Tank 6m X 4m
Tank 6m X 4m
Tank 6m X 4m
Optional Inputs
RESULTS
Hide the calculations for the courses that are not included in tank, manually. For example, if 2 courses are used,
hide the calculations & results for course 3,4,5,6,....
Dont Forget to Edit Project title in Header & DDFC Doc. No. in the footer of every worksheet.
urses are used,
REV. DESCRIPTION DATE ISSUED CHK'D APPV'D
REVISIONS
COMPUTER REFERENCE NUMBER:
DESIGNED: CLIENT:
CHECKED: PROJECT:
APPROVED: TITLE:
THIS DOCUMENT IS PRIVATE AND CONFIDENTIAL AND IS PROPERTY OF DEL. IT MUST NOT BE COPIED OR LENT WITHOUT THE CONSENT OF DEL AND MUST BE RETURNED WITH TENDER AND / OR
ON COMPLETION OF THE ORDER TO DDFC ENGINEERING LIMITED. MODEL TOWN LAHORE, PAKISTAN
DESIGN DATA
TANK No. 0-T-2660
DESIGN CODE API-650 ADD. 4
APPENDIX Basic API 650
Client Datasheet No. EC0184-0220-049-04-0002 Rev. 0
Shell A36
Bottom A36
MATERIALS Roof A36
Shell Plate Width Hc = 2,000 mm
Material Weight Density r = 7,850 kg / m3
Inside Diameter Di = 6,000 mm
Height Hs = 4,000 mm
Shell
No. of Shell Courses nr = 2.0
Used Shell Courses n = 2
Type Conical
DIMENSIONS / Roof
PARAMETERS Angle B/w Roof & Horizontal q = 4 deg.
Type Flat
Bottom
Angle B/w Bottom & Horizontal = 0 deg.
Nominal Vnom = 107.44 m3
Capacity Working Vwor = 28.27 m3
Geometrical Vgeo = 113.10 m3
Service Wet Condensate
Liquid Density Dn = 1,030 kg/m3
High Liquid Level (HLL) HH = 3,800 mm
Liquid Level Low Liquid Level (LLL) HL = 500 mm
Max. Design Liquid Level HD = 3,700 mm
Operating to = 55 C
o
Temperature Design td = 94 C
o
SITE
50-Year Wind Speed (3-sec gust factor) V = 45 m/s
WIND Snow Load S = 0 MPa
Importance Factor (Per API 650) I = 1.00
Seismic Use Group SUG = I
Site Class = C
Ss = 0.104 %g
Mapped Seismic Spectral Response S1
Basis For = 0.032 %g
Parameters
SEISMIC Lateral So = %g
Acceleration
Design Level Peak Ground Acceleration Sp = %g
Parameter
Seismic Zone Factor Z = 2A
Site Coefficient 0 = 1
MISCELLANEOUS
Roof WRA = 350 kg
ACCESSORIES LOADS
Shell WSA = 700 kg
Project Title:
SHELL DESIGN
1 SHELL DESIGN (As per Section 3.6):
Design Code API-650 ADD.4, Sec 3.6
1.1 INPUTS:
Material (Shell) A36
Height of one course Hc = 2.0 m = 2,000 mm
Density of Material r = 7,850 kg/m3
Minimum Yield Strength = 250 MPa
Minimum Tensile Strength = 400 MPa
Product Design Stress Sd = 160 MPa From Table 3.2
Hydro test Test Stress St = 171 MPa From Table 3.2
Inside dia of tank Di = 6.00 m = 6,000 mm
Height of shell HS = 4.0 m = 4,000 mm
Design Liquid level Hd = 3.7 m = 3,700 mm
Design Internal Pressure Pd = 0.025 bar.g = 255 mm of Water
Total Static Head H = 4.0 m = 3,955 mm
Density of contents Dn = 1,030 kg/m3 Ref: Data sheet
Corrosion allowance CA = 3.0 mm Ref: Data sheet
1.2 CALCULATIONS:
Nominal dia. of tank (Di + Shell thick) D = 6.008 m = 6,008 mm
Outside dia. of tank (D + Shell thick) Do = 6.016 m = 6,016 mm
Used specific gravity of fluid G = 1.030
Course 1:
Height of Liquid for 1st. Course (Full of Water) H1 = 4.0 m = 3,955 mm
Design Shell Thickness td = [ 4.9 x D x (H - 0.3) x G / Sd ] + CA Ref: API 650, 3.6.3
= 3.69 mm
Hydrostatic Test shell thickness tt = 4.9 x D x (H - 0.3) / St Ref: API 650, 3.6.3
= 0.63 mm
Course 2:
Height of Liquid for 2nd. course H2 = 2.0 m = 1,955 mm
Design Shell Thickness for 2nd. Course td = [ 4.9 x D x (H - 0.3) x G / Sd ] + CA Ref: API 650, 3.6.3
= 3.31 mm
Used shell course thickness for 2nd course t2 = 8 mm
Shell thickness used is satisfactory
Internal design pressure is, P = (1.1 x A x tan) / D2 + 0.08 x tR Ref: API 650 F.4
= 2.36 kPa
LOAD COMBINATIONS
2 LOAD COMBINATIONS (As per Appendix R) API 650, 10 th Ed, Add 04
2.1 CALCULATIONS:
3.1 INPUTS:
Inside Dia of Tank Di = 6.000 m = 6,000 mm
Minimum Roof Thickness Recommended tR = 5 mm Ref: API 650, 3.10.2.2
Angle between roof & horizontal q = 4 deg
Roof Height Above Shell HR = 189 mm
Approx. Weight of Attachments WRA = 350 kg
For Roof & Shell Joint:
Thickness of top most Course tt = 5
Used curb angle = 70X70X9
Area of used curb angle Ac = 1,179 mm2
Weight per meter W = 9.26
Total Weight of Angle Wc = 174.75
Area in corroded condition Ac = 786 mm2
Minimum Required Thickness without C.A. t = 5.00 mm Ref: API 650 3.10.2.2 / 3.10.5.1 / J 3.5.2
Corrosion Allowance C.A. = 3.00
Used Roof Thickness tR = 8 mm
BOTTOM DESIGN
4 BOTTOM DESIGN: API 650, 10 th Ed, Add 04
4.1 INPUTS:
Material (Bottom) A36
Nominal dia. of tank (Di + Shell thick) at bottom D = 6,008 mm = 6.008 m
Specific gravity of contents G = 1,030 kg/cm3
Design liquid height H1 = 3,700 mm = 3.7 m
Used thickness for bottom shell course t1 = 8 mm
Angle Between Bottom & Horizontal = 0 deg.
4.2 CALCULATION:
Bottom plates min. nominal thickness excluding CA.
As per Section 3 = 6 mm Ref: API 650 3.4.1
So, minimum required thickness with C.A = 9.00 mm
Used Thickness = 9 mm
Diameter of Bottom plate is Do = 6.116 m Ref: API 650 3.4.2
Since, D < 10 m
6.0 < 10
Annular bottom plate ring is not required Ref: API 650 3.2.2
Centre
Column
Top Rafter
Plate
Rafter
5.1 Inputs:
Inside Radius of Tank Rs = 3,000 mm = 3 m
Height of Tank H = 4,000 mm = 4 m
Live Load Lv = 1.2 KPa
Product Design Stress for Shell = 160 MPa Ref: API 650 3.2.1
Radius of Rafter Plate Rp = 600 mm = 0.6
Radius of Centre Column Rc = 110 mm
5.2 Calculations
5.2.1 Load
Dead Weight of Roof Plate LD = p Rs Rs +H2 th d
2 2
= 1779 kg
= 17.46 kN
= p Rs Rs +H2
2 2
Surface Area of Roof Plate A
= 47.12 m2
U.D.L. w = Lxb
= 1.78 KN/m
z' = Mmax'/ f
= 8698 mm3
CENTER COLUMN
l/r = 180
r = l / 180
= 1.80 in
Use Pipe 10" Sch.STD. with ravl = 3.67 in Ref. AISC 3-36
Metal cross-sectional area A = 11.90 in 2
Allowable compressive stress for column Fa = [122E/(23(l/r)2]/[1.6-(l/200r)] Ref. API650 ADD.4 - 3.10.3.4
= 114.02 MPa
6.1 INPUTS:
Inside dia of tank Di = 6.00 m = 6,000 mm
Wind velocity V = 162.00 km/h = 45 m/s
Nominal dia. of Tank at Top D = 6.005 m = 6,005 mm
6.2 CALCULATIONS:
Max. height of the unstiffened shell H1 = 9.47 t x ( t / D )3 x (190 / V)2 Ref: API 650 3.9.7.1
= 160.24 m
Wind girder is not required. As height of transformed shell is less than unstiffened shell. Ref: API 650 3.9.7.3
7.1 INPUTS:
Effective Wind Gust Factor G = 0.85 Ref: ASCE 7-02, 6.5.8
Force Co-efficient Cf = 0.70 Ref: ASCE 7-02, Fig. 6-19
Wind Directionality Factor Kd = 0.95 Ref: ASCE 7-02, Table 6-4
Velocity Pressure Exposure Co-efficient Kz = 1.22 Ref: ASCE 7-02, Table 6-3
Topographic Factor Kzt = 1.00 Ref: ASCE 7-02, 6.5.7.2
Importance Factor (Wind) I = 1.00 Ref: ASCE 7-02, Table 6.1
Wind Velocity V = 45 m/s = 162 km/hr
Inside dia. Di = 6 m
Nominal dia. of tank (Di + Shell thick) D = 6.005 m
Outside dia. of tank (D + Shell thick) Do = 6.010 m
Height of shell HS = 4 m
Height of tank including roof height HT = 4.19 m
Roof Height Above Shell HR = 0.189 m
Surface area of roof Sr = 28.42 m2
7.2 CALCULATIONS:
For overturning moment due to internal pressure;
Design internal pressure Pi = 0.025 bar.g
= 2.50 kPa
Projected area of Roof against internal pressure, A, is;
A = / 4 x Di2
= 28.27 m2
Added pressure for Internal Vacuum = 0.24 kPa Ref: API 650, 3.9.7.1
Overturning due to weight of shell & roof supported by the shell is;
Total weight of corroded shell W'ST = 35.90 kN Includes weight of attachments
Total weight of corroded roof W'RT = 15.08 kN Includes weight of attachments
Unanchored Tanks shall satisfy both of the following criteria: Ref: API 650 3.11.2
1 0.6Mw + MPi < MDL / 1.5
wa = 59 x tb x Fbyx H
= 361.12 kN
MF = wa x Di / 2
= 1,083 kN-m
Mapped, MCE, 5% damped, spectral response acceleration S1 = 0.032 Ref: ASCE 7-02, Table 9.1.4
parameter of 1 second, %g; (Considering SUG-II)
Mapped, MCE, 5% damped, spectral response acceleration SS = 0.104 Ref: ASCE 7-02, Table 9.1.4
parameter of 0.2 second, %g; (Considering SUG-II)
Site Class = C Ref: API-650,E.4.5
Acceleration base site-coefficient (at 0.2 sec period) Fa = 1.10 Ref:API-650, Table E-1
Velocity base site-coefficient (at 0.2 sec period) Fv = 1.60 Ref:API-650, Table E-2
Force reduction factor for "Impulsive Mode" Rwi = 3.50 Ref:API-650, Table E-4
Force reduction factor for "Convective Mode" Rwc = 2.00 Ref:API-650, Table E-4
8.2 CALCULATIONS:
D/H ratio of tank D/H = 1.63
"Convective Spectral Acceleration" parameter Ac = 2.5 x Q x Fa x SO x (Ts / Tc) x (l / Rwc) Ai Ref:API-650, E.4.9.1
= 0.01 =< Ai
OR
Ac = 2.5 x K x Q x Fa x SO x (Ts x TL / Tc2) x (I / Rwc) Ai
= 0.02 =< Ai
Since ;
Tc < TL
Therefore value of Ac will be; Ac = 0.01
Vertical earthquake acceleration coefficient, Av, is;
Av = 0.14 SDS Ref:API-650, E-.6.1.3
Where, SDS = 2/3 x SMS & SMS = Fa x SS Ref: ASCE 7-02 9.4.1.2.4
= 0.08 = 0.11 Ref: ASCE 7-02 9.4.1.2.5
Av = 0.01
Ref:API-650, E-.6.1
Design Base Shear due to convective component of the Vc = Ac x Wc
effective sloshing weight of tank & contents = 3,838.54 N
Design Base Shear due to impulsive component of the Vi = Ai x (Ws + Wr + Wf + Wi) Ref:API-650, E-.6.1
effective sloshing weight of tank & contents = 24,533.34 N
OVERTURNING MOMENT:
For Ring-Wall overturning moment, Ref:API-650, E.6.1.5
Height from the bottom of the tank shell to the centre of action of the lateral seismic force related to the impulsive liquid force for ring-wall moment;
For D/H 1.33 Xi = 0.375 x H Ref:API-650, E.6.1.2.1
= 1.39 m
OR
For D/H < 1.33 Xi = (0.5 - 0.094 x D / H) x H Ref:API-650, E.6.1.2.1
= 1.28 m
Since , D/H ratio is D/H = 1.63 >= 1.33
Therefore,
Xi = 1.39 m
Height from the bottom of the tank shell to the centre of action of the lateral seismic force related to the convective liquid force for ring-wall moment;
Height from the top of the tank shell to the roof &roof's Xr = Hr / 3
appurtenances centre of gravity; = 0.06 m
Height from the bottom of the tank shell to the shell's centre of
gravity(in empty conditions); Xs = Hs / 2
= 2.00 m
Now, overturning moment is calculated ; M = [ Ai (Wi Xi + Ws Xs + Wr Xr)]2 + [Ac (Wc Xc)]2 Ref:API-650, E.6.1.5
= 34 KNm
Effective specific gravity including vertical seismic effects Ge = G(1 - 0.4Av) Ref:API-650, E.2.1.6
= 1.03
For "SELF-ANCHORED" tanks the resisting force of tank contents per unit length of shell circumference resisting overturning moment,wa, is;
wa = 99 x ta x (Fy x H x Ge) 196 H D Ge *Neglecting vertical seismic effects"
But, = 14,635 > 4,474 Ref:API-650, E.6.2.1.1
Anchorage is required
Anchorage Ratio,J, is; J = Mrw / (D2 (wt (1 - 0.4 Av) + wa) Ref:API-650, E.6.2.1.1.1
J = 0.05
Calculated design uplift load due on anchors per unit wAB = (1.273 x M/D2 - wt (1 - 0.4 Av)) Ref:API-650, E.6.2.1.2
circumferential length, = -2,181.00 N/m
Uplift-load due to internal press. of shell circumference wAC = Pi / (p X D)
= 0.00 N/m
Total anchorage resistance per unit circumference length = wAB + 0.4 X wAC
= -2,181 N/m
Max. longitudinal shell compression stress at the bottom of the
shell ; SC = (wt (1 + 0.4 Av) + (1.273 Mrw / D2)) x (1 / (1000 x ts) Ref:API-650, E.6.2.2.2
= 0.77 Mpa
Since, Anchorage Ratio J = 0.05 < 0.785
Ref:API-650, E.6.2.2.2
Therefore, Max. longitudinal stress is; SC = 0.77 Mpa < Fc
Max. longitudinal shell compression stress is less than Allowable longitudinal shell membrane compression stress
10.1 INPUTS:
Density of contents Dn = 1,030 kg/m3
Density of Material (A-36) r = 7,850 kg/m3
Pe = 0 bar.g = 0 psi
Inside dia. Di = 6 m = 6,000 mm
Nominal dia. of tank (Di + Shell thick) D = 6.008 m = 6,008 mm
Outside dia. of tank (D + Shell thick) Do = 6.016 m = 6,016 mm
Inside radius of tank R = 3.000 m = 3,000 mm
Height of shell HS = 4 m = 4,000 mm
Design Liquid level Hd = 4 m = 3,700 mm
Total Weight of Shell WST = 5,435 kg
Angle b/w roof & horizontal q = 4 deg
Roof Height Above Shell HR = 189 mm
Total Weight of Roof WRT = 3,128 kg
Roof used Thickness tR = 9 mm
Weight of Bottom WB. = 2,076 kg
Used bottom plate thickness tB = 9 mm
Total empty weight of the tank WT = 10,638 kg
Design Wind Load P1 = 25 kN
Overturning Wind Moment Mw 51 kN.m
Total live load on roof LL = 1 kN
Seismic moment Ms = 34 kN.m
Empty Condition
Base Plate Thickness h1 = 0.009 m = 9 mm
Height of Shell h2 = 4 m = 4,000 mm
Height of Roof h3 = 0.19 m = 189 mm
m
from base a1 = h1 / 2 a1 = 0.005 m = 5 mm
from base a2 = h2 / 2 +h 1 a2 = 2.009 m = 2,009 mm
from base a3 = h3 / 3 + h1 + h2 a3 = 4.072 m = 4,072 mm
EMPTY WT = 10,638 kg
The self weight of roof and live load will be transferred to tank shell
Dead load, shell, roof & ext. structure loads DL = 5.52 kN/m
Live Load LL = 0.06 kN/m
Uniform load, operating condition Wo = 41.98 KN/m2
Uniform load, hydrotest load Wh = 42.82 KN/m2
Base shear due to wind Fw = 24.58 KN
Reaction due to wind Rw = 0.45 kN/m
Moment due to wind load Mw = 51 kN.m
Base Shear due to seismic load Fs = 17.81 KN
Reaction due to seismic load Rs = 0.30 kN/m
Moment due to Seismic load Ms = 2 kN.m
RESULTS
TANK No.: 0-T-2660 Dia.: 6m Height: 4m Volume: 113 m3
(Nominal)
DESIGN CODE: API-650 ADD. 4
Client Datasheet No.: EC0184-0220-049-04-0002 Rev. O
A) SHELL
B) ROOF
Roof thickness tR = 8 mm
Roof weight WR = 1,900 kg
Roof weight including attachments (Nozzles, Pipes) WRT = 2,250 kg
Weight of Curb Angle Wc = 175 kg
Material A-36
C) ROOF STRUCTURE
Total Weight of Roof Structure WRS = 1,500 kg
D) BOTTOM
Bottom thickness tB = 9 mm
Bottom weight WB = 2,076 kg
Material A-36
E) EXTERNAL ATTACHMENTS
Description Length Material Weight (kg)
i) Spiral Stair Case (90 kg/m) 6m A-36 540
ii) Interlanding (75 kg each) -- A-36 75
iii) Top Platform (135 kg each) -- A-36 135
iv) Hand Rail (35 kg/m) 19m A-36 665
v) Anchor Chairs (40 kg each) 12 Nos. A-36 480
Total 1,895 kg
F) WEIGHT SUMMARY:
F1) Weight of fluid in tank at operating conditions upto HLL = 110,666 kg = 1,086 kN
F2) Weight of water in tank at hydro test conditions = 113,097 kg = 1,109 kN
F3) Total dead load/self weight (empty) (A to E) WD = 13,330 kg = 130.77 kN
Weight