ETANK FULL REPORT - 3300

ETank2000 Demo 1.9.12 (02 Apr 2010)

TABLE OF CONTENTS PAGE 1

ETANK SETTINGS SUMMARY PAGE 2

SUMMARY OF DESIGN DATA AND REMARKS PAGE 3

SUMMARY OF RESULTS PAGE 5

ROOF DESIGN PAGE 8

BOTTOM DESIGN PAGE 22

WIND MOMENT PAGE 24

SEISMIC MOMENT PAGE 27

ANCHOR BOLT DESIGN PAGE 29

CAPACITIES AND WEIGHTS PAGE 34

MAWP & MAWV SUMMARY PAGE 35

ETANK SETTINGS SUMMARY

To Change These ETank Settings, Go To Tools->Options, Behavior Tab.

----------------------------------------------------------------------

No 650 Appendix F Calcs when Tank P = 0 -> Default : Verdadero

-> This Tank : Falso

Repad 650 Design Basis

-> Default for Tank Roof Nozzles : Use API Default 1/4 in.

-> This Tank : Use API Default 1/4 in.

Show MAWP / MAWV Calcs : Verdadero

Enforce API Minimum thicknesses : Verdadero

Enforce API Maximum Roof thickness : Verdadero

Enforce Minimum Self Supp. Cone Pitch (2 in 12) : Verdadero

Force Non-Annular Btm. to Meet API-650 5.5.1 : Falso

Set t.actual to t.required Values : Falso

Maximum 650 App. S or App. M Multiplier is 1 : Verdadero

Enforce API Maximum Nozzle Sizes : Verdadero

Max. Self Supported Roof thickness : 5 in.

Max. Tank Corr. Allowance : 5 in.

External pressure calcs subtract C.A. per V.5 : Verdadero

Use Gauge Material for min thicknesses : Falso

SUMMARY OF DESIGN DATA and REMARKS

Job : 3300

Date of Calcs. : 08/12/2010 , 12:26 p.m.

Mfg. or Insp. Date : 24/11/1993

Designer : JEFFCOAT SMITT

Project : 48' OD BY 32' TALL

Plant Location : COLUMBIA, SC

Site : COLUMBIA, SC

Design Basis : API-653 4th Edition, April 2009,

& API-650 11th Edition, Addendum 1, Nov 2008

----------------------------------------------------------------------

- TANK NAMEPLATE INFORMATION

----------------------------------------------------------------------

- Operating Ratio: 0,4

- Design Standard:

- API-650 11th Edition, Addendum 1, Nov 2008 -

- API-650 Appendices Used: M -

- Roof : A-36: 0,375in. -

- Shell (4): A-36: 0,25in. -

- Shell (3): A-36: 0,25in. -

- Shell (2): A-36: 0,3125in. -

- Shell (1): A-36: 0,336in. -

- Bottom : A-36: 0,25in. -

----------------------------------------------------------------------

Design Internal Pressure = 0,009 PSI or 0,25 IN. H2O

Design External Pressure = -0,0036 PSI or -0,10 IN. H2O

MAWP = 0 PSI or 0 IN. H2O

MAWV = 0 PSI or 0 IN. H2O

OD of Tank = 48 ft

Shell Height = 59 ft

S.G. of Contents = 1

Max. Liq. Level = 58 ft

Re-Rate Temperature = 300 °F

Tank Joint Efficiency = 0,85

Ground Snow Load = 0 lbf/ft^2

Roof Live Load = 25 lbf/ft^2

Total Roof Dead Load = 15,2982 lbf/ft^2

Basic Wind Velocity = 110 mph

Seismic Zone = 0

Site Amplification Factor = 1,5

Importance Factor = 1

Ground Snow Load = 0 lbf/ft^2

Roof Live Load = 25 lbf/ft^2

Total Roof Dead Load = 15,2982 lbf/ft^2

DESIGN NOTES

NOTE 1 : There are tank calculation warnings.

 Search for * * Warning * * notes.

NOTE 2 : Tank is not subject to API-650 Appendix F.7

DESIGNER REMARKS

SUMMARY OF RESULTS

Shell Material Summary (Bottom is 1)

------------------------------------------------------------------------

Shell Width Material Sd St Weight CA

# (ft) (psi) (psi) (lbf) (in)

------------------------------------------------------------------------

4 44 A-36 24.091 30.102 67.640 0,0625

3 5 A-36 24.091 30.102 7.686 0,0625

2 5 A-36 21.896 27.376 9.607 0,0625

1 5 A-36 21.896 27.376 10.329 0,0625

------------------------------------------------------------------------

Total Weight 95.262

Shell API 653 Summary (Bottom is 1)

-----------------------------------------------------------------

Shell t.design(Sd) t.test(St) t.external t.required t.actual

# (in.) (in.) (in.) (in.) (in.)

-----------------------------------------------------------------

4 0,3186 0,205 0 0,3186 0,25

3 0,3491 0,2293 0 0,3491 0,25

2 0,4113 0,279 0 0,4113 0,3125

1 0,4448 0,3058 0 0,4448 0,336

-----------------------------------------------------------------

Structurally Supported Conical Roof

Plate Material = A-36,

Struct. Material = A-36

t.required = 0,2502 in.

t.actual = 0,375 in.

Roof Joint Efficiency = 0,85

Plate Weight = 27.701 lbf

Rafters:

22 Rafters at Rad. 24 ft.: W 10X39

 Rafters Weight = 20.592 lbf

Girders:

Girders Weight = 0 lbf

Columns:

1 Column at Center: 6 INCH SCH 40 PIPE

Columns Weight = 1.089 lbf

Bottom Type: Flat Bottom: Non-Annular

Bottom Floor Material = A-36

t.required = 0,1 in.

t.actual = 0,25 in.

Bottom Joint Efficiency = 0,85

Total Weight of Bottom = 18.648 lbf

TOP END STIFFENER: L2-1/2x2x1/4, A-36, 546, lbf

QTY (1) INTERMEDIATE STIFFENER: A-240 Type 304

L1x1x1/8, 126, lbf, Elev. = 32,31 ft.

SUPPORTED CONICAL ROOF (from Brownell & Young)

Roof Plate Material: A-36, Sd = 24.091 PSI (API-650 Table 3-2)

Structural Material: A-36, Sd = 24.091 PSI (API-650 Table 3-2)

R = 24 ft

pt = 0,75 in/ft (Cone Roof Pitch)

Theta = ATAN(pt/12) = ATAN(0,0625) = 3,5763 degrees

Ap_Vert = Vertical Projected Area of Roof

= pt*OD^2/48

= 0,75*48^2/48

= 36 ft^2

Horizontal Projected Area of Roof (Per API-650 5.2.1.f)

Xw = Moment Arm of UPLIFT wind force on roof

= 0.5*OD

= 0.5*48

= 24 ft

Ap = Projected Area of roof for wind moment

= PI*R^2

= PI*24^2
 = 1.810 ft^2

S = Ground Snow Load = 0 lbf/ft^2

Sb = Balanced Design Snow Load = 0 lbf/ft^2

Su = Unbalanced Design Snow Load = 0 lbf/ft^2

Dead_Load = Insulation + Plate_Weight + Added_Dead_Load

= (0)(0/12) + 15,2982 + 0

= 15,2982 lbf/ft^2

Roof Loads (per API-650 Appendix R)

Pe = PV*144 = 0,0036*144 = 0,5184 lbf/ft^2

e.1b = DL + MAX(Sb,Lr) + 0,4*Pe

= 15,2982 + 25 + 0,4*0,5184

= 40,506 lbf/ft^2

e.2b = DL + Pe + 0,4*MAX(Sb,Lr)

= 15,2982 + 0,5184 + 0,4*25

= 25,817 lbf/ft^2

T = Balanced Roof Design Load (per API-650 Appendix R)

= MAX(e.1b,e.2b)

= 40,506 lbf/ft^2

e.1u = DL + MAX(Su,Lr) + 0,4*Pe

 = 15,2982 + 25 + 0,4*0,5184

= 40,506 lbf/ft^2

e.2u = DL + Pe + 0,4*MAX(Su,Lr)

= 15,2982 + 0,5184 + 0,4*25

= 25,817 lbf/ft^2

U = Unbalanced Roof Design Load (per API-650 Appendix R)

= MAX(e.1u,e.2u)

= 40,506 lbf/ft^2

Lr_1 = MAX(T,U) = 40,506 lbf/ft^2

P = Design Load = T

= 40,506 lbf/ft^2

( Frangible Roof Design per API-650 Section 5.10.2.6.g )

Afr = Maximum Participating Area

= W/[201000*TAN(Theta)]

= (72.596)/[201000*0,0625] = 5,779 in^2

= 0,2813 PSI

l = Maximum Rafter Spacing

= (t - ca) * SQRT(1.5 * Fy / P)
= (0,375 - 0,0625)*SQRT(1,5*36.000/0,2813)

= 136,92 in.

MINIMUM # OF RAFTERS

< FOR OUTER SHELL RING >

l = 84 in. since calculated l > 84 in. (7 ft)

N_min = 2*PI*R/l = 2*PI*(24)(12)/84 = 21,54

N_min = 22

Actual # of Rafters = 22

Minimum roof thickness based on actual rafter spacing

l = 82,25 in. (actual rafter spacing)

t-Calc = l/SQRT(1.5*Fy/p) + CA

= 82,25/SQRT(1.5*36.000/0,2813) + 0,0625

= 0,2502 in.

NOTE: Governs for roof plate thickness.

RLoad_Max = Maximum Roof Load based on actual rafter spacing

 RLoad_Max = 288(Sd)/(l/(t - ca))^2

= 288(24.091)/(82,25/(0,375 - 0,0625))^2

= 100,16 lb/ft^2

Let Max_T1 = RLoad_Max

P_ext_1 (Vacuum limited by actual rafter spacing)

= -[Max_T1 - DL - 0,4 * Max(Snow_Load,Lr)]/144

= -[100,16 - 15,2982 - 0,4 * Max(0,25)]/144

= -0,5199 PSI or -14,41 IN. H2O

Pa_rafter_1 = P_ext_1

= -0,5199 PSI or -14,41 IN H2O.

t.required Must be >= 0,09 in. (per API-653)

t.required = MAX( 0.09 , t-Calc )

= 0,2502 in.

RAFTER DESIGN

Maximum Rafter Span = 24 ft

Average Rafter Spacing on Shell = 6,831 ft

Average Plate Width = (6,831)/2 = 3,416 ft

Mmax = Maximum Bending Moment

Mmax = wl^2/8

where, w = (0,2813)(3,416)*12 + 39/12 = 14,78 lbf/in

l = (24)(12) = 288,00 in.

Mmax = (14,78)(288,00)^2/8 = 153239, in-lbf

Z req'd = Mmax/24.091 = 153239,/24.091 = 6,36 in^3

Actual Z = 42,1 in^3 using W 10X39

W_Max (Max. stress allowed for each rafter in ring 1)

= Z * Sd * 8 / l^2

= 42,1 * 24.091 * 8 / 288,00^2

= 97,8232 lbf/in.

Max_P (Max. Load allowed for each rafter in ring 1)

= (W_Max - W_Rafter/12)/(Average Plate Width*12)

= (97,8232 - 39/12)/(3,416*12)

= 2,3071 PSI

Let Max_T1 = Max_P * 144

P_ext_2 (Vacuum limited by Rafter Type)

= -[Max_T1 - DL - 0,4 * Max(Snow_Load,Lr)]/144

= -[332,2224 - 15,2982 - 0,4 * Max(0,25)]/144

= -1 PSI due to Rafter Type

Pa2_rafter_1 = P_ext_2

(limited by Rafter Type)

COLUMN DESIGN

CENTER COLUMN

l = Column Length

= 726 in = 60,5 ft (as computed)

r = Radius of gyration

if l/r must be less than 180, then

r req'd = l/180 = 726/180 = 4,03 in.

Actual r = 2,246 in. using 6 INCH SCH 40 PIPE

* * Warning * * Center Column:

Actual r = 2,

246 in.,

Req'd r = 4,03 in.

P = Total load supported by center column

= [(rafter length)(rafter load)(# of inner rafters)]/2

= [(24 ft)(12 in/ft)(14,78 lbf/in)(22)]/2

= 46.823 lbf

Fa = Allowable Compressive Stress (Per API-650 5.10.3.4)

Per API-650 5.10.3.3,

R = L/r = 323,2 (actual)

Cc = Column Slenderness Ratio

= SQRT[2PI^2E/Fy]

= SQRT[2PI^2(28.299.999)/(36.000)]

= 124,6

FS = Factor of Safety

= 5/3 + 3*(323,2)/(8*(124,6)) - (323,2)^3/(8*(124,6)^3)

= 0,4578

Since R <= 120,

Using AISC Specification Formulas Section E2,

(let K = 1)

Fa = [(12*PI^2(E))/(23*R^2)]

= [(12*PI^2(28.299.999))/(23*(323,2)^2)]

= 1.395 PSI

Fa is multiplied by MIN(31.680 / 30.000,1) (Per API-650 M.3.5)

Fa = 1.395 * 1

= 1.395 PSI

F = actual induced stress for the column

 = P/A = [ 46.823 + (726/12)(18) ] / 5,58

= 8.586 PSI

W_Max (Max. weight allowed for each column in ring 1)

= 6.695 lbf

Max_P (Max. Load allowed for each column in ring 1)

Let Max_T1 = Max_P * 144

P_ext_3 (Vacuum limited by Column Type)

= -2.5 * [(Max_T1 - DL - Max(Snow_Load,Lr)] / 144

= -2.5 * [(-3,9888 - 15,2982 - Max(0,25)] / 144

= 0,7689, since cannot be positive,

= 0 PSI due to Column Type

Pa_column_1 = P_ext_3

(limited by Column Type)

Roof_Area = 36*PI*OD^2/COS(Theta)

= 36*PI*(48)^2/COS()

= 261.085 in^2

ROOF WEIGHT

Weight of Roof Plates

= (density)(t)(PI/4)(12*OD - t)^2/COS(Theta)

= (0,2833)(0,375)(PI/4)(576 - 0,375)^2/COS(3,5763)
 = 27.701 lbf (New)

= 23.084 lbf (Corroded)

Weight of Roof Plates supported by shell

= 27.701 lbf (New)

= 23.084 lbf (Corroded)

Weight of Rafters = 20.592 lbf (New)

Weight of Girders = 0 lbf (New)

Weight of Columns = 1.089 lbf (New)

Total Weight of Roof = 49.382 lbf (New)

= 44.765 lbf (Corroded)

<Actual Participating Area of Roof-to-Shell Juncture>

Wc = 0,6 * SQRT[Rc * (t-CA)] (Top Shell Course)

= 0,6 * SQRT[287,75 * (0,25 - 0,0625)]

= 4,4072 in.

Wh = 0,3 * SQRT[R2 * (t-CA)] (or 12", whichever is less)

= 0,3 * SQRT[4.617 * (0,375 - 0,0625)]

= MIN(11,3953, 12)

= 11,3953 in.

(Wc per API-650 Figure F-2)

(Wh per API-650 Figure F-2)

 Top End Stiffener: L2-1/2x2x1/4

Aa = (Cross-sectional Area of Top End Stiffener)

= 1,06 in^2

Using API-650 Fig. F-2, Detail c End Stiffener Detail

Ashell = Contributing Area due to shell plates

= Wc*(t_shell - CA)

= 0,826 in^2 (per API-620 Section 5.12.2, Footnote 18)

Aroof = Contributing Area due to roof plates

= 0 in^2 (Since Roof is Lap Welded)

A = Actual Part. Area of Roof-to-Shell Juncture (per API-650)

= Aa + Aroof + Ashell - Redund.Area

= 1,06 + 0 + 0,826 - 0

= 1,886 in^2

< Uplift on Tank > (per API-650 F.1.2)

NOTE: This flat bottom tank is assumed supported by the bottom plate.

If tank not supported by a flat bottom, then uplift calculations

will be N.A., and for reference only.

 For flat bottom tank with structural roof,

Net_Uplift = Uplift due to design pressure less

Corroded weight of shell and corroded roof weight.

= P * PI / 4 * D ^ 2 * 144 «

- Corr. shell - [Corr. roof weight + Structural weight]

= 0,009 * 3,1416 / 4 * 2.304 * 144 «

- 72.596 - [23.084 + 20.592 + 0 + 1.089]

= -115.016 lbf

< Uplift Case per API-650 1.1.1 >

P_Uplift = 2.345 lbf

W_Roof_Plates (corroded) = 23.084 lbf

W_Roof_Structure = 21.681 lbf

W_Shell (corroded) = 72.596 lbf

Since P_Uplift <= W_Roof,

Tank Roof does not need to meet App. F requirements.

< API-650 App. F >

Fy = Min(Fy_roof,Fy_shell,Fy_stiff)

= Min(31.680,31.680,31.680)

= 31.680 psi
 A_min_a = Min. Participating Area due to full Design Pressure.

(per API-650 F.5.1, and Fig. F-2)

(using API assumption internal P of 1/32 PSI)

= [OD^2(P - 8*t)]/[0,962*31.680*TAN(Theta)]

= [48^2(0,0313 - 8*0,375)]/[0,962*31.680*0,0625]

= -2,576 in^2

= 0 in^2 (since can't be negative)

P_F51 = Max. Design Pressure, reversing A_min_a calculation.

= A * [0,962*31.680*TAN(Theta)]/OD^2 + 8*t_h

= 1,886 * [0,962*31.680*0,0625]/48^2 + 8*0,3125

= 0,1465 PSI or 4,06 IN. H2O

Since Tank Roof is Frangible and net uplift exists, calculating

failure pressure per F.6, which is based on

calculated Max. Design Pressure of F.4.1.

< Maximum Design Pressure > (per F.4.1)

P_F41 = 0,962*31.680*A*TAN(Theta)/D^2 + 8*t_h

= 0,962*31.680*(1,886)*(0,0625)/(48^2) + 8*(0,3125)

= 0,1465 PSI or 4,06 IN. H2O

< Calculated Failure Pressure >

(Per API-650 F.6.1, for Frangible Roof Tanks per 5.10.2.6)

P_F6 = 1,6 * P_max_internal - 4,8 * t_h

= 1,6 * 4,06(IN. H2O) - 4,8 * (0,3125)

= 5 IN. H2O or 0,1804 PSI

Pf_anchor (Failure Pressure for Anchor Design)

(per API-650 Table 5-21b)

= 1,5*(1,6*P_max_internal - 4,8*t)

= 1,5*(1,6*4,06 - 4.8*0,375)

= 7,044 IN. H2O or 0,2542 PSI

P_Std = Max. Pressure allowed (Per API-650 App. F.1.3 & F.7)

= 2,5 PSI or 69,28 IN. H2O

P_max_internal = MIN(P_F51, P_F41, P_Std)

= MIN(4,06, 4,06, 69,28)

= 0,1465 PSI or 4,06 IN. H2O

P_max_external = 0 PSI or 0 IN. H2O

SHELL COURSE RE-RATING (Bottom Course is #1)

Course # 1; Material: A-36; Width = 5ft

API-653 ONE FOOT METHOD

Sd = Min(Sd, 0.8 * Sy * Rf) = 21.896 PSI (allowable design stress per «

API-653 4.3.10 and API-650 Table M-1a)

RE-RATE CONDITION

G = 1 (per API-653)

< Re-Rate Condition G = 1 >

H' = Effective liquid head at design pressure

= H + 2,31*P(psi)/G

= 58 + 2.31*0,009/1 = 58,02ft

t-Calc = 2,6*OD*(H' - 1)*G/(Sd*E) + CA (per API-653)

= 2,6*48*(58,02 - 1)*1/(21.896*0,85) + 0,0625

= 0,4448 in.

hMax_1 = E*Sd*(t_1 - CA_1)/(2,6*OD*G) + 1

= 0,85*21.896*(0,336 - 0,0625) / (2,6 * 48 * 1) + 1

= 41,7874 ft.

Pmax_1 = (hMax_1 - H) * 0,433 * G

= (41,7874 - 58) * 0,433 * 1

 = -7,02 PSI

Pmax_int_shell = Pmax_1

Since Pmax_int_shell < 0, Pmax_int_shell = 0 PSI

HYDROSTATIC TEST CONDITION

< Re-Rate Condition G = 1 >

H' = Effective liquid head at design pressure

= H + 2,31*P(psi)/G

= 58 + 2.31*0,009/1 = 58,02ft

t.test = 2,6*48*(58,02 - 1)/(27.376*0,85) = 0,3058 in.

Course # 2; Material: A-36; Width = 5ft

API-653 ONE FOOT METHOD

Sd = Min(Sd, 0.8 * Sy * Rf) = 21.896 PSI (allowable design stress per «

API-653 4.3.10 and API-650 Table M-1a)

RE-RATE CONDITION

G = 1 (per API-653)

< Re-Rate Condition G = 1 >

H' = Effective liquid head at design pressure

= H + 2,31*P(psi)/G

= 53 + 2.31*0,009/1 = 53,02ft

t-Calc = 2,6*OD*(H' - 1)*G/(Sd*E) + CA (per API-653)

= 2,6*48*(53,02 - 1)*1/(21.896*0,85) + 0,0625

= 0,4113 in.

hMax_2 = E*Sd*(t_2 - CA_2)/(2,6*OD*G) + 1

= 0,85*21.896*(0,3125 - 0,0625) / (2,6 * 48 * 1) + 1

= 38,2829 ft.

Pmax_2 = (hMax_2 - H) * 0,433 * G

= (38,2829 - 53) * 0,433 * 1

= -6,3725 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_2)

= Min(0, -6,3725)

Since Pmax_int_shell < 0, Pmax_int_shell = 0 PSI

HYDROSTATIC TEST CONDITION

< Re-Rate Condition G = 1 >

H' = Effective liquid head at design pressure

 = H + 2,31*P(psi)/G

= 53 + 2.31*0,009/1 = 53,02ft

t.test = 2,6*48*(53,02 - 1)/(27.376*0,85) = 0,279 in.

Course # 3; Material: A-36; Width = 5ft

API-653 ONE FOOT METHOD

Sd = Min(Sd, 0.8 * Sy * Rf) = 24.091 PSI (allowable design stress per «

API-653 4.3.10 and API-650 Table M-1a)

RE-RATE CONDITION

G = 1 (per API-653)

< Re-Rate Condition G = 1 >

H' = Effective liquid head at design pressure

= H + 2,31*P(psi)/G

= 48 + 2.31*0,009/1 = 48,02ft

t-Calc = 2,6*OD*(H' - 1)*G/(Sd*E) + CA (per API-653)

= 2,6*48*(48,02 - 1)*1/(24.091*0,85) + 0,0625

= 0,3491 in.

hMax_3 = E*Sd*(t_3 - CA_3)/(2,6*OD*G) + 1

 = 0,85*24.091*(0,25 - 0,0625) / (2,6 * 48 * 1) + 1

= 31,7653 ft.

Pmax_3 = (hMax_3 - H) * 0,433 * G

= (31,7653 - 48) * 0,433 * 1

= -7,0296 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_3)

= Min(0, -7,0296)

Since Pmax_int_shell < 0, Pmax_int_shell = 0 PSI

HYDROSTATIC TEST CONDITION

< Re-Rate Condition G = 1 >

H' = Effective liquid head at design pressure

= H + 2,31*P(psi)/G

= 48 + 2.31*0,009/1 = 48,02ft

t.test = 2,6*48*(48,02 - 1)/(30.102*0,85) = 0,2293 in.

Course # 4; Material: A-36; Width = 44ft

API-653 ONE FOOT METHOD

Sd = Min(Sd, 0.8 * Sy * Rf) = 24.091 PSI (allowable design stress per «

API-653 4.3.10 and API-650 Table M-1a)

RE-RATE CONDITION

G = 1 (per API-653)

< Re-Rate Condition G = 1 >

H' = Effective liquid head at design pressure

= H + 2,31*P(psi)/G

= 43 + 2.31*0,009/1 = 43,02ft

t-Calc = 2,6*OD*(H' - 1)*G/(Sd*E) + CA (per API-653)

= 2,6*48*(43,02 - 1)*1/(24.091*0,85) + 0,0625

= 0,3186 in.

hMax_4 = E*Sd*(t_4 - CA_4)/(2,6*OD*G) + 1

= 0,85*24.091*(0,25 - 0,0625) / (2,6 * 48 * 1) + 1

= 31,7653 ft.

Pmax_4 = (hMax_4 - H) * 0,433 * G

= (31,7653 - 43) * 0,433 * 1

= -4,8646 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_4)

= Min(0, -4,8646)

Since Pmax_int_shell < 0, Pmax_int_shell = 0 PSI

HYDROSTATIC TEST CONDITION

< Re-Rate Condition G = 1 >

H' = Effective liquid head at design pressure

= H + 2,31*P(psi)/G

= 43 + 2.31*0,009/1 = 43,02ft

t.test = 2,6*48*(43,02 - 1)/(30.102*0,85) = 0,205 in.

Wtr = Transposed Width of each Shell Course

= Width*[ (t-ca)_thinnest / (t-ca)_course ]^2,5

Transforming Courses (1) to (4)

Wtr(1) = 5*[ 0,1875/0,2735 ]^2.5 = 1,9457 ft

Wtr(2) = 5*[ 0,1875/0,25 ]^2.5 = 2,4357 ft

Wtr(3) = 5*[ 0,1875/0,1875 ]^2.5 = 5 ft

Wtr(4) = 44*[ 0,1875/0,1875 ]^2.5 = 44 ft

Hts (Height of the Transformed Shell)

= SUM{Wtr} = 53,3814 ft

INTERMEDIATE WIND GIRDERS (API 650 Section 5.9.7)

 V (Wind Speed) = 110 mph

Ve = vf = Velocity Factor = (vs/120)^2 = (110/120)^2 = 0,8403

Re-Rate PV = 0,0036 PSI, OR 0,10 In. H2O

<TOP END STIFFENER CALCULATIONS>

Actual Z = 0,484 in^3

Using L2-1/2x2x1/4, Wc = 4,41

<INTERMEDIATE STIFFENER CALCULATIONS> (PER API-650 Section 5.9.7)

* * * NOTE: Using the thinnest shell course, t_thinnest,

instead of top shell course.

* * * NOTE: Subtracting corrosion allowance per user setting.

ME = 28.299.999/28.799.999

= 0,9826

Hu = Maximum Height of Unstiffened Shell

= {ME*600.000*(t-ca)_thinnest*SQRT[(t-ca)_thinnest/OD]^3} / Ve)

= {0,9826*600.000*(0,1875)*SQRT[(0,1875)/48]^3} / 0,8403

= 32,1191 ft

Wtr = Transposed Width of each Shell Course

= Width*[ (t-ca)_thinnest / (t-ca)_course ]^2,5

 Transforming Courses (1) to (4)

Wtr(1) = 5*[ 0,1875/0,2735 ]^2.5 = 1,9457 ft

Wtr(2) = 5*[ 0,1875/0,25 ]^2.5 = 2,4357 ft

Wtr(3) = 5*[ 0,1875/0,1875 ]^2.5 = 5 ft

Wtr(4) = 44*[ 0,1875/0,1875 ]^2.5 = 44 ft

Hts (Height of the Transformed Shell)

= SUM{Wtr} = 53,3814 ft

L_0 = Hts/# of Stiffeners + 1

= 53,3814/2 = 26,69 ft.

Number of Intermediate Wind Girders Sufficient Since Hu >= L_0

Zi (Req. Wind Gird. Z)

= (0,0001)(Ve)(L0)(OD^2)

= (0,0001)(0,8403)(26,69)(48^2) = 5,17 in^3

Actual Zi = 0,0533 in^3 using QTY (1):

L1x1x1/8 (Not Adequate)

* * Warning * * Wind Girder Zi is inadequate.

Wind Girder Zi Req'd = 5,17

 SHELL COURSE #1 SUMMARY

-------------------------------------------

Pmax_int_shell = 0 since hMax_1 < H, and hMax_2 < H, and hMax_3 < H, and «

hMax_4 < H

t-Calc = MAX(t-Calc_650, t_min_ext)

= MAX(0,4448, 0)

= 0,4448 in.

Course Minimum t shall not be less than 0,1" + CA

(per API-653 Section 4.3.3.1)

t-653min = 0,1625 in.

t.required = MAX(t.design, t.min653)

= MAX(0,4448,0,1625) = 0,4448 in.

* * Warning * * t.actual < t.required

< API-653 4.3.2.1 >

t1 (lowest average thickness in the shell course)

t1 must be >= t.required = 0,4448 in.

t2 (least min. thickness in an area of shell course)

t2 must be >= 0,6*(t.required - CA) + CA = 0,291880 in.

t.actual = 0,336 in.

Weight = Density*PI*[(12*OD) - t]*12*Width*t

 = 0,2833*PI*[(12*48)-0,336]*12*5*0,336

= 10.329 lbf (New)

= 8.409 lbf (Corroded)

SHELL COURSE #2 SUMMARY

-------------------------------------------

t-Calc = MAX(t-Calc_650, t_min_ext)

= MAX(0,4113, 0)

= 0,4113 in.

Course Minimum t shall not be less than 0,1" + CA

(per API-653 Section 4.3.3.1)

t-653min = 0,1625 in.

t.required = MAX(t.design, t.min653)

= MAX(0,4113,0,1625) = 0,4113 in.

* * Warning * * t.actual < t.required

< API-653 4.3.2.1 >

t1 (lowest average thickness in the shell course)

t1 must be >= t.required = 0,4113 in.

t2 (least min. thickness in an area of shell course)

t2 must be >= 0,6*(t.required - CA) + CA = 0,271780 in.

t.actual = 0,3125 in.

Weight = Density*PI*[(12*OD) - t]*12*Width*t

= 0,2833*PI*[(12*48)-0,3125]*12*5*0,3125

= 9.607 lbf (New)

= 7.686 lbf (Corroded)

SHELL COURSE #3 SUMMARY

-------------------------------------------

t-Calc = MAX(t-Calc_650, t_min_ext)

= MAX(0,3491, 0)

= 0,3491 in.

Course Minimum t shall not be less than 0,1" + CA

(per API-653 Section 4.3.3.1)

t-653min = 0,1625 in.

t.required = MAX(t.design, t.min653)

= MAX(0,3491,0,1625) = 0,3491 in.

* * Warning * * t.actual < t.required

< API-653 4.3.2.1 >

t1 (lowest average thickness in the shell course)

t1 must be >= t.required = 0,3491 in.

t2 (least min. thickness in an area of shell course)

t2 must be >= 0,6*(t.required - CA) + CA = 0,234460 in.

t.actual = 0,25 in.

Weight = Density*PI*[(12*OD) - t]*12*Width*t

= 0,2833*PI*[(12*48)-0,25]*12*5*0,25

= 7.686 lbf (New)

= 5.765 lbf (Corroded)

SHELL COURSE #4 SUMMARY

-------------------------------------------

t-Calc = MAX(t-Calc_650, t_min_ext)

= MAX(0,3186, 0)

= 0,3186 in.

Course Minimum t shall not be less than 0,1" + CA

(per API-653 Section 4.3.3.1)

t-653min = 0,1625 in.

t.required = MAX(t.design, t.min653)

= MAX(0,3186,0,1625) = 0,3186 in.

* * Warning * * t.actual < t.required

< API-653 4.3.2.1 >

t1 (lowest average thickness in the shell course)

t1 must be >= t.required = 0,3186 in.

t2 (least min. thickness in an area of shell course)

t2 must be >= 0,6*(t.required - CA) + CA = 0,216160 in.

t.actual = 0,25 in.

Weight = Density*PI*[(12*OD) - t]*12*Width*t

= 0,2833*PI*[(12*48)-0,25]*12*44*0,25

= 67.640 lbf (New)

= 50.736 lbf (Corroded)

FLAT BOTTOM: NON-ANNULAR PLATE DESIGN

Bottom Plate Material : A-36

Annular Bottom Plate Material : A-240 Type 304

<Weight of Bottom Plate>

Bottom_Area = PI/4*(Bottom_OD)^2

= PI/4*(579)^2

= 263.298 in^2

Weight = Density * t.actual * Bottom_Area

 = 0,2833 * 0,25 * 263.298

= 18.648 lbf (New)

= 18.648 lbf (Corroded)

< API-653 >

Calculation of Hydrostatic Test Stress & Product Design Stress

(per API-653)

t_1 : Original Bottom (1st) Shell Course thickness.

H'= Max. Liq. Level + P(psi)/(0,433)

= 58 + (0,009)/(0,433) = 58,0208 ft

St = Hydrostatic Test Stress in Bottom (1st) Shell Course

= (2,6)(OD)(H' - 1)/t_1

= (2,6)(48)(58,0208 - 1)/(0,336)

= 21.179 PSI. (Within 24900 PSI limit for Non-Annular Bottom)

Sd = Product Design Stress in Bottom (1st) Shell Course

= (2,6)(OD)(H' - 1)(G)/(t_1 - ca_1)

= (2,6)(48)(58,0208 - 1)(1)/(0,2735)

= 26.019 PSI.

* * Warning * * Exceeds 23200 PSI limit for Non-Annular Bottom.

t_Product : Required 1st Shell Course to make Sd = 23200 PSI

 t_Product = 0,3692 in.

t_1 = t_Product = 0,3692 in.

* * Warning * * For Non-Annular Bottom,

1st Shell Course thickness

insufficient per API-650 5.5.1

--------------------------

Non-Annular Bottom Plates

t_min = 0,1 + 0 = 0,1 in. (per API-653 Table 6-1)

t-Calc = t_min = 0,1 in.

* * Warning * * For Non-Annular Bottom,

1st Shell Course thickness

insufficient per API-650 5.5.1

< FLAT BOTTOM: NON-ANNULAR SUMMARY >

t.required = t-Calc = 0,1 in.

t.actual = 0,25 in.

WIND MOMENT (Per API-650 SECTION 5.11)

vs = Wind Velocity = 110 mph

vf = Velocity Factor = (vs/120)^2 = (110/120)^2 = 0,8403

Wind_Uplift = 30 * vf

= 25,2083 lbf/ft^2

API-650 5.2.1.k Uplift Check

P_F41 = WCtoPSI(0,962*Fy*A*TAN(Theta)/D^2 + 8*t_h)

P_F41 = WCtoPSI(0,962*31.680*1,886*0,0625/48^2 + 8*0,3125)

= 0,1465 PSI

Limit Wind_Uplift/144+P to 1.6*P_F41

Wind_Uplift/144 + P = 0,1841 PSI

1.6*P_F41 = 0,2344 PSI

Wind_Uplift/144 + P = MIN(Wind_Uplift/144 + P, 1.6*P_F41)

Wind_Uplift/144 = MIN(Wind_Uplift/144, 1.6*P_F41 - P)

Wind_Uplift = MIN(Wind_Uplift, (1.6*P_F41 - P) * 144)

 = MIN(25,2083,32,4576)

= 25,2083 lbf/ft^2

Ap_Vert = Vertical Projected Area of Roof

= pt*OD^2/48

= 0,75*48^2/48

= 36 ft^2

Horizontal Projected Area of Roof (Per API-650 5.2.1.f)

Xw = Moment Arm of UPLIFT wind force on roof

= 0.5*OD

= 0.5*48

= 24 ft

Ap = Projected Area of roof for wind moment

= PI*R^2

= PI*24^2

= 1.810 ft^2

M_roof (Moment Due to Wind Force on Roof)

= (Wind_Uplift)(Ap)(Xw)

= (25,2083)(1.810)(24) = 1.094.782 ft-lbf

Xs (Moment Arm of Wind Force on Shell)

= H/2 = (59)/2 = 29,5 ft

As (Projected Area of Shell)

 = H*(OD + t_ins / 6)

= (59)(48 + 0/6) = 2.832 ft^2

M_shell (Moment Due to Wind Force on Shell)

= (vf)(18)(As)(Xs)

= (0,8403)(18)(2.832)(29,5) = 1.263.603 ft-lbf

Mw (Wind moment)

= M_roof + M_shell = 1.094.782 + 1.263.603

= 2.358.385 ft-lbf

W = Net weight (PER API-650 5.11.3)

(Force due to corroded weight of shell and

shell-supported roof plates less

40% of F.1.2 Uplift force.)

= W_shell + W_roof - 0,4*P*(PI/4)(144)(OD^2)

= 72.596 + 23.084 - 0,009*(PI/4)(144)(48^2)

= 94.742 lbf

RESISTANCE TO OVERTURNING (per API-650 5.11.2)

An unanchored Tank must meet these two criteria:

1) 0,6*Mw + MPi < (MDL + MF_min_liq)/1,5

2) Mw + 0,4MPi < (MDL + MF)/2

Mw = Destabilizing Wind Moment = 2.358.385 ft-lbf

MPi = Destabilizing Moment about the Shell-to-Bottom Joint from Design «

Pressure.

= P*(PI*OD^2/4)*(144)*(OD/2)

= 0,009*(3,1416*48^2/4)*(144)*(24)

= 56.284 ft-lbf

MDL = Stabilizing Moment about the Shell-to-Bottom Joint from the Shell and «

Roof weight supported by the Shell.

= (W_shell + W_roof)*OD/2

= (72.596 + 23.084)*24

= 2.296.320 ft-lbf

tb = Bottom Plate thickness less C.A. = 0,25 in.

wl = Circumferential loading of contents along Shell-To-Bottom Joint.

= 4,67*tb*SQRT(Sy_btm*H_liq)

= 4,67*0,25*SQRT(31.680*58)

= 1.583 lbf/ft

wl_min_liq = Circumferential loading of Minimum-Level contents along «

Shell-To-Bottom Joint.

= 4,67*ta*SQRT(Sy_btm*H_min_liq)

= 4,67*0,25*SQRT(31.680*0)

= 0 lbf/ft
 MF_min_liq = wa_min_liq*PI*OD

= 0*3,1416*48

= 0 lbf

MF = Stabilizing Moment due to Bottom Plate and Liquid Weight.

= (OD/2)*wl*PI*OD

= (24)(1.583)(3,1416)(48)

= 5.727.502 ft-lbf

Criteria 1

0,6*(2.358.385) + 56.284 < (2.296.320 + 0)/1,5

Since 1.471.315 < 1.530.880, Tank is stable.

Criteria 2

2.358.385 + 0,4 * 56.284 < (2.296.320 + 5.727.502)/2

Since 2.380.899 < 4.011.911, Tank is stable.

RESISTANCE TO SLIDING (per API-650 5.11.4)

F_wind = vF * 18 * As

= 0,8403 * 18 * 2.832

= 42.834 lbf

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 * (23.084 + 72.596 + 18.648 + 21.681 + 0)

= 54.404 lbf

No anchorage needed to resist sliding since

F_friction > F_wind

SEISMIC MOMENT (API-650 APPENDIX E & API-620 APPENDIX L)

Ms = 0 ft-lbf

* NOTE: Since Seismic Zone Coefficient (Z) = 0,

Seismic calculations are not applicable.

<ANCHORAGE REQUIREMENTS>

No Anchorage Required.

ANCHOR BOLT DESIGN

This is a Non-Anchored Tank (NAT), since there are no anchor bolts.

Uplift Check for Closed-Top NAT:

Since this is a Non-Anchored Tank (NAT), then

check to ensure tank MAWP rating does not

cause Net Uplift.

MAWP = 0 PSI or 0 IN. H2O

U1 @ MAWP = (Uplift due to MAWP)

= MAWP * PI / 4 * D ^ 2 * 144 «

- Corr. shell - [Corr. roof weight + Structural weight]

= 0 * 3,1416 / 4 * 2.304 * 144 «

- 72.596 - [23.084 + 20.592 + 0 + 1.089]

= -117.361 LBF

Closed-top NAT is okay for MAWP, Wind and Siesmic.

Maximum NAT Uplift per U1 to U7 (where applicable)

= -117.361 LBF

ANCHOR BOLT CHAIRS NOT SPECIFIED.

NORMAL & EMERGENCY VENTING (API-2000)

Contents : water

Tank OD = 48 ft

Tank Shell Height = 59 ft

Tank Design Temp. = 300 °F

<INBREATHING - VACUUM RELIEF>

 Q1 (Maximum Movement Out of Tank) (per Section 4.3.2.1.1)

= 5,6 CFH Air per 42 GPH outflow

= (5,6/42)*50*60

= 400 CFH, or 7 CFM free air

Q2 (Thermal Inbreathing) (per Section 4.3.2.1.2)

= 19.660 CFH, or 328, CFM free air (Table 2A Column 2)

Total Vacuum Relief Required = Q1 + Q2 = 20.060 CFH, or 334, CFM

<OUTBREATHING - PRESSURE RELIEF>

Q1 (Maximum Movement Into Tank) (per Section 4.3.2.3.1)

= 12 CFH Air per 42 GPH inflow

= (12/42)*50*60 = 857 CFH, or 14, CFM free air

Q2 (Thermal Outbreathing) (per Section 4.3.2.3.2)

= 19.667 CFH, or 328 CFM free air (Table 2A Column 4)

Total Pressure Relief Required = Q1 + Q2 = 20.524 CFH, or 342, CFM

TABLE 1: NOZZLES & MANWAYS

----------------------------------------------------------------------

NAME TYPE SIZE FLANGE SCH. ELEV. WEIGH REPAD REPAD REPAD REPAD

FACING ON t Do W CA

SHELL or L

(in) (ft) lbf (in) (in) (in) (in)

----------------------------------------------------------------------

A SHNZ 24 RFSO 80 10 3 0,187 49,5 60 0

New 02 SHMW 6 RFSO STD 3 N.A. 0,625 15,75 0 0

----------------------------------------------------------------------

< Nozzle A Reinforcement Requirements >

(Per API-650 Section 3.7.2 and other references below)

NOZZLE Description : 24in. 80 RFSO

MOUNTED ON SHELL COURSE 2 ; Elevation = 10 ft.

COURSE PARAMETERS:

t_cr = 0,4113 in. (Course t-Calc)

t_c = 0,25 in. (Course t less C.A.)

t_Basis = 0,4113 in.

(SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7)
 t_rpr (Repad Required Thickness)

t_rpr = A_rpr / D

A_rpr = (Required Area - Available Shell Area

- Available Nozzle Neck Area)

Required Area = t_Basis * D

= 0,4113 * 24,25

= 9,974 in^2

Available Shell Area = (t_c - t_Basis) * D

= (0,25 - 0,4113) * 24,25

= -3,912 in^2

Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * «

MIN(Sd_n/Sd_s, 1)

= [4 * (0) + 0,25] * (0) * 20.073/21.896

= 0 in^2

A_rpr = 9,974 - -3,912 - 0

= 13,886 in^2

t_rpr = 13,886/24,25

= 0,5726 in.

Based on Shell Nozzle Size of 24 in.,

Repad Size (L X W) Must be 49,5 X 60 in.

< Nozzle New 02 Reinforcement Requirements >

(Per API-650 Section 3.7.2 and other references below)

NOZZLE Description : 6in. STD RFSO

MOUNTED ON SHELL COURSE 1 ; Elevation = 3 ft.

COURSE PARAMETERS:

t_cr = 0,4448 in. (Course t-Calc)

t_c = 0,2735 in. (Course t less C.A.)

t_Basis = 0,4448 in.

(SHELL MANWAY REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7)

t_rpr (Repad Required Thickness)

t_rpr = A_rpr / D

A_rpr = (Required Area - Available Shell Area

- Available Nozzle Neck Area)

Required Area = t_Basis * D

= 0,4448 * 6,25

= 2,78 in^2

Available Shell Area = (t_c - t_Basis) * D

= (0,2735 - 0,4448) * 6,25

 = -1,071 in^2

Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * «

MIN(Sd_n/Sd_s, 1)

= [4 * (0,28) + 0,2735] * (0,28) * 1

= 0,39 in^2

A_rpr = 2,78 - -1,071 - 0,39

= 3,461 in^2

t_rpr = 3,461/6,25

= 0,5538 in.

Based on Shell Manway Size of 6 in.,

Repad Size (OD) Must be 15,75 in.

CAPACITIES and WEIGHTS

Shell capacity to upper TL : 797.193 gal

New Condition Corroded

-----------------------------------------------------------

Shell 95.262 lbf 72.596 lbf

Roof

Plates 27.701 lbf 23.084 lbf

 Rafters 20.592 lbf 20.592 lbf

Girders 0 lbf 0 lbf

Columns 1.089 lbf 1.089 lbf

Bottom 18.648 lbf 18.648 lbf

Stiffeners 672 lbf 672 lbf

Nozzle Wgt 3 lbf 3 lbf

Misc Roof Wgt 0 lbf 0 lbf

Misc Shell Wgt 0 lbf 0 lbf

Insulation 0 lbf 0 lbf

-----------------------------------------------------------

Total 163.967 lbf 136.684 lbf

Weight of Tank, Empty : 163.967 lbf

Weight of Tank, Full of Product (SG=1) : 6.698.997 lbf

Weight of Tank, Full of Water : 6.698.997 lbf

Net Working Capacity : 783.070 gal

Foundation Area Req'd : 1.810 ft^2

Foundation Loading, Empty : 90,59 lbf/ft^2

Foundation Loading, Full of Product (SG=1) : 3.701 lbf/ft^2

Foundation Loading, Full of Water : 3.701 lbf/ft^2

SURFACE AREAS

Roof 1.813 ft^2

Shell 8.897 ft^2

Bottom 1.810 ft^2

Wind Moment 2.358.385 ft-lbf

Seismic Moment (NA) since zone = 0

MISCELLANEOUS ATTACHED ROOF ITEMS

MISCELLANEOUS ATTACHED SHELL ITEMS

MAWP & MAWV SUMMARY FOR 3300

MAXIMUM CALCULATED INTERNAL PRESSURE

MAWP = 2,5 PSI or 69,28 IN. H2O (per API-650 App. F.1.3 & F.7)

MAWP = Maximum Calculated Internal Pressure (due to shell)

= 0 PSI or 0 IN. H2O

MAWP = Maximum Calculated Internal Pressure (due to roof)

= 0,1465 PSI or 4,06 IN. H2O

TANK MAWP = 0 PSI or 0 IN. H2O

MAXIMUM CALCULATED EXTERNAL PRESSURE

 MAWV = 1 PSI or 27,71 IN. H2O (per API-650 V.1)

MAWV = Maximum Calculated External Pressure (due to shell)

= -0,0337 PSI or -0,93 IN. H2O

MAWV = Maximum Calculated External Pressure (due to roof)

= 0 PSI or 0 IN. H2O

MAWV = N.A. (not calculated due to columns)

TANK MAWV = 0 PSI or 0 IN. H2O