Calculo Gas Motor Tank 3000 A

Manufacturer

CONSTRUCCIONES Tecni Montajes.

CALCULATING A STORAGE TANK FOR API‐

650

Customer

TAG

GAS MOTOR

Description Date Review Elaborated Revised Approved Comments

Prepared for

review.

04/03/2013 A ERM

Filename: Calculo Gas Motor Tank 3000 Analysis: API-650 Tank

2

DESIGN CALCULATION

API-650 Code Version: 2007

Addendum 3: August 2011

Analysis Performed by: Consultoría y Diseño CoDis.

Job File: C:\Documents\Gas Motor

Date of Analysis: March 04, 2013


3

Table of Contents

General Tank Data. ................................................................................................................. 4

Tank Shell Course Materiales ......................................................................................... 6

Wind Data ....................................................................................................................................... 9

API-650 ROOF DETAILS SPECIFICATION ......................................................................... 10

API-650 SEISMIC DATA (App E.) ..................................................................................... 11

Wind Information. .................................................................................................................. 13

MATERIAL PROPERTY INFORMATION ..................................................................................... 14

SHELL COURSE ALLOWED FLUID HEIGHTS ......................................................................... 15

BASE PLATE DETAILS - SHELL WEIGHT & CENTER OF GRAVITY ......................... 16

WIND OVERTURNING STABILITY CHECK .............................................................................. 17

WIND GIRDER INFORMATION ................................................................................................... 18

WEIGHT SUMMARY ......................................................................................................................... 19

Sismic Evaluatión Results Appendix E. .................................................................. 24

Anchor Bolt Details – Section 5.12. ....................................................................... 27

API-2000 5tk Venting Requirements. ......................................................................... 29

Recommendations ....................................................................................................................... 30


4

General Tank Data.

API Design Code ( 650 or 653 ) 650

Design Method (V, O, or A) O

(V=variable, O=one foot, A=Appendix A)

Run Objective (D=design, A=analyze) D

Design Temperature (F) 200.00

Design Pressure at Top (lb./sq.in.) 0.62500

Shell Material A-283

Shell Design Stress [Sd] (lb./sq.in.) 20000.

Shell Hydro Test Stress [St] (lb./sq.in.) 22500.

Tank Nominal Diameter [D] (ft.) 27.500

Tank Shell Height [HTK] (ft.) 30.000

Design Liquid Level [H] (ft.) 30.000

Liquid Specific Gravity [G] 0.68000

Weight of Attachments/Structures (lb.) 0.00000

Distance down to Top Wind Girder (ft.) 0.00000

Joint Efficiency (App A or 653) [E] 1.0000

Wind Velocity (mph) 62.137


5

Insulation Thickness (in.) 0.00000

Insulation Density (lb./cu.in.) 0.00000

Include Annular Base Plate Details Yes

Include Wind Moment in Appendix F_4_2 Calculations Yes

Number of Shell Courses 5

Shell Course # 1 Height (ft.) 6.0000

Shell Course # 1 Thickness (in.) 0.25000

Shell Course # 1 Corrosion Allowance [CA] (in.) 0.62500E-01














6

Tank Shell Course Materiales

Shell Course # 1 Material Name A-283

Shell Course # 1 Design Stress [Sd] (lb./sq.in.) 20000.

Shell Course # 1 Hydro Test Stress [St] (lb./sq.in.) 22500.

Shell Course # 1 Minimum Yield Stress (lb./sq.in.) 30000.

Shell Course # 1 Minimum Tensile Stress (lb./sq.in.) 55000.

Shell Course # 1 Maximum (in. ) 1.0000

Shell Course # 1 Material C

Shell Course # 1 Material 1
















7



















ANCHOR BOLT DETAILS

Anchor Bolt Diameter (optional) (in.) 2.7500

Threads per Unit Length (1/in.) 8.0000

Bolt Allowable Stress (lb./sq.in.) 20000.

Number of Anchor Bolts (optional) 14.000


8

Bolt Yield Stress (lb./sq.in.) 36000.

Bolt Offset from Mean Tank Diameter (ft.) 0.00000

Anchor Bolt Corrosion Allowance (optional) (in.) 0.00000


9

Wind Data

Kz parameter 1.0400

Kzt parameter 1.0000

Kd parameter 0.95000

Importance Factor (I) 1.0000

Gust Factor (G) 0.85000


10

API-650 ROOF DETAILS SPECIFICATION

Roof Type (1-4) 1

(1=Supt Cone 2=Rafter Supt Cone 3=Cone 4=Dome 5=Umbrella)

Angle Between Roof and Horizontal (deg) 5.3000

Net Area at Roof/Shell Junction [A] (sq.in.) 4.8035

Thickness of Roof Plate (in.) 0.18750

Roof Plate Corrosion Allowance (in.) 0.62500E-01

Weight of Snow on Roof (lb.) 0.00000

Roof Live Load (lb/ft2) 20.000

---/ For General Roof, No Design /---

Weight of Roof Plates (lb.) 0.00000

Weight of Roof Framing (lb.) 0.00000

Pct of Weights Supported by Shell 0.00000

---/ For Supported Cone Roof Design /---

Preferred Rafter Type (W, WT, S, C) C

Preferred Girder Type (W, WT, S, C) W

Preferred Column Type (W, WT, S, C, DC, DI, P ) P

Roof Plate Material A-36

Roof Plate Allowable Design Stress (lb./sq.in.) 23200.

Structural Member Material A-36

Structural Member Allowable Design Stress (lb./sq.in.) 23200.

Maximum Allowed Rafter Length (ft.) 20.000

Maximum Allowed Girder Length (ft.) 20.000

Center Column Cap Plate Diameter (ft.) 3.0000


11

API-650 SEISMIC DATA (App E.)

Minimum Yield Strength of Bottom Plate (lb./sq.in.) 30000.

Minimum Yield Strength of Weld Material (lb./sq.in.) 65000.

Nominal Thickness of Bottom Plate (tb) (in. ) 0.25000

Seismic Use Group (SUG) 3.0000

Friction Factor 0.20000

Importance Factor 1.5000

Initial Anchorage Type M

Earthquake Type S

Site Class 3.0000

Spectral Acceleration Adjustment Coefficient (K) 1.0000

Scaling Factor (Q) 1.0000

Transtiional Period (TL) 2.4000

Mapped maximum earthquake for short periods (Ss) 0.00000

Mapped maximum earthquake for 1 sec periods (S1) 1.0000

Mapped maximum earthquake for 0 sec period (S0) 0.00000

Non-ASCE peak ground acceleration (Sp) 0.00000

ASCE short period design acceleration parameter (SDS) 0.00000

--- Site Specific Data ---

Spectral acceleation parameter at 0 period (Sa0*) 1.5750

Spectral acceleation parameter at any period (Sa*) 0.49900


12

API-2000 Venting Requirements

Emptying (cu. ft./hour)5614.6

Filling (cu.ft./hour)5614.6

Liquid Flash (F )-40.000

Liquid Boiling Point (F )100.00

Environmental Factor ........................ 1.0000

COMPUTATION CONTROL DIRECTIVES

ROOF_PROJECTION_IN_WIND_MOMENT= YES

SHELL_THICK_CONVERG_TOLERANCE= 0.49999999E-02 in.

GENERATE_MESSAGE_FILE= YES

COSINE_CURVE_TOLERANCE= 0.30000001

COSINE_CURVE_ITERATION_LIMIT= 100.00000

WIND_GIRDER_SHELL_THICKNESS= MAX

SHELL_SETTLEMENT_METHOD= FOURIER_SERIES

CORRODED_NOZZLES= NO

653_CORRODED_HYDROTEST_CASE= NO

THICKNESS_ROUNDUP_TO_NEAREST= 0.00000000 in.

PLATE_MATERIAL_DENSITY= 0.28360000 lb./cu.in.

MODIFY_FLUID_HEIGHT_BY_PRESSURE= NO

ROUND_ANCHOR_BOLTS_BY= 4.0000000

WIND_MOMENT_IN_APP_F Sect_5.9.7.1

FULL_SHELL_WEIGHT_IN_APP_F YES


13

Wind Information.

Wind Velocity (mph) 62.137

Velocity Factor 0.26813

Wind Pressure (lb./sq.in.) 0.92366E-01

Area Exposed to Wind (ft.**2) 842.54

Sect 5.9.7.1 Wind Moment on Tank (ft.lb.) 0.17169E+06

Wind Shear Force Acting on Tank (lb.) 11206.


14

MATERIAL PROPERTY INFORMATION

Wind Girder Height Reduction Factor 1.0000

The following material properties have been modified in

accordance with API-650 (and API-653 where applicable).

Course Material Design Test App M

Number Name Stress (Sd) Stress (St) Reduction

(lb./sq.in.) (lb./sq.in.)

1 A-283 20000. 22500. 1.0000

2 A-283 20000. 22500. 1.0000

3 A-283 20000. 22500. 1.0000

4 A-283 20000. 22500. 1.0000

5 A-283 20000. 22500. 1.0000

SHELL COURSE THICKNESS DATA - One Foot Method

Thickness Values for Three Cases MIN TEMP

COURSE DESIGN TEST USER (deg F )

(in. ) (in. ) (in. ) Status

1 0.25000 0.25000 0.25000 11.0 NA

2 0.18750 0.18750 0.18750 11.0 NA

3 0.18750 0.18750 0.18750 11.0 NA

4 0.18750 0.18750 0.18750 11.0 NA

5 0.18750 0.18750 0.18750 11.0 NA


15

SHELL COURSE ALLOWED FLUID HEIGHTS

Fluid Heights for Three Cases

COURSE DESIGN TEST REQUIRED

(ft. ) (ft. ) (ft. )

1 78.129 79.671 32.121

2 52.419 60.003 26.121

3 52.419 60.003 20.121

4 52.419 60.003 14.121

5 52.419 60.003 8.1211

Maximum allowed fluid height of entire tank for:

Design Thickness Case (ft.) 58.419

Test Thickness Case (ft.) 66.003

Required fluid height (ft.) 32.121


16

BASE PLATE DETAILS - SHELL WEIGHT & CENTER OF GRAVITY

Annular Base Plate Thickness (in.) 0.31250

(from API-650 Table 5-1 plus corrosion)

Annular Base Plate Width per 5.5.2 (in.) 28.327

( 2 + ThkCrs1 + max[ 24, (390tb / sqrt(HG))] )

Weight of Shell + Nozzles (lb.) 21169.

Total Weight of all Nozzles (lb.) 0.00000

Center of Gravity (Shell+Nozzles) (ft.) 14.250


17

WIND OVERTURNING STABILITY CHECK

Corroded Shell Weight + %Roof – Uplift (lb.) -4900.9

Wa (lb./in.) 71.630

Mw - moment due to wind (hor+ver) press (ft.lb.) 0.12542E+06

Mpi - moment due to internal pressure (ft.lb.) 0.73502E+06

Mf - moment due to tank liquid (ft.lb.) 0.10211E+07

Mdl - moment due to shell & roof (ft.lb.) 0.22662E+06


18

WIND GIRDER INFORMATION

For "open top" tanks ...

Required Section Modulus, Top Girder (in.**3) 0.60831

Table 5-20 Detail, B value (in.) a 0.00

Table 5-20 Shape name (if applicable) 3x3x.375

Maximum Height of Unstiffened Shell (ft.) 236.22

WIND GIRDER - TRANSFORMED SECTION METHOD

Number of Intermediate Girders Reqd 0


19

WEIGHT SUMMARY --------------

Shell (Corroded) (lb.): 14554.

Shell (Non-Corroded) (lb.): 21169.

Annular Base Plate (lb.): 2411.

Bottom Plate (lb.): 6212.

Nozzles (lb.): 0.

Roof Plates (lb.): 4568.

Roof Framing/Structure (lb.): 1404.

Shell Attachments (lb.): 0.

Insulation (lb.): 0.

Operating Fluid (lb.): 755166.

Water Weight (lb.): 1110538.

Operating Weight (Non-Corroded) (lb.): 790930.

Test Weight (Non-Corroded (lb.): 1146302.

Empty Weight (Non-Corroded) (lb.): 35764.


20

TANK - Roof Design/Analysis Data

API-650 11th Edition, Addendum 2, Nov. 2009

SUPPORTED CONE ROOF Structural Library: AISC89.BIN

Roof thickness per 5.10.2.2, Cone Roof (in. ): 0.25000

Total weight of Roof Plates ...........(lb. ): 4567.6

(Based on user input thickness)

User Specified Design Roof Load .......(lb./sq.in.): 0.19206

(including user plate thickness)

Computed Number of Girder Rings: 0

Computed Number of Rafter Rings: 1

Rafter Details from Tank Center

RING Number Outer NUM/ Inner NUM/ Max

Spacing GRDR Spacing GRDR Length

(in.) (in.) (ft.)

1 16 64.795 ( 0) 0.000 ( 0) 12.303

Rafter Size Details from Tank Center

RING Rafter Load Selected --Section Modulus--

(lb./in.) Shape Required Actual

(in.**3) (in. **3)

1 6.566 C3X4.1 0.77 1.10


21

Column Size Details (from center, Ring 0)

RING Column Column Allow Comp Required Radius

Load Height Stress of Gyration

(lb.) (ft.) (lb./sq.in.) (in.)

0 9260.5 31.28 10523.3 2.085

RING Num Selected Actual Comp Actual Radii

Shape Stress of Gyration

(lb./sq.in.) (in.) (in.)

0 1 P6_STD 1659.6 2.245 2.245

SECTION 5.10.3 CHECKS FOR ROOF MEMBERS

Rafter Actual Allowable Status Actual Status Starus

Ring Shear Shear Bending Bending

(lb./sq.in.)(lb./sq.in.) (lb./sq.in.) (lb./sq.in.)

1 400.5 13000.0 PASS 16261.0 20000.0 PASS

Girder Actual Allowable Status Actual Allowable Status

Ring Shear Shear Bending Bending

(lb./sq.in.) (lb./sq.in.) (lb./sq.in.) (lb./sq.in.)

Column Actual Allowable Status


22

Ring Compression Compression


0 1659.6 6977.2 PASS

ROOF WEIGHT SUMMARY

Weight of Roof Plates (lb.): 4567.6

Weight of Roof Rafters (lb.): 810.57

Weight of Roof Girders (lb.): 0.00000

Weight of Roof Columns (lb.): 593.92

TOTAL Roof Weight (lb.): 5972.1

ROOF EVALUATIONS - Appendix F

Uplift force due to internal pressure (lb.): 53456.

Total weight resisting uplift (lb.): 25025.

Max Design Pressure, limited by uplift (in of H2O): 1.2444

Max Design Pressure, limited by uplift.(lb./sq.in.): 0.44936E-01

(According to F.4.2)

Max Design Pressure, roof/shell joint.(in of H2O ): 18.005

Max Design Pressure, roof/shell joint.(lb./sq.in.): 0.65017

(According to F.4.1)

(Note, this value is limited by F.4.2 for further usage.)


23

Compression Ring Failure Pressure (in of H2O): 1.3911

Compression Ring Failure Pressure (lb./sq.in.): 0.50232E-01

(According to F.6)

NOTE, this tank requires an Anchored Base !!!

Per F.7, allowed pressure is: (lb./sq.in.): 2.5000

Required Compression Areas, Roof/Shell Junction

Area as per Section F.5 (in.**2): 4.6066

FRANGIBLE ROOF-TO-SHELL JUNCTION AREA LIMIT Area as per Section 5.10.2.6 (in.**2): 1.1570


24

Sismic Evaluatión Results Appendix E.

Site-Specific Ground Motion

Design Fluid Weight (lb.) 0.75517E+06

Sp -design level peak accel for nonASCE 0.00000

Ss -MCE at period of 0.2 seconds 0.00000

S0 -MCE at period of 0.0 seconds 0.00000

S1 -MCD at period of 1.0 seconds 1.0000

SDS-design spectral accel parameter 0.00000

FA -acceleration based site coefficient 1.2000

FV -velocity based site coefficient 1.3000

TS - FvS1 / FaSs 0.00000

TC -convective sloshing period (sec) 3.0316

Ac -convective spectral accel parameter 0.37425

Ai -impulsive spectral accel parameter 1.4766

Wc -effective convective fluid weight(lb. ) 0.14864E+06

Wi -effective impulsive fluid weight (lb. ) 0.61422E+06

Vc -convective liquid base shear (lb. ) 55630.

Vi -impulsive liquid base shear (lb. ) 0.95887E+06

V -total design base shear (lb. ) 0.96048E+06

VS -shear resistance (lb. ) 0.15807E+06


25

Xc -ring wall convective moment arm (ft. ) 24.831

Xi -ring wall impulsive moment arm (ft. ) 13.476

XCS-slab convective moment arm (ft. ) 25.024

XIS-slab impulsive moment arm (ft. ) 17.711

WS -shell+appurtenances weight (lb. ) 21169.

Wrs-roof, framing 10% snow weight (lb. ) 2689.1

Mrw-ringwall overturning moment (ft.lb. ) 0.12982E+08

Ms -slab overturning moment (ft.lb. ) 0.16807E+08

AV -vertical acceleration parameter 0.00000

Ge -effective specific gravity 0.68000

wa -resisting annulus force (lb./in.) 64.071

wt -tank + roof weight at shell base (lb./in.) 23.013

J -the anchorage ratio 16.427

L -reqd min annular plate projection (ft. ) 0.00000

Anchorage ratio too large, anchors needed

Wab-Minimum anchorage resistance (lb./in.) 1849.6

N -number of anchor bolts required 12

Pab-anchor seismic design load (lb. ) 0.15980E+06

Sc -shell compressive stress (lb./sq.in.) 7376.4

Sa -shell allowable stress (lb./sq.in.) 6440.5


26

Height of sloshing wave (ft. ) 0.00000

Required Freeboard (ft. ) 0.00000

Course Hoop Stress Hoop Allowable


1 10467. 26600.

2 12401. 26600.

3 10822. 26600.

4 8714.0 26600.

5 5668.8 26600.

Seismic Evaluation Summary.

Seismic shell stress check failed.

Base shear exceeds the limit.

Hoop stress within allowable.


27

Anchor Bolt Details – Section 5.12.

Case Uplift Allowable Load/Bolt

(lb.) Bolt Stress (lb.)

(lb./sq.in.)

Design Pressure: 0.00000 15000. 0.00000

Test Pressure: 33817. 20000. 2415.5

Failure Pressure: 0.00000 36000. 0.00000

Wind Loading: 0.00000 28800. 0.00000

Seismic OPE: 0.187E+07 28800. 1.13370E+06

Design Press+Wind Load: 0.00000 20000. 0.00000

Design Press+Seismic OPE: 0.187E+07 28800. 0.13381E+06

Frangibility Pressure: 0.00000 36000. 0.00000

ANCHOR BOLT RESULTS - Section 5.12

Case Number Bolt Bolt Stress

of Bolts Diameter (lb./sq.in.)

(in. )

Design Pressure: 14 2.750 0.

Test Pressure: 14 2.750 459.

Failure Pressure: 14 2.750 0.

Wind Loading: 14 2.750 0.

Seismic OPE: 14 2.750 25424.


28

Design Press+Wind Load: 14 2.750 0.

Design Press+Seismic OPE: 14 2.750 25444.

Frangibility Pressure: 14 2.750 0.

Final Anchor Bolt Spacing (ft. ) 6.17

Specified number of user bolts is sufficient.

Specified user bolt diameter is sufficient.


29

API-2000 5tk Venting Requirements.

IN-BREATHING:

For Thermal Effects, Required Air Volume (cu ft./hr): 3398.0

For Liquid Movement (emptying rate) (cu ft./hr): 5600.0

OUT-BREATHING:

For Thermal Effects, Required Air Volume (cu ft./hr): 3398.0

For Liquid Movement (filling rate) (cu ft./hr): 12000.0

EMERGENCY VENTING DUE TO FIRE

Sect 4.3.3.2.2 Eq.2A, Required Air Volume (cu ft./hr):697112.3

Wetted Area (sq ft.): 2591.8

Tank Capacity (cu ft. ): 19078.6


30

Recommendations

Not find the design temperature.

The design pressure set by experience. Please check.

The specific gravity of the gasoline engine was taken as 0.68. Please check.

In the information provided was not found speed Wind. It

takes 100 km / h according NSR-10

The results of the diameter of the anchors depend on the internal pressure, earthquake, wind and slenderness.

The equipment is manufactured according chose reference information.

The calculation will include links back to the development of the general plan of the tank.

Calculo Gas Motor Tank 3000 A

Documents

spectral acceleation

required air

design pressseismic

mapped maximum

max design

general tank

shell weight

design pressure