wi)
Load due to inner rafters and roof (Wi)
Wi = (Rafter_Load_Inner) (Rafter_Span) (NumberRaft/Numbergird)
Wi = (Rafter_Load_Inner) (Rafter_Span) (NumberRaft/Numbergird)
1.14
690.73 *
1.14 *
= 586.54 *
* 2
=
1
= 1340.23 N
= 787.435 N
Load due to outer rafters and roof (Wo)
Load due to outer rafters and roof (Wo)
Wo = (Rafter_Load_Outer) (Rafter_Span) (NumberRaft/Numbergird)
Wo = (Rafter_Load_Outer) (Rafter_Span) (NumberRaft/Numbergird)
= 794.02 *
=
2
1.14 * 2
586.54 *
1.143 *
= 1814.34 N
= 1340.23 N
W1 = (Wi + Wo)/L_gird
W1 = (Wi + Wo)/L_gird
=
( 1340.23 + 1814.34 ) / 2.675
= (
787.44 + 1340.23 ) / 1.783
= 1179.42 N/m'
= 1193.22 N/m
Total Load including Weight of Girder (w)
Total Load including Weight of Girder (w)
67.816
67.816
w = 1179.42 +
w = 1193.22 +
= 1247.23 N/m'
= 1261.04 N/m
■ Maximum Bending Moment (Mmax)
■ Maximum Bending Moment (Mmax)
Mmax = w*l^2/8
Mmax = w*l^2/8
Mmax = 1247.23 * 2.67 ^2 /8
Mmax = 1261.04 * 1.78 ^2 /8
= 1115.33 N.m
= 501.19 N.m
■ Section of Modulus Required (Z_req'd)
■ Section of Modulus Required (Z_req'd)
Z_req'd = Mmax / Allowable design stress
Z_req'd = Mmax / Allowable design stress
501.19 / 1.6E+08
= 1115.33 / 1.6E+08
=
3
3
3
3
7E-06 m = 6970.82 mm
= 3.1E-06 m = 3132.44 mm
=
Actual Z =
37600 mm 3 ,using C 100x50x5
Actual Z =
20080 mm 3 ,using C 75x40x5
■ Maximum stress allowed for each Girder in ring shell
■ Maximum stress allowed for each Girder in ring shell
w_max = Z*Sd*8/l^2
w_max = Z*Sd*8/l^2
= 3.8E-05 * 1.60E+08 * 8 / 2.67 ^2
=
2E-05 * 1.60E+08 * 8 / 1.78 ^2
= 6.73E+03 N/ m'
= 8.08E+03 N/ m'
Let_C1 = (RafterSpan) (NumRaft_inner/NumGird)
Let_C1 = (RafterSpan) (NumRaft_inner/NumGird)
=
=
1.1425 *
2
1.14 *
1
=
=
2.29 m
1.14 m
Let_C2 = (RafterSpan) (NumRaft_outer/NumGird)
Let_C2 = (RafterSpan) (NumRaft_outer/NumGird)
=
=
1.1425 *
2
1.1425 *
2
=
=
2.29 m
2.29 m
■ Maximum Load allowed for each girder in ring 3 (F_Max)
■ Maximum Load allowed for each girder in ring 2 (F_Max)
F_Max
= w_max *GirdLengt
F_Max
= w_max *GirdLengt
= 6727.47 * 2.67
= 8.08E+03 * 1.78
= 17993.87 N
= 14414.24 N
■ Back calculate Max_P from F_Max, using
■ Back calculate Max_P from F_Max, using
F_Max
= (Max_P*RafterSpacing_Inner)+RWgt_Inner)*C1
F_Max
= (Max_P*RafterSpacing_Inner)+RWgt_Inner)*C1
(Max_P*RafterSpacing_Inner)+RWgt_Outer)*C
(Max_P*RafterSpacing_Inner)+RWgt_Outer)*C
■ Solving for Max_P
■ Solving for Max_P
(F_Max - RWgt_Inner*C1 - RWgt_Outer*C2)
(F_Max-RWgt_Inner*C1-RWgt_Outer*C2)
Max_P
=
Max_P
=
RafterSpacing_Inner*C1 + RafterSpacing_Outter*C2
RafterSpacing_Inner*C1+RafterSpacing_Outter*C2
17993.87 - ( 67.82 * 2.29 )-( 67.82 * 2.29 )
14414.24 - ( 67.82 * 1.14 )-( 67.82 * 2.29 )
Max_P
=
Max_P
=
1.12 * 2.29 +
1.57 * 2.29
1.35 * 1.14 +
1.12 * 2.29
17684
14182
=
=
6.15
4.09849
= 2874.92 Pa
= 3460.29 Pa
Let Max_T1 = Max_P
= 293.4 kg/m 2
Let Max_T1 = Max_P
= 353.1 kg/m 2
Vacuum limited by girder type (P_ext_4)
Vacuum limited by girder type (P_ext_4)
P_ext_4 = -2.5 * (MaxT1 - DL - MAX(Snow_Load, Lr))
P_ext_4 = -2.5 * (MaxT1 - DL - MAX(Snow_Load, Lr))
= -2.5*( 293.4 - 67.19 - Max (
0 , 100 )
= -2.5*( 353.1 - 67.19 - Max (
0 , 100 )
= -315 kg/m2 = -3.09 kPa
= -465 kg/m2 = -4.55 kPa
MIANG BESAR COAL TERMINAL
CALCULATION FOR STORAGE TANK
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
Reference spec.:
Process & Piping Specification
GIRDER DESIGN
< AT GIRDER RING OUTER RADIUS
2.29 m>
GIRDER WEIGHT SUMMARY
Number of Girders
=
8
Weight /
Girder Length (l)
= 1.753
No. Description
Lenght
Load due to inner rafters and roof (Wi)
kg/m
Wi = (Rafter_Load_Inner) (Rafter_Span) (NumberRaft/Numbergird)
597.33 *
1.145 *
1
RING #1
6.920
=
1
2
RING #2
6.920
= 683.949 N
Load due to outer rafters and roof (Wo)
3
RING #3
6.920
Wo = (Rafter_Load_Outer) (Rafter_Span) (NumberRaft/Numbergird)
=
2
690.73 *
1.14 *
= 1574.87 N
W1 = (Wi + Wo)/L_gird
= ( 683.949 + 1574.87 ) / 1.753
= 1288.77 N/m'
Total Load including Weight of Girder (w)
67.816
w = 1288.77 +
= 1356.59 N/m
Maximum Bending Moment (Mmax)
Mmax = w*l^2/8
Mmax = 1356.59 * 1.75 ^2 /8
= 520.92 N.m
■ Section of Modulus Required (Z_req'd)
Z_req'd = Mmax / Allowable design stress
=
520.92 / 1.6E+08
3
3
= 3.3E-06 m = 3255.73 mm
Actual Z =
20080 mm3 ,using = C 75x40x5
■ Maximum stress allowed for each Girder in ring shell
w_max = Z*Sd*8/l^2
=
2E-05 * 1.60E+08 * 8 / 1.75 ^2
= 8.37E+03 N/ m'
Let_C1 = (RafterSpan) (NumRaft_inner/NumGird)
=
1.145 *
1
=
1.15 m
Let_C2 = (RafterSpan) (NumRaft_outer/NumGird)
=
1.14 *
2
=
2.28 m
■ Maximum Load allowed for each girder in ring 1 (F_Max)
F_Max
= w_max *GirdLengt
= 8.37E+03 * 1.75
= 14664.54 N
■ Back calculate Max_P from F_Max, using
F_Max
= (Max_P*RafterSpacing_Inner)+RWgt_Inner)*C1
(Max_P*RafterSpacing_Inner)+RWgt_Outer)*C2
■ Solving for Max_P
(F_Max-RWgt_Inner*C1-RWgt_Outer*C2)
Max_P
=
RafterSpacing_Inner*C1+RafterSpacing_Outter*C2
14664.54 - ( 67.82 * 1.15 )-( 67.82 * 2.28 )
Max_P
=
1.145 * 1.15 +
1.347 * 2.28
14432.3
=
4.38209
= 3293.47 Pa
Let Max_T1 = Max_P
= 336.1 Kg/m 2
Vacuum limited by girder type (P_ext_4)
P_ext_4 = -2.5 *(MaxT1-DL-MAX(Snow_Load, Lr))
= -2.5*( 336.1 - 67.19 - Max (
0 , 100 )
= -422 kg/m 2 = -4.14 kPa
Quantity
Lenght
Weight
Nos
8
16
16
m
1.75
1.78
2.67
kg
97.03
197.43
296.14
TOTAL
590.60
MIANG BESAR COAL TERMINAL
CALCULATION FOR STORAGE TANK
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
Reference spec.:
Process & Piping Specification
COLUMN DESIGN
< AT GIRDER RING OUTER RADIUS
6.855 m>
< AT GIRDER RING OUTER RADIUS
4.57 m>
Number of Column
= 16
Number of Column
=
8
Column Length (l)
= 12.79
Column Length (l)
= 12.98
■ Radius Gyration ( r )
■ Radius Gyration ( r )
if l/r must be less than 180, then
if l/r must be less than 180, then
r_req'd = l/180 = 12.79 / 180 = 0.071 m
r_req'd = l/180 = 12.98 / 180 = 0.072 m
0.11 m , using = 200mm 40sch 40 Pipe
0.11 m , using = 200mm 40sch 40 Pipe
Actual_r =
Actual_r =
■ Total Roof Load Supported by each column (P)
■ Total Roof Load Supported by each column (P)
2.67
P = 1247 x
P = 1261 x 1.783
= 3335.96 N
= 2248.59 N
■ Allowable Compressive Stress per API 650 5.10.3.4 (Fa)
■ Allowable Compressive Stress per API 650 5.10.3.4 (Fa)
R = l/r = 116.8 (Actual)
R = l/r = 118.5 (Actual)
Column Selenderness ratio (Cc)
Column Selenderness ratio (Cc)
Cc = SQRT (2 PI ^2 E /Fy)
Cc = SQRT (2 PI ^2 E /Fy)
= SQRT (2*PI^2* 2.00E+11 / 3E+08 )
= SQRT (2*PI^2* 2.00E+11 / 3E+08 )
125.66
125.66
=
=
Factor of Safety (FS)
Factor of Safety (FS)
FS = 5/4 + (3 * R /8 * CC)-(R^3 / 8*CC^3)
FS = 5/4 + (3 * R /8 * CC)-(R^3 / 8*CC^3)
= 5/4 + ( 3* 118.55 / (8 * 125.7 )) - ( 118.5 ^3 / ( 8* 125.7 ^3)
= 5/4 + ( 3* 116.81 / (8 * 125.7 )) - ( 116.8 ^3 / ( 8* 125.7 ^3)
=
=
1.498
1.499
Since R <=
Since R <=
120
120
Using AISC Specification Formulas Section E2
Using AISC Specification Formulas Section E2
Let_K =
1
Let_K =
1
Fa = ((1 - R^2/(2*Cc^2))*Fy/FS
Fa = ((1 - R^2/(2*Cc^2))*Fy/FS
= ( 1 - 116.8 ^2 / ( 2 * 125.7 ^2))*
= ( 1 - 118.5 ^2 / ( 2 * 125.7 ^2))*
2E+08 / 1.498
3E+08 / 1.499
= 6E+07 Pa
= 9E+07 Pa
= 63263.6 kPa
= 92578.4 kPa
Fa is not modified since design temp <= 93qC (API-650 M.3.5 N.A)
Fa is not modified since design temp <= 93qC (API-650 M.3.5 N.A)
Fa = 63263.6 x 1
Fa = 92578.4 x 1
A_reqd = P /Fa
= ( 8725.84 /
6E+07 )
= 0.00014 m 2
= 137.928 mm 2
A_act = 5303 mm2
Actual Induced Stress for the column ( F )
0.0053
F
= 8725.84 /
= 1645451 Pa
1.65 MPa
=
■ Max. Weight Allowed for each coloumn (W_max)
W_Max = 34233.40 - 549.988
= 33683.41 Kg
■ Max. Load Allowed for each column (Max_P))
(F_Max - RWgt_Inner*C1 - RWgt_Outer*C2)
Max_P
=
RafterSpacing_Inner*C1 + RafterSpacing_Outter*C2
33683.41 - ( 67.82 * 2.29 )-( 67.82 * 2.29 )
Max_P
=
1.12 * 2.29 +
1.57 * 2.29
33373.5
=
6.15
= 5425.60 Pa
2
Let Max_T1 = Max_P
= 553.6 Kg/m
P_ext_2
= (MaxT1-DL-0.4*MAX(Snow_Load, Lr))
= -(
0 , 100 )
553.6 - 67.19 - Max (
= -446 kg/m 2 = -4.38 kPa
A_reqd = P /Fa
= ( 7718.72 /
9E+07 )
= 8.3E-05 m 2
= 83.3749 mm 2
A_act = 5303 mm2
Actual Induced Stress for the column ( F )
0.0053
F
= 7718.72 /
= 1455535 Pa
1.46 MPa
=
■ Max. Weight Allowed for each coloumn (W_max)
W_Max = 50096.36 - 558.176
= 49538.18 Kg
■ Max. Load Allowed for each column (Max_P))
(F_Max - RWgt_Inner*C1 - RWgt_Outer*C2)
Max_P
=
RafterSpacing_Inner*C1 + RafterSpacing_Outter*C2
49538.18 - ( 67.82 * 2.29 )-( 67.82 * 2.29 )
Max_P
=
1.12 * 2.29 +
1.57 * 2.29
49228.3
=
6.15
= 8003.15 Pa
Let Max_T1 = Max_P
= 816.6 Kg/m 2
P_ext_2
= (MaxT1-DL-0.4*MAX(Snow_Load, Lr))
= -(
0 , 100 )
816.6 - 67.19 - Max (
= -709 kg/m 2 = -6.95 kPa
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
CALCULATION FOR STORAGE TANK
Reference spec.:
Process & Piping Specification
COLUMN DESIGN (CONT'd)
< AT GIRDER RING OUTER RADIUS
2.29 m>
< AT GIRDER RING OUTER RADIUS
0 m>
Number of Column
=
8
Number of Column
=
1
Column Length (l)
= 13.17
Column Length (l)
= 13.36
■ Radius Gyration ( r )
■ Radius Gyration ( r )
if l/r must be less than 180, then
if l/r must be less than 180, then
r_req'd = l/180 = 13.17 / 180 = 0.073 m
r_req'd = l/180 = 13.36 / 180 = 0.074 m
0.11 m , using = 200mm 40sch 40 Pipe
0.11 m , using = 200mm 40sch 40 Pipe
Actual_r =
Actual_r =
■ Total Roof Load Supported by each column (P)
■ Total Roof Load Supported by each column (P)
P = 1.75 x 1356.6
P = 597.3 x 1.145
= 2377.68 N
= 683.949 N
■ Allowable Compressive Stress per API 650 5.10.3.4 (Fa)
■ Allowable Compressive Stress per API 650 5.10.3.4 (Fa)
R = l/r = 120.3 (Actual)
R = l/r =
122 (Actual)
Column Selenderness ratio (Cc)
Column Selenderness ratio (Cc)
Cc = SQRT (2 PI ^2 E /Fy)
Cc = SQRT (2 PI ^2 E /Fy)
= SQRT (2*PI^2* 2.00E+11 / 3E+08 )
= SQRT (2*PI^2* 2.00E+11 / 3E+08 )
125.66
125.66
=
=
Factor of Safety (FS)
Factor of Safety (FS)
FS = 5/4 + (3 * R /8 * CC)-(R^3 / 8*CC^3)
FS = 5/4 + (3 * R /8 * CC)-(R^3 / 8*CC^3)
= 5/4 + ( 3* 122.02 / (8 * 125.7 )) - (
122 ^3 / ( 8* 125.7 ^3)
= 5/4 + ( 3* 120.28 / (8 * 125.7 )) - ( 120.3 ^3 / ( 8* 125.7 ^3)
=
=
1.499
1.500
Since R <=
Since R <=
120
120
Using AISC Specification Formulas Section E2
Using AISC Specification Formulas Section E2
Let_K =
1
Let_K =
1
Fa = ((1 - R^2/(2*Cc^2))*Fy/FS
Fa = ((1 - R^2/(2*Cc^2))*Fy/FS
= ( 1 - 120.3 ^2 / ( 2 * 125.7 ^2))*
= (1 3E+08 / 1.499
122 ^2 / ( 2 * 125.7 ^2))*
3E+08 / 1.500
= 9E+07 Pa
= 9E+07 Pa
= 90359.6 kPa
= 88108.6 kPa
Fa is not modified since design temp <= 93qC (API-650 M.3.5 N.A)
Fa is not modified since design temp <= 93qC (API-650 M.3.5 N.A)
Fa = 90359.6 x 1
Fa = 88108.6 x 1
A_reqd = P /Fa
= ( 2377.68 /
9E+07 )
= 2.6E-05 m 2
= 26.3135 mm 2
A_act = 5303 mm2
Actual Induced Stress for the column ( F )
0.0053
F
= 2377.68 /
= 448364 Pa
0.45 MPa
=
■ Max. Weight Allowed for each coloumn (W_max)
W_Max = 48895.67 - 566.346
= 48329.33 Kg
■ Max. Load Allowed for each column (Max_P))
(F_Max - RWgt_Inner*C1 - RWgt_Outer*C2)
Max_P
=
RafterSpacing_Inner*C1 + RafterSpacing_Outter*C2
48329.33 - ( 67.82 * 2.29 )-( 67.82 * 2.29 )
Max_P
=
1.12 * 2.29 +
1.57 * 2.29
48019.4
=
6.15
= 7806.62 Pa
2
Let Max_T1 = Max_P
= 796.6 Kg/m
P_ext_2
= (MaxT1-DL-0.4*MAX(Snow_Load, Lr))
= -(
0 , 100 )
796.6 - 67.19 - Max (
= -689 kg/m 2 = -6.76 kPa
A_reqd = P /Fa
= ( 6314.55 /
9E+07 )
= 7.2E-05 m 2
= 71.6679 mm 2
A_act = 5303 mm2
Actual Induced Stress for the column ( F )
0.0053
F
= 6314.55 /
= 1190750 Pa
1.19 MPa
=
■ Max. Weight Allowed for each coloumn (W_max)
W_Max = 47677.60 - 574.552
= 47103.05 Kg
■ Max. Load Allowed for each column (Max_P))
(F_Max - RWgt_Inner*C1 - RWgt_Outer*C2)
Max_P
=
RafterSpacing_Inner*C1 + RafterSpacing_Outter*C2
47103.05 - ( 67.82 * 2.29 )-( 67.82 * 2.29 )
Max_P
=
1.12 * 2.29 +
1.57 * 2.29
46793.1
=
6.15
= 7607.27 Pa
Let Max_T1 = Max_P
= 776.3 Kg/m 2
P_ext_2
= (MaxT1-DL-0.4*MAX(Snow_Load, Lr))
= -(
0 , 100 )
776.3 - 67.19 - Max (
= -669 kg/m 2 = -6.56 kPa
COLUMN WEIGHT SUMMARY
No.
1
2
3
1
Description
RING #1
RING #2
RING #3
CENTER
Weight /
Lenght
kg/m
43.0
43.0
43.0
43.0
Quantity
Lenght
Weight
Nos
8
8
16
1
m
13.17
12.98
12.79
13.36
TOTAL
kg
4530.77
4465.41
8799.81
574.55
18370.53
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
CALCULATION FOR STORAGE TANK
Reference spec.:
Process & Piping Specification
INPUT DATA
SHELL DATA
Design Method
Shell Plate Material
SMYS Shell of Tank Material (Fys)
= 1-Foot Method
= ASTM A-36
=
250 MPa
SHELL STIFFENER
Stiffener Material
Number of Stiffener
API 650 stiffening-ring type
= ASTM A-36
= 0
= -
Allowable Design Strees (Sd)
=
160 MPa
Stiffener Size
=
-
Allowable Test Stress (St)
=
171 MPa
Stiffener Area
=
-
Density (U)
Shell Corrosion Allowance (CA)
Shell Joint Type
Joint Efficiency
Design Pressure at Top of Tank (Pe)
Maximum Liquid Level
Minimum Liquid Level
Roof Insulation thickness
Roof Insulation Density
Nominal Tank Diameter (D)
Per API 650 Appendix (example A or J)
3
7865 kg/m
=
=
2 mm
= Butt Weld
=
0.85
=
1 kPa
=
12.12 m
=
0.3 m
=
0.4 mm
3
=
10 kg/m
=
18.288 m
= None
DATA
Water Density (at Temp =
Grafity (g)
10 ° C ) ( U)
3
998 kg/m
2
9.8 m/s
=
=
OUTPUT DATA
DESIGN THICKNESS OF SHELL
EVALUATION TO VARIABLE-DESIGN-POINT METHOD WITH API 5.6.4.1
Nominal Tank Diameter (D)
= 18.29 m
Bottom-course corroded shell thickness (t)
=
7 mm
Maximum Liquid Level
= 12.12 m
VDP Criteria (per API 650 5.6.4.1)
L = (500xDxt)^0.5
= ( 500 x 18.29 x 0.007 )^0.5
= 0.253 m
L/H ≤ 1000/6
0.021 ≤ 1000/6 ----->>>
TRUE
Because L/H ≤ 1000/6, then Variable-Design-Point Method can be used
DESIGN THICKNESS OF SHELL (CONT'd)
SUMMERY OF SHELL THICKNESS AND WEIGHT
t Calculated t Selected
No. Description inc. CA exc. CA inc. CA exc. CA
mm mm mm mm
1
Course #1 8.57 6.57
9
7
2
Course #2 7.57 5.57
8
6
3
Course #3 6.56 4.56
7
5
4
Course #4 6.00 4.00
7
5
5
Course #5 6.00 4.00
6
4
6
Course #6 6.00 4.00
6
4
7
Course #7 6.00 4.00
6
4
TOTAL
THICKNESS OF SHELL COURSE #1
Shell Plate Material
Corrosion Allowance (CA)
Joint Efficiency ( E)
Allowable Design Strees (Sd)
THICKNESS OF SHELL COURSE #2
Shell Plate Material
Corrosion Allowance (CA)
Joint Efficiency ( E)
Allowable Design Strees (Sd)
Allowable Test Stress (St)
DESIGN CONDITION
Design specific grafity of the liquid to be store
< Design Condition G =
0.835 >
Effective Liquid head at design Pressure (H')
H' = H + 1000Pe/UgG
= 12.12 + 1000 * 1 / ( 998 x
=
12.24 m
Thickness of Shell
= ASTM A-36
=
2
=
0.85
=
160 MPa
171 MPa
=
=
9.8
0.835 (per API 650)
x 0.835 )
4.9D(H'-0.3)*G + CA
(Sd*E)
4.9 x 18.29 x ( 12.24 - 0.3) x 0.835
=
+ 2
160 x 0.85
= 8.571 mm
HYDROSTATIC TEST CONDITION
< Design Condition G =
1>
= 12.12 + 1000 * 1 / ( 998 x 9.8 x 1.000 )
=
12.22 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
(St*E)
4.9 x 18.29 x ( 12.22 - 0.3) x 1
=
171 x 0.85
= 7.351 mm
tcalc =
Allowable Test Stress (St)
DESIGN CONDITION
Design specific grafity of the liquid to be store
< Design Condition G =
0.835 >
Effective Liquid head at design Pressure (H')
H' = H + 1000Pe/UgG
= 10.29 + 1000 * 1 / ( 998 x
=
10.42 m
Thickness of Shell
Weight
New
Corroded
kg
kg
7430.53
5779.93
6605.28
4954.50
5779.93
4128.98
5779.93
5779.93
4954.50
4954.50
4954.50
3303.36
4954.50
3303.36
40459.17
32204.56
= ASTM A-36
=
2
=
0.85
=
160 MPa
171 MPa
=
=
9.8
0.835 (per API 650)
x 0.835 )
4.9D(H'-0.3)*G + CA
(Sd*E)
4.9 x 18.29 x ( 10.42 - 0.3) x 0.835
=
+ 2
160 x 0.85
= 7.565 mm
HYDROSTATIC TEST CONDITION
< Design Condition G =
1>
= 10.29 + 1000 * 1 / ( 998 x 9.8 x 1.000 )
=
10.40 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
(St*E)
4.9 x 18.29 x ( 10.40 - 0.3) x 1
=
171 x 0.85
= 6.224 mm
tcalc =
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
CALCULATION FOR STORAGE TANK
Rev. No. :
Date :
Reference spec.:
Process & Piping Specification
Engineer : Tjo
DESIGN THICKNESS OF SHELL
DESIGN THICKNESS OF SHELL (CONT'd)
THICKNESS OF SHELL COURSE #3
THICKNESS OF SHELL COURSE #5
Shell Plate Material
= ASTM A-36
Shell Plate Material
Corrosion Allowance (CA)
=
2
Corrosion Allowance (CA)
Joint Efficiency ( E)
=
0.85
Joint Efficiency ( E)
Allowable Design Strees (Sd)
Allowable Design Strees (Sd)
=
160 MPa
= ASTM A-36
=
2
=
0.85
=
160 MPa
Allowable Test Stress (St)
=
171 MPa
DESIGN CONDITION
Design specific grafity of the liquid to be store
= 0.835 (per API 650)
< Design Condition G =
0.835 >
Effective Liquid head at design Pressure (H')
H' = H + 1000Pe/UgG
= 8.46 + 1000 * 1 / ( 998 x 9.8 x 0.835 )
=
8.59 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
+ CA
(Sd*E)
4.9 x 18.29 x ( 8.59 - 0.3) x 0.835
=
+ 2
160 x 0.85
= 6.560 mm
HYDROSTATIC TEST CONDITION
< Design Condition G =
1>
= 8.46 + 1000 * 1 / ( 998 x 9.8 x 1.000 )
=
8.57 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
(St*E)
4.9 x 18.29 x ( 8.57 - 0.3) x 1
=
171 x 0.85
= 5.097 mm
THICKNESS OF SHELL COURSE #4
Shell Plate Material
= ASTM A-36
Corrosion Allowance (CA)
=
2
Joint Efficiency ( E)
=
0.85
Allowable Design Strees (Sd)
=
160 MPa
Allowable Test Stress (St)
=
171 MPa
DESIGN CONDITION
Design specific grafity of the liquid to be store
= 0.835 (per API 650)
< Design Condition G =
0.835 >
Effective Liquid head at design Pressure (H')
H' = H + 1000Pe/UgG
= 4.81 + 1000 * 1 / ( 998 x 9.8 x 0.835 )
=
4.93 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
+ CA
(Sd*E)
4.9 x 18.29 x ( 4.93 - 0.3) x 0.835
=
+ 2
160 x 0.85
= 4.548 mm
HYDROSTATIC TEST CONDITION
< Design Condition G =
1>
= 4.81 + 1000 * 1 / ( 998 x 9.8 x 1.000 )
=
4.91 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
(St*E)
4.9 x 18.29 x ( 4.91 - 0.3) x 1
=
171 x 0.85
= 2.843 mm
THICKNESS OF SHELL COURSE #6
Shell Plate Material
= ASTM A-36
Corrosion Allowance (CA)
=
2
Joint Efficiency ( E)
=
0.85
Allowable Design Strees (Sd)
=
160 MPa
Allowable Test Stress (St)
=
DESIGN CONDITION
Design specific grafity of the liquid to be store
=
< Design Condition G =
0.835 >
Effective Liquid head at design Pressure (H')
H' = H + 1000Pe/UgG
= 6.64 + 1000 * 1 / ( 998 x 9.8 x
=
6.76 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
+ CA
(Sd*E)
4.9 x 18.29 x ( 6.76 - 0.3) x 0.835
=
160 x 0.85
= 5.554 mm
HYDROSTATIC TEST CONDITION
< Design Condition G =
1>
= 6.64 + 1000 * 1 / ( 998 x 9.8 x
=
6.74 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
(St*E)
4.9 x 18.29 x ( 6.74 - 0.3) x 1
=
171 x 0.85
= 3.970 mm
Allowable Test Stress (St)
=
DESIGN CONDITION
Design specific grafity of the liquid to be store
=
< Design Condition G =
0.835 >
Effective Liquid head at design Pressure (H')
H' = H + 1000Pe/UgG
= 2.98 + 1000 * 1 / ( 998 x 9.8 x
=
3.10 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
+ CA
(Sd*E)
4.9 x 18.29 x ( 3.10 - 0.3) x 0.835
=
160 x 0.85
= 3.542 mm
HYDROSTATIC TEST CONDITION
< Design Condition G =
1>
= 2.98 + 1000 * 1 / ( 998 x 9.8 x
=
3.08 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
(St*E)
4.9 x 18.29 x ( 3.08 - 0.3) x 1
=
171 x 0.85
= 1.716 mm
171 MPa
0.835 (per API 650)
0.835 )
+ 2
1.000 )
171 MPa
0.835 (per API 650)
0.835 )
+ 2
1.000 )
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
CALCULATION FOR STORAGE TANK
Rev. No. :
Date :
Reference spec.:
Process & Piping Specification
Engineer : Tjo
DESIGN THICKNESS OF SHELL
DESIGN THICKNESS OF SHELL (CONT'd)
THICKNESS OF SHELL COURSE #7
SHELL COURSE #3 SUMMARY
Shell Plate Material
= ASTM A-36
Widht of Shell plate
=
1.828 m
Corrosion Allowance (CA)
=
2
t-calc = MAX (t-calc_650,t.seismic)
Joint Efficiency ( E)
=
0.85
= MAX ( 6.560 ,
0 )
Allowable Design Strees (Sd)
=
160 MPa
=
6.560 mm
Allowable Test Stress (St)
=
DESIGN CONDITION
Design specific grafity of the liquid to be store
=
< Design Condition G =
0.835 >
Effective Liquid head at design Pressure (H')
H' = H + 1000Pe/UgG
= 1.15 + 1000 * 1 / ( 998 x 9.8 x
=
1.28 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
+ CA
(Sd*E)
4.9 x 18.29 x ( 1.28 - 0.3) x 0.835
=
160 x 0.85
= 2.537 mm
HYDROSTATIC TEST CONDITION
< Design Condition G =
1>
= 1.15 + 1000 * 1 / ( 998 x 9.8 x
=
1.26 m
Thickness of Shell
4.9D(H'-0.3)*G
tcalc =
(St*E)
4.9 x 18.29 x ( 1.26 - 0.3) x 1
=
171 x 0.85
= 0.589 mm
171 MPa
t.required
0.835 (per API 650)
t.actual
Weight
0.835 )
Weight
+ 2
1.000 )
SHELL COURSE #1 SUMMARY
Widht of Shell plate
=
1.828 m
t-calc = MAX (t-calc_650,t.seismic)
= MAX ( 8.571 ,
0 )
=
8.571 mm
t.required
= MAX(t.design, t.test, t.min650)
= MAX ( 8.571 , 7.351 , 6 )
=
8.57 mm
t.actual
=
9.00 mm
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.009 ) * 1.828 *
= 7430.53 kg (NEW)
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.007 ) * 1.828 *
= 5779.93 kg (CORRODED)
SHELL COURSE #2 SUMMARY
Widht of Shell plate
=
1.828 m
t-calc = MAX (t-calc_650,t.seismic)
= MAX ( 7.565 ,
0 )
=
7.565 mm
t.required
= MAX(t.design, t.test, t.min650)
= MAX ( 7.565 , 6.224 , 6 )
=
7.565 mm
t.actual
=
8.00 mm
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.008 ) * 1.828 *
= 6605.28 kg (NEW)
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.006 ) * 1.828 *
=
4954.5 kg (CORRODED)
0.009
0.007
0.008
0.006
=
=
=
=
=
=
=
=
=
=
MAX(t.design, t.test, t.min650)
MAX ( 6.560 , 5.097 , 6 )
6.56 mm
7.00 mm
Density*PI*(D-t)*Widht*t
7865 x PI x( 18.3 - 0.007 ) * 1.828 *
5779.93 kg (NEW)
Density*PI*(D-t)*Widht*t
7865 x PI x( 18.3 - 0.005 ) * 1.828 *
4128.98 kg (CORRODED)
SHELL COURSE #4 SUMMARY
Widht of Shell plate
=
1.828 m
t-calc = MAX (t-calc_650,t.seismic)
= MAX ( 5.554 ,
0 )
=
5.554 mm
t.required
= MAX(t.design, t.test, t.min650)
= MAX ( 5.554 , 3.970 , 6
=
6.000 mm
t.actual
=
7.00 mm
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.007
= 5779.93 kg (NEW)
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.005
= 4128.98 kg (CORRODED)
SHELL COURSE #5 SUMMARY
Widht of Shell plate
=
1.828 m
t-calc = MAX (t-calc_650,t.seismic)
= MAX ( 4.548 ,
0 )
=
4.548 mm
t.required
= MAX(t.design, t.test, t.min650)
= MAX ( 4.548 , 2.843 , 6
=
6.000 mm
t.actual
=
6.00 mm
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.006
=
4954.5 kg (NEW)
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.004
= 3303.36 kg (CORRODED)
0.007
0.005
)
) * 1.828 *
0.007
) * 1.828 *
0.005
)
) * 1.828 *
0.006
) * 1.828 *
0.004
SHELL COURSE #6 SUMMARY
Widht of Shell plate
=
1.828 m
t-calc = MAX (t-calc_650,t.seismic)
= MAX ( 3.542 ,
0 )
=
3.542 mm
t.required
= MAX(t.design, t.test, t.min650)
= MAX ( 3.542 , 1.716 , 6 )
=
6.000 mm
t.actual
=
6.00 mm
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.006 ) * 1.828 *
=
4954.5 kg (NEW)
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.004 ) * 1.828 *
= 3303.36 kg (CORRODED)
0.006
0.004
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
CALCULATION FOR STORAGE TANK
Rev. No. :
Date :
Reference spec.:
Process & Piping Specification
Engineer : Tjo
DESIGN THICKNESS OF SHELL
DESIGN THICKNESS OF SHELL (CONT'd)
SHELL COURSE #7 SUMMARY
Widht of Shell plate
=
1.828 m
t-calc = MAX (t-calc_650,t.seismic)
= MAX ( 2.537 ,
0 )
=
2.537 mm
t.required
= MAX(t.design, t.test, t.min650)
= MAX ( 2.537 , 0.589 , 6 )
=
6.000 mm
t.actual
=
6.00 mm
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.006 ) * 1.828 * 0.006
=
4954.5 kg (NEW)
Weight
= Density*PI*(D-t)*Widht*t
= 7865 x PI x( 18.3 - 0.004 ) * 1.828 * 0.004
= 3303.36 kg (CORRODED)
MIANG BESAR COAL TERMINAL
CALCULATION FOR STORAGE TANK
Reference spec.:
INTERMADIATE WIND GIRDER PER API 5.9.7
Wind Velocity (V)
Design Wind Velocity (Vd)
Design Vacuum at top of tank
Number of Intermediate Girder
■ Velocity Factor (Vf)
Vf = ( Vd/V ) ^2
= (
TOP END STIFFENER
Stiffener Size
Actual Modulus of Section
60 /
Process & Piping Specification
=
=
=
=
190 ) ^2
=
=
=
190 km/h
60 km/h
0 kPa
0
0.100
70 x 70 x
8430 mm3
7
INTERMEDIATE STIFFENER CALCULATION PER API 650 5.9.7
Note : Using the thinnest shell course, t_thinnest instead of
top shell course
Subtracting corrosion allowance per user setting
■ Maximum Height of unstiffened Shell (Hu)
The Ratio of the material's modulus of elasticity at maximum design
temperature per API 650 M.6
ME
=
199.00 /
199.00 =
1
(t-CA)_thinnest
=
4 mm
Nominal Tank Diameter (D)
=
18.288 m
Hu
= (ME*9.47*(t-CA)_thinnest*SQRT((t-CA)_thinnest/D)^3)/V f
= (
1.00 * 9.47 * 4 * SQRT (
4 / 18.29 ) ^ 3 / 0.100
=
38.86 m
■ Transposed widht of each shell course (Wtr)
Wtr
= W * ((t-CA)_top / (t-CA)_course)^2.5
<TRANSFORMING COURSE 1 TO 7>
Wtr (1) =
1.828 * (
4 /
7 ) ^ 2.5 =
0.45121 m
Wtr (2)
=
1.828
*(
4
/
6
) ^ 2.5 =
0.66336 m
Wtr (3)
=
1.828
*(
4
/
5
) ^ 2.5 =
1.04641 m
Wtr (4)
=
1.828
*(
4
/
5
) ^ 2.5 =
1.04641 m
Wtr (5)
=
1.828
*(
4
/
4
) ^ 2.5 =
1.828
m
Wtr (6)
=
1.828
*(
4
/
4
) ^ 2.5 =
1.828
m
Wtr (7)
=
1.828
*(
4
/
4
) ^ 2.5 =
1.828
m
■ Height of the transformed shell (Hts)
Hts
= SUM (Wtr)
= 8.69139
L_ 0
= Hts / Number of Intermediate stiffeners +1
= 8.691 /
1
=
8.69 m
Because Hu ≥ L_ 0 , thus No intermediate Wind girder needed
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
CALCULATION FOR STORAGE TANK
Reference spec.:
Process & Piping Specification
INPUT
WIND DATA
Method
Wind Velocity (V)
Design Wind Velocity (Vd)
= API Method
=
190 km/h
=
60 km/h
SEISMIC DATA
Importance Factor (Iw)
=
ANCHOR DESIGN
Number of Anchor Bolts or Legs (Na)
Diameter of Anchor Circle
Anchor Bolt Material
Anchor Bolt Corrosion Allowance
Bolt Diameter (d)
Thread Pitch (p)
Pitch Angle (Φ)
=
24
=
= ASTM A 193 Gr.B7
=
1 mm
=
38
=
4
=
60 q
1
Seismic Use Group
Site Class
= API 650 11 th Ed -Non ASCE7 (Sp)
=
III
=
D
Design Level peak ground Acceleration
=
0.22
paramater for sites
ANCHOR CHAIRS
Chair Material
= ASTM A-36
Top Plate Type
= Discrete
Chair Style
= Vert. Straight
a =
100 mm
c =
56 mm
g =
b =
100 mm
e =
50 mm
h =
k =
100 mm
f =
22.2 mm
j =
Repad
t =
16 mm
h =
200 mm
w =
64 mm
300 mm
14 mm
200 mm
OUTPUT
WIND CALCULATION
WIND MOMENT PER API 650 5.11
Arae Resisting the compressive force (A)
Lowest Minimum specified yield strenght (Fy)
Slope Roof
Nominal Weight of roof plate plus any
=
=
=
=
attached structural (DLR)
Nominal Diameter (D)
Nominal Height of Tank (H)
Design Liquid height (H_liq)
=
=
=
Design Internal Pressure at Top of Tank (Pe)
=
2502.97
250
1 / 12 or
101527.19
mm 2
Mpa
4.76 °
N
■ Moment Due to Wind Force on Roof (M_roof)
M_roof = (P_uplift)*Ap*Xw
=
0.1
* 262.7 * 9.14
=
344.9 N
■ Moment Arm of Wind Force on shell (Xs)
Xs
18.29 m
12.60 m
12.12 m
1 kPa
= H/2
= 12.60 / 2
=
6.3 m
■ Projected Area of Shell (As)
As
■ Velocity Factor (Vf)
Vf = ( Vd/V ) ^2
= ( 60 / 190 ) ^2
=
0.100
■ Wind Uplift (P_uplift)
P_uplift = Iw * 1.44*Vf =
1 * 1.44 * 0.100 =
0.1436 kPa
■ API 650 5.2.1.k Uplift Check
A*Fy tanT
0.00127 DLR
P_F4.1 =
+
200D2
D2
2502.97 * 250 * TAN 4.76
0.00127 * 101527.19
=
+
200 * 18.29 ^2
18.29 ^ 2
=
1.17 kPa
■ Limit Wind Uplift + Internal Pressure to 1.6*P_F4.1
P_uplift + Pe
= MIN (Wind_Uplift + Pe, 1.6*P_F4.1)
P_uplift
= MIN (Wind_Uplift , 1.6*P_F4.1-Pe)
= MIN ( 0.1436 , 0.86415 )
=
0.1436 kPa
■ Vertical Projected Area of Roof (Ap_vert)
Ap_vert = OD^2 TAN T
= 18.29 ^2 * TAN 4.76
= H*D
= 18.29 * 12.60
2
= 230.4 m
■ Moment due to wind force on shell (M_shell)
M_shell = Iw * 0.86 * Vf * As * Xs
= 1 * 0.86 * 0.100 * 230.4 *
= 124.5 kN.m
6.3
= 124500.49 N.m
■ Wind Moment (Mw)
Mw
= M_roof + M_shell
=
344.9 + 124500
=
124845.41 N.m
RESISTANCE TO OVERTURNING PER API 650 5.11.2
Min. Specified Yield stress the bottom
=
250
plate under the shell (Fby)
An unanchored tank must these two criteria
1) 0.6*Mw+Mpi < MDL/1.5
MPa
2) Mw + 0.4Mpi < (MDL+MF)/2
2
=
27.87 m
■ Horizontal Projected Area of Roof
Moment Arm of UPLIFT wind force on roof (Xw)
Where,
Destabilizing Wind Moment (Mw)
=
124845.41 N.m
Destabilizing Moment about the shell-to-bottom joint from design Pressure
Xw
Mpi
= 0.5*D
= 0.5 * 18.29
= 9.14 m
■ Projected Area of roof for wind moment (Ap)
Ap
= PI * D^2/4
= PI *
=
18.29 ^ 2 /
2
262.68 m
4
= Pe * PI *D^2/4 * D/2
=
1 * PI * 18.29 ^2/4* 18.29 / 2
=
2401.92 kN.m
= 2401919.93 N.m
Stabilizing Moment about the Shell-to-Bottom Joint from the Shell and
Weight Supported by the Shell (MDL)
MDL
= (W_shell + W_roof) * D/2
= ( 315604.7 + 10359.9 ) * 18.29 /2
= 2980620.33 N.m
MIANG BESAR COAL TERMINAL
CALCULATION FOR STORAGE TANK
Reference spec.:
WIND CALCULATION
Annular Bottom Ring Thickness Less CA (t b)
Process & Piping Specification
=
6.5 mm
■ Minimum Bottom Annular Ring Width (Lb)
Lb
= MAX ( 450 , 0.0291*tb*SQRT (Fby/H_liq)
= MAX(0.450, 0.0291* 0 * SQRT ( 250 / 12.12 )
=
0.450 mm
■ Circumferential loading of contents along shell-top-bottom joint (w l)
= 59 * tb * SQRT(Fby*H_liq)
= 59 * 6.5 * SQRT ( 250 * 12.12 )
= 21110.7 N/m
■ Stabilizing Moment due to Bottom Plate and Liquid Weight (M F)
wl
MF
= (D/2)*wl*PI*D
= ( 18.29 / 2 ) * 21110.7 * PI * 18.29 )
= 11090585.1 N.m
<CRITERIA 1>
0.6*( 124845 ) + 2401920 < 2980620 / 1.5
Since 2476827.17 > 1987080.22 , Tank must be anchored
<CRITERIA 2>
124845 + 0.4 *
2401919.93 < ( 2980620 + 11090585.1 ) /2
Since 1085613.38 ≤ 7035602.72 , Tank is self anchored
RESISTANCE TO SLIDING PER API 650 5.11.4
F_wind = 0.86 * Vf * AS
= 0.86 * 0.100 * 230.4
=
19.762 kN
=
19762 N
F_Friction
= Maximum of 40% of weight of tank
= 0.4 * ( W_roof Corroded + W_shell corroded +
( W_Btm_corroded + Roofstruct + W_min_liquid)
= 0.4 * (
101527 + 315605 + 133943 +
19954.86 +
65.80 )
= 228438 Kg
= 2238695 N
Because F_friction > F_wind , Thus Anchor is not needed
ANCHORAGE REQUIREMENT
Anchorage required since criteria 1, criteria 2, or sliding are NOT acceptable
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
CALCULATION FOR STORAGE TANK
Rev. No. :
Date :
Reference spec.:
Process & Piping Specification
Engineer : Tjo
SEISMIC CALCULATION PER API 650 11th ED. ADDENDUM 2
SEISMIC CALCULATION PER API 650 11th ED. ADDENDUM 2
■ Spectral Acceleration Coefficients (Ai)
Method
= Non ASCE 7 (Sp) Method
Ai = MAX (2.5*Q*Fa*Sp*I/Rwi , 0.007)
WEIGHT
Weight of Shell Incl. Shell Stiffners & Insul. (Ws)
= 40459.17 kg
= MAX ( 2.5 *
Weight of Floor (Incl. Annular Ring) (Wf)
= 18924.48 kg
=
Weight Fixed Roof, Framing and 10% of Design
= 32386.76 kg
Live Load & Insul. (Wr)
SEISMIC VARIABLES
Seismic use Group
Site Class
Design Level Peak ground acceleration
parameter (Sp)
Design Spectral Response Param. (5% damped)
for short periods (Ss=2.5*Sp)
for 1-Second periods(S1=1.25*Sp)
Regional Dependent Transition period for Long
Period Ground Motion (T_L)
Vertical Earthquake Acceleration Coefficient (A v) =
=
=
=
III
D
0.22
=
0.55
=
0.275
=
0.22 *
1.5
/
4 , 0.007 )
0.68
* 4 *
■ Confective Spectral Acceleration parameter (A c)
1
=
1.36
Velocity-based site coefficient (Fv)
=
1.85
Importance Factor defined by Seismic Use
Group (III)
Force Reduction Factor for the impulsive
mode (Rwi)
=
1.5
=
4
Force Reduction Factor for Convective
=
2
mode (Rwc)
Coefficient for impulsive period of tank
system from API 650 Fig E-1 (Ci)
=
6.13
Equivalent uniform thickness of Tank shell (tu)
=
Density of tank product (U )
=
=
=
Wi = TANH (0.866D/H)/(0.866*D/H)*Wp
= TANH (0.866 *
1.51 ) / ( 0.866 *
1.51 ) * 2653217.73
= 1753249.66 kg
■ Effective convective (Sloshing) Portion of the liquid Weight (Wc)
■ Effective Weight Contributing to Seismic Response (Weff)
Weff
= Wi + Wc
= 1753249.66 + 906636.864
= 2659886.52 kg
■ Roof Load Acting on Shell, Including 10% of Live Load (W rs)
Wrs
=
15058.7 kg
DESIGN LOAD
■ Design base shear due to impulsive component from effective weight of
7 mm
3
833.33 kg/m
200 Gpa
1.5
Sds
= Q * Fa * Ss
=
1 * 1.36 * 0.55
= 0.748
■ The design spectral response acceleration param. At 1-second periods (Sd1)
Sd1
= Q * Fv * S1
= 1 * 1.85 * 0.275
= 0.509
STRUCTURAL PERIOD OF VIBRATION
■ Impulsive Natural Period (Ti)
Ti = (1/SQRT(2000))*(Ci*H/SQRT(tu/D))*SQRT(U/E)
0.007 /
1.51
2653217.73 kg
Wc = 0.23*D/H *TANH(3.67*H/D)*Wp
= 0.23 * 1.51 * TANH (3.67 /
1.51 ) * 2653217.73
=
906636.86 kg
Elastic modulus of tank material ( E )
Coefficient to adjust spectral accleration from
5%-0.5% damping (K)
■ The design spectral response acceleration param. At short periods (Sds)
12.60 /SQRT (
=
=
18.29 ))
tank and content (Vi)
Vi = Ai * (Ws +Wr + Wf + Wi)
= 0.281 * ( 40459.17 + 32386.76 + 18924.48 + 1753250 )
= 517528 kg
■ Design base sheare due to convective component of the effective weight
of the effective sloshing weight (Vc)
Vc = Ac * Wc
= 0.114 * 906637
= 103545 kg
■ Total design base Shear (V)
V = SQRT ( Vi^2 + Vc^2)
= SQRT( 517528 ^2 +
= 527785 kg
103545 ^2)
CENTER OF ACTION FOR RINGWALL OVERTURNING MOMENT
■ Height to the center of action of lateral seismic force related to
impulsive liquid force for the ringwall moment (Xi)
Xi = 0.375 * H
= 0.375 *
12.12
= 4.55 m
* SQRT ( 833.3 / 2E+11 )
=
0.0057 sec
■ Convective (Sloshing) Period (Tc)
■ Height to the center of action of lateral seismic force related to
Ks = 0.578/SQRT(TANH(3.68H/D))
18.29 ))
1.5
■ Effective Impulsive Portion of the liquid Weight (Wi)
0.1
=
= 0.578 / SQRT (TANH (3.68*
12.60 /
=
0.58 sec
Tc = 1.8 * Ks * SQRT (D)
= 1.8 * 0.582 * SQRT ( 18.29 )
=
4.48 sec
1.36 *
2.5*K*Q*Fa*Sp*TS*T_L*I
Tc^2 * Rwc
2.5 * 1.5 * 1 * 1.36 * 0.22 *
=
4.48 ^ 2 *
2
= 0.114
EFFECTIVE WEIGHT OF PRODUCT
Ratio of Tank Diameter to Design Liquid Level (D/H)
Total Weight of Tank Content based on S.G. (Wp)
4 sec
Scalling Factor from the MCE to design level
spectral acceleration (Q)
Acceleration-based site coefficient (Fa)
6.13 *
*
Ac =
Design Spectral Response Param. (5% damped)
= (1/SQRT(2000))* (
1
0.2805
convective liquid force for the ringwall moment (Xc)
(COSH(3.67*H/D)-1)
Xc = (1 )*H
(3.67*H/D)*SINH(3.67*H/D)
(COSH(3.67/ 1.51 ) - 1
= (1 3.67 / 1.51 * SINH (3.67 / 1.51 )
=
7.94 m
) * 12.12
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
CALCULATION FOR STORAGE TANK
Rev. No. :
Date :
Reference spec.:
Process & Piping Specification
Engineer : Tjo
SEISMIC CALCULATION PER API 650 11th ED. ADDENDUM 2
SEISMIC CALCULATION PER API 650 11th ED. ADDENDUM 2
CENTER OF ACTION FOR SLAB OVERTURNING MOMENT
OVERTUNING MOMENT
■ Height to center of action of lateral seismic force related to the impulsive
■ Ringwall Moment-Portion of the total overtuning moment that acts at
liquid force for the slab moment (Xis)
the base of the tank shell perimeter (Mrw)
Mrw
= ((Ai*(Wi*Xi+Ws*Xs+Wr*Xr))^2+(Ac*Wc*Xc)^2)^0.5
= (( 0.281 ( 2E+06 * 7.68 + 40459.17 * 6 +
12431.9007 * 12.85 )^2 +( 0.114 * 9E+05 * 7.94 )^2)^0.5
= 3977165.42 kg.m
■ Slab moment used for slab and pile cap design (Ms)
0.866*D/H
- 1 )) *H
TANH(0.866*D/H)
0.866 *
1.51
= 0.376 * ( 1 +1.333* (
-1))* 12.12
TANH (0.866 *
1.51
=
7.68 m
Xis = 0.376 * ( 1 +1.333* (
■ Height to center of action of lateral seismic force related to the convective
liquid force for the slab moment (Xcs)
COSH(3.67*H/D)-1.937
Xcs = (1) *H
3.67*H/D*SINH(3.67*H/D)
COSH( 3.67 / 1.51 )- 1.937
= (1)* 12.12
3.67/ 1.51 *SINH (3.67/ 1.51 )
=
8.77 m
Ms
DYNAMIC LIQUID HOOP FORCES
0.75*D = 13.72 m
Ratio of Tank Diameter to Design Liquid Level (D/H)
Specific Grafity (G)
RESISTANCE TO DESIGN LOAD
<SELF ANCHORED>
Minimum yield strenght of Bottom Annulus (Fy)
=
250 Mpa
■ Effective specific grafity including vertical seismic effects (Ge)
Nominal Diameter (D)
Design Liquid height (H)
Vertical Earthquake Acceleration Coefficient (A v)
For D/H ≥ 1.333
=
=
1.51
0.835
=
=
=
18.29 m
12.12 m
0.1
Ge = S.G (1-0.4*Av)
= 0.835 ( 1 - 0.4 * 0.1 )
= 0.802
■ 201.1*H*D*Ge = 35733 N/m
■ Force resisting uplift in annular region (wa)
wa = 99 ta*SQRT (Fy*H*Ge)
= 99 * 6.5 * SQRT ( 250 * 12.12 * 0.802 )
= 31715 N/m
■ Shell and roof weight acting at base of the shell (wt)
For D/H < 1.333 and Y <0.75D
wt = (wrs + ws)/(PI*D)
= ( 15059 + 12432 ) / ( PI * 18.29 )
= 478.484 kg/m
■ Uplift load due to design pressure acting at base of shell (wint)
For D/H < 1.333 and Y ≥ 0.75D
wint
For All proportional D/H
Dynamic hoop tensile stress
SHELL
= ((Ai*(Wi*Xis+Ws*Xs+Wr*Xr))^2+(Ac*Wc*Xcs)^2)^0.5
= (( 0.281 ( 2E+06 * 7.68 + 40459.17 * 6 +
12431.9007 * 12.85 )^2 +( 0.114 * 9E+05 * 8.77 )^2)^0.5
= 3995739.82 kg.m
= 0.4 * Pe * (PI*D^2/4)/(PI*D)
= 0.4 * 1.00 *(PI * 18.29 ^2 /4 ) /( PI * 18.29 )
=
1.83 kN/m
=
186.61 kg/m
< ANNULAR RING REQUIREMENTS>
■ Required Annular Ring Widht (L)
L = 0.01723 * tb * SQRT (Fby/(H*Ge))
= 0.01723 * 6.5 * SQRT ( 250 / ( 12.12 * 0.802 )
=
0.5681 m
L = MIN (0.035*D,L)
= MIN ( 0.64 , 0.568 )
= 0.568 m
W
t
Y
Ni
Nc
Nh
σT+
σ T-
m
mm
m
N/mm
N/mm
N/mm
MPa
MPa
■ Actual Annular Plate Width (Ls)
#1
#2
#3
#4
#5
1.828
1.828
1.828
1.828
1.828
9
8
7
7
6
12.12
10.29
8.46
6.64
4.81
201.69
191.72
174.49
149.99
118.23
10.22
10.92
13.11
17.10
23.42
743.88
561.51
404.06
316.80
196.75
106.57
95.20
83.38
67.29
53.15
58.74
45.18
32.07
23.22
12.44
Ls =
#6
#7
1.828
1.828
6
6
2.98
1.15
79.21
32.93
32.96
47.00
121.96
47.17
34.77
17.46
5.88
-1.73
yu = 12.10*Fby*L^2/tb
= 12.10 *
250 *
=
297.85 mm
800 mm
PIPING FLEXIBILITY
< ESTIMATING TANK UPLIFT>
■ Estimating uplift displacement for self-anchored tank (yu)
0.8 ^ 2 / 6.5
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
CALCULATION FOR STORAGE TANK
Rev. No. :
Date :
Reference spec.:
Process & Piping Specification
Engineer : Tjo
SEISMIC CALCULATION PER API 650 11th ED. ADDENDUM 2
SEISMIC CALCULATION PER API 650 11th ED. ADDENDUM 2
ANCHORAGE RATIO (J)
wt = (Ws+ Wrs )/PI*D
= (
32205 + 15058.7 ) / ( PI * 18.29 )
=
822.64 kg/m
= 8061.83 N/m
■ Anchorage Ratio (J)
Mrw
J =
D^2*(wt*(1-0.4*Av)+wa-0.4*wint)
38976221.09
=
18.29 ^ 2 ( 8061.83 (1 - 0.4*
0.1 ) + 31715 -0.4 * 1829 )
= 3.00954
Because J > 1.54 , Tank is not stable and cannot be self-anchored for the
design load. Modify the annular ring if L < 0.035D is not
controlling or add mechanical anchorage.
MAXIMUM LONGITUDINAL SHELL_MEMBRANE COMPRESSIVE STRESS
■ Shell Compression in Self-Anchored Tanks
Thickness of bottom shell course minus CA (ts_1)
=
7 mm
Maximum longitudinal shell compression stress (σc )
σc =
(
wt*(1+0.4*Av)+wa
0.607-0.18667*J^2.3
- wa )/(1000*ts_1)
8061.83 * (1+0.4* 0.1 ) + 31715
- 31715 )/(1000 * 7 )
0.607-0.018667* 3.01 ^2.3
= 10.8809 Mpa
■ Allowable Longitudinal Shell-Membrane Compression Stress
Minimum specified yield strenght of shell course (Fty)
= 250 Mpa
■ G*H*D^2/ts_1^2 = 69.08
■ Allowable longitudinal Shell-membrane compressive stress (Fc)
=
(
Fc = 83 * ts /D
= 83 *
7 / 18.29
=
31.77 MPa
Because Fc ≤ Fty --------------->>
OK
HOOP STRESS
SHELL
#1
#2
#3
#4
#5
#6
#7
σ T+
MPa
106.57
95.20
83.38
67.29
53.15
34.77
17.46
Sd*1.33 Fy*0.9*E Allowable Membrane
MPa
MPa
Stress (MPa )
212.8
191.25
191.25
212.8
191.25
191.25
212.8
191.25
191.25
212.8
191.25
191.25
212.8
191.25
191.25
212.8
191.25
191.25
212.8
191.25
191.25
t-min
mm
4.3
4.1
3.8
3.7
3.4
3.1
2.2
Status
OK
OK
OK
OK
OK
OK
OK
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
CALCULATION FOR STORAGE TANK
Rev. No. :
Date :
Reference spec.:
Process & Piping Specification
Engineer : Tjo
ANCHOR BOLT DESIGN
ANCHOR BOLT DESIGN (CONT'd)
MECHANICALLY-ANCHORED PER API E.6.2.1.2
Number of Anchor (Na)
=
■ Freeboard (δ_s)
24 Nos
Maximum Spacing
=
3m
δ_s = 0.5*D*Af
Actual Spacing
=
2.39 m
= 0.5 * 18.29 * 0.152
Minimum Numbers of Anchor (Nmin)
=
= 1.392 m
19 Nos
Minimum specified yield strenght of shell course (Fty)
=
250 Mpa
■ Design Uplift on Anchores per unit circumferential length (wab)
0.7 * δ_s =
0.975 m
Per Table E-7
wab
= (1.273*Mrw/D^2-wt(1-0.4Av)
= ( 1.273 * 3.9E+07 / 18.29 ^2 - 4689 ( 1 - 0.4 *
= 143851 N/m
■ Anchor Seismic design Load (Pab)
0.1 ))
= wab* PI*D/Na
= 143851 * PI * 18.29 / 24
= 344364 N
■ Anchorage chair design load (Pa)
A freeboard equel to δ_s is required unless one of the following
alternatives are provided :
1. Secondary contaminent is provided to control the product spill.
2. The Roof and tank shall are designed to contain the sloshing liquid.
Pab
SLIDING RESISTANCE PER API E.7.6
Friction Ceofficient (μ)
Calculated seismic base shear (V)
Pa = 3 * Pab
=
=
0.4
527785.03 kg
= 5172293.25 N
= 3 * 344364 N
■ Resistance to sliding (Vs)
=
Vs = μ*(Ws+Wr+Wf+Wp)*(1-0.4*Av)
=
0.4 * ( 32204.56 + 10359.92 +
( 1 - 0.4 * 0.1 )
=
1042843.03 kg
= 10219861.71 N
1033093 N
SHELL COMPRESSION IN MECHANICALLY-ANCHORED TANK PER API E.6.2.2.2
■ Maximum Lognitudinal Shell compression stress (σc_anchored)
1.273*Mrw
(wt*(1+0.4*Av)+
σc_anchored =
)/1000*ts_1
D^2
1.273* 3.9E+07
= ( 4689.15 *(1+0.4* 0.1 ) +
)/1000 *7
18.29 ^2
=
OK
Because σc_anchored
≤ Fty ---->>
■ Longitudinal Shell-membrane compression stress (Fc) =
Because Fc ≤ Fty --------------->>
OK
31.77
MPa
DETAILING REQUIREMENT PER API E.7
Seismic use Group
=
III
The design spectral response acceleration
=
0.748
param. At short periods (Sds)
<SELF ANCHORED>
Note : Butt-welded annular aplates are required.
Annular plates exceeding 3/5 inch(9.5mm) thickness shall be
butt-welded. The weld of the shell to annular plate shall be checked
for the design uplift load.
<MECHANICALLY ANCHORED>
Minimum numbers of Anchors =
OK
FREEBOARD-SLOSHING PER API E.7.2
Regional Dependent Transition period for Long
=
4 sec
Period Ground Motion (T_L)
Importance Factor defined by Seismic Use
=
1.5
Group (III)
Convective (Sloshing) Period (Tc)
=
4.48 sec
The design spectral response acceleration
=
0.51
param. At 1-second periods (Sd1)
Coefficient to adjust spectral accleration from
=
1.5
5%-0.5% damping (K)
■ Acceleration coefficient for sloshing wave height calculation (Af)
When, TC > 4 ,then
4/
4.48 ^ 2
≤
Vs --------------->>
2653217.73 ) *
OK
LOCAL SHEAR TRANSFER (Vmax) PER API E.7.7
Vmax =
21.89 MPa
Af = K*Sd1*T_L/Tc^2
=
1.5 * 0.51 *
= 0.152
Because V
19954.86 +
2 * V / (PI * D)
= 2 * 5172293 / (PI * 18.29 )
=
180051.63 N
Tangential shear in flat-bottom steel tanks shall be transferred through
the welded connection to the steel bottom. The shear stress in the weld
shall not exceed 80% of the weld or base metal yield stress.
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
CALCULATION FOR STORAGE TANK
Rev. No. :
Date :
Reference spec.:
Process & Piping Specification
Engineer : Tjo
ANCHOR BOLT DESIGN
ANCHOR BOLT DESIGN (CONT'd)
Bolt Material
= ASTM A 193 Gr.B7
Lowest Minimum specified yield strenght (Fy)
=
723 MPa
<Uplift Case 4, Wind Load only>
UPLIFT LOAD CASE PER API 650 TABLE 5-21a
PWR = 0.144 kPa
Tank Diameter (D)
=
18.288 m
PWS = 0.86 * Vf
Design Pressure (P)
=
1 kPa
= 0.086 kPa
Test Pressure (Pt)
=
1 kPa
MWH = PWS*(D+t_ins/500)*H^2 /2
Failure Pressure per F.6 (Pf)
=
= 0.086 * ( 18.29 +
0 / 500)*
NA
12.60 ^2/2
Roof Plate Thickness (t_h)
=
5 mm
= 124.5 kN.m
Wind Moment (Mw)
=
U = PWR*D^2*785+(4*MWH/D)-W2
124845.41 N.m
Seismic Ringwall Moment (Mrw)
= 38976221.09 N.m
< FOR TANK WITH STRUCTURAL SUPPORTED ROOF>
■ Dead Load of Shell minus CA and Any Load Minus CA other than Roof plate
Acting on Shell (W1)
W1 = Corroded Shell + Shell Insulation
= 32204.56 +
0
= 32204.56 kg
■ Dead Load of Shell minus CA and Any Load Minus CA other than Roof
Plate minus CA Acting on Shell (W2)
W2 = Corroded Shell + Shell Insulation + Corroded Roof Plate supported
by Shell +Roof Dead Load Supported By shell
= 32204.56 +
0
+ 10359.9 +
= 42564.48 kg
■Dead Load of New Shell and any Dead Load other than roof plate acting
on shell (W3)
W3 = New Shell + Shell Insulation
= 40459.17 +
0
= 40459.17 kg
UPLIFT CASE
<Uplift Case 1, Design Pressure Only>
U = ((P-0.08*t_h)*D^2 *785)-W1
= ((
1
- 0.08 *
5 )* 18.29 ^2 * 785 ) = -158078.291 N
bt = U / N =
-6586.6 N
■ Bolt Area Required (A_s_r)
Allowable Design Stress (Sd)
=
105
MPa
A_s_r = N.A, Since Load per bolt is zero
<Uplift Case 2, Test Pressure Only>
U = ((Pt-0.08*t_h)*D^2 *785)-W1
= ((
1
- 0.08 *
5 )* 18.29 ^2 * 785 ) = -158078.291 N
bt = U / N =
-6586.6 N
■ Bolt Area Required (A_s_r)
Allowable Design Stress (Sd)
=
140
MPa
A_s_r = N.A, Since Load per bolt is zero
315605
315605
<Uplift Case 3, Failure Pressure only>
Not Applicable since if there is knuckle on tank roof, or tank roof is not
frangible
Pf (Failure pressure per F.6) =
N.A.
= 0.086 * 18.29 ^2 * 785+ (4* 124.5 / 18.29 ) = -394588.405 N
bt = U / N = -16441.2 N
■ Bolt Area Required (A_s_r)
Allowable Design Stress (Sd) = 0.8 * Fy
= 578.4 MPa
A_s_r = N.A, Since Load per bolt is zero
417131.87
<Uplift Case 5, Seismic Load Only>
U = (4 *Mrw/D) -W2*(1-0.4*Av)
= ( 4 * 38976221.09 / 18.29 )- 42564.48 * ( 1 - 0.4 *
= 8484120.84 N
bt = U / N =
353505 N
■ Bolt Area Required (A_s_r)
Allowable Design Stress (Sd) = 0.8 * Fy
= 578.4 MPa
A_s_r = bt/Sd
= 353505 /
578.4
2
= 611.177 mm
0.1 )
<Uplift Case 6, Design Pressure + Wind Load>
U = ((0.4P+PWR-0.008th)*D^2*785)+(4*MWH/D)-W1
= ((0.4*
1 + 0.144 - 0.08 *
5 ) * 18.29 ^2*785)+
( 4*
124.5 / 18.29 )- 32204.56
= 5524.28 N
bt = U / N = 230.178 N
■ Bolt Area Required (A_s_r)
Allowable Design Stress (Sd) = 0.8 * Fy
= 578.4 MPa
A_s_r = bt/Sd
=
230.18 / 578.40
2
=
0.40 mm
<Uplift Case 7, Design Pressure + Seismic Load>
U = ((0.4P-0.08th)*D^2*785)+(4*Mrw/D)-W1(1-04Av)
= ((0.4 * 1 - 0 .08 * 5 ) * 18.29 ^2 *785)+(4* 38976221.09 /18.29)
315604.69 ( 1 - 0.4* 0.1 )
= 8222002.24 N
bt = U / N =
342583.43 N
■ Bolt Area Required (A_s_r)
Allowable Design Stress (Sd) = 0.8 * Fy
= 578.4 MPa
A_s_r = bt/Sd
= 342583 /
578.4
2
= 592.29 mm
<Uplift Case 8, Frangibility Pressure>
Not Applicable since if there is knuckle on tank roof, or tank roof is not
frangible
Pf (Failure pressure per F.6) =
N.A.
MIANG BESAR COAL TERMINAL
Doc. No. :
Job. No. :
CALCULATION FOR STORAGE TANK
Rev. No. :
Date :
Reference spec.:
Process & Piping Specification
Engineer : Tjo
ANCHOR BOLT DESIGN
ANCHOR BOLT DESIGN (CONT'd)
ANCHOR BOLT SUMMERY
2
Bolt Root area required
= 611.177 mm
Bolt Diameter (d)
=
38 mm
Thread Pitch
=
4 mm
Pitch Angle
=
60 q
Anchor Bolt Corrosion Allowance
=
1 mm
■ Minimum Root Diameter ( d )
dmin = SQRT (A_s_r*4/PI)
= SQRT( 611.177 * 4 / PI)
= 27.9 mm
■ Actual Root Diameter (d_root)
d_root = d - 2 * p *0.64952
=
38 - 2 * 4 * 0.64952
= 32.8
d_root + CA = 33.8
Because d_root + CA
≥ d_min
, then Bolt diameter meets requirements
MIANG BESAR COAL TERMINAL
CALCULATION FOR STORAGE TANK
Reference spec.:
Process & Piping Specification
Doc. No. :
Job. No. :
Rev. No. :
Date :
Engineer : Tjo
INPUT
BOTTOM DATA
Bottom Plate Material
SMYS Roof of Tank Material (Fyr)
Allowable Design Strees (F)
Density (U)
Bottom Plate Corrosion Allowance
Joint Coefficient
Annular Ring Material
Annular Ring Corrosion Allowance
Maximum Liquid Level
Design Pressure at Top of Tank (Pe)
BOTTOM CONSTRUCTION
Bottom type of Tank
= ASTM A-36
=
250 MPa
=
160 MPa
3
=
7865 kg/m
=
2.5 mm
=
0.85
= ASTM A-36
=
2.5 mm
=
12.12 m
=
1 kPa
Flat bottom-Annular
Bottom Plate Thickness
=
Flat Bottom Plate Outside Diameter (OD)
=
Annular Bottom Plate Thickness
=
Annular Ring Width
=
DATA
Water Density (at Temp =
Grafity (g)
10 ° C ) ( U)
=
=
9
18.45
9
800
mm
m
mm
mm
3
998 kg/m
2
9.8 m/s
OUTPUT
BOTTOM CALCULATION
CALCULATION OF STRESS PER API 650 5.5.1
Bottom 1st Shell Course Thickness (t_1)
=
9 mm
Shell Plate Corrosion Allowance (CA)
=
1 mm
Nominal Tank Diameter (D)
= 18.29 m
Design specific grafity of the liquid to be store
= 0.835
Effective Liquid head at design Pressure (H')
H' = H + 1000Pe/UgG
= 12.12 + 1000 * 1 / ( 998 x 9.8 x 0.835 )
= 12.24 m
Hydrostatic Test Stress in Bottom (1st) Shell Course (St)
4.9D(H'-0.3)*G
St =
t_1
4.9 x 18.29 x ( 12.24 - 0.3) x 0.835
=
9
= 101.79 MPa
Product Design Stress in Bottom (1st) Shell Course
4.9D(H'-0.3)*G
Sd =
(t_1-CA)
4.9 x 18.29 x ( 12.24 - 0.3) x 1.000
=
(
9 - 1
)
= 137.14 MPa
■ Non Annular Bottom Plate
t_min =
6 + CA =
6 +
2.5 =
8.5 mm (Per Section 5.4.1)
t_Calc =
9 mm
■ Annular Bottom Plate per API 650 5.5.3 Table 5-1b
t_min_annular_ring
= 6 + CA = 6 + 3
=
8.5 mm
t_actual_annular_ring =
9 mm
MINIMUM ANNULAR BOTTOM PLATES PER API 650 5.5.2
Minimum Annular Ring Width (W_int)
W_int = 215*t_min_annular_ring/SQRT(H*G)
= 215 * 6.00 / SQRT ( 12.24 * 0.835 )
=
403.46 mm
W_int =
600 mm minimum per API 650 section 5.5.2
W_int = 600.0 mm
W_actual_internal =
799.8 mm
FLAT BOTTOM PLATE SUMMARY
Bottom Plate Material
= ASTM A-36
t_required
=
8.5 mm
t_actual
=
9 mm
Annular Bottom Plate Material
= ASTM A-36
Minimum Annular Ring Thickness
=
8.5 mm
t_annular_ring
=
9 mm
Minimum Annular Ring Width
=
600 mm
W_annular_Ring
=
800 mm
■ Weight of Bottom Plate
Bottom Plate Area = PI / 4 * (D-2*t_1-2*W_actual)^2
= PI / 4 * ( 18.29 - 2 * 0.009 - 2 *
0.8 ) ^ 2
2
= 218.26 m
Annular_Area
= PI /4 * OD ^ 2 - Bottom Area
= PI / 4 * 18.45 ^ 2 - 218.263
2
= 49.09 m
New_Weight = Density*t_bottom*Bottom Area +
Density*t_annular*Annular Area
=
7865 *
0.009 *
218.26 +
7865 *
0.009 *
49.09
= 18924.5 kg
Corr_Weigth = Density*t_bottom*Bottom Area +
Density*t_annular*Annular Area
=
7865 *
0.0065 *
218.26 +
7865 *
0.0065 *
49.09
= 13667.7 kg