Attachment J.1 Fac 3035 - Insp Report - Apr 2019.pdf

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Attachment

JB Andrews Tank 10 Final Inspection Report 08/09/2019

W9128F-17-D-0021 / TO W9128F18F0327 SPCC Aboveground Storage Tank Inspections ADR, MRT, NGH, WST

EEI USACE 015 N/A

1 1 JB Andrews Tank 10 Final Inspection Report Attachment D 60

James Hall, Project Manager

1 10

US Army Corps of Engineers Omaha District

API 653 In-Service Inspection Report

Joint Base Andrews, Maryland Facility No. 3035

Tank No. 10

US Army Corps of Engineers Center of Expertise for Petroleum, Oils and Lubricants

(USACE POL-MCX)

August 2019

API 653 In-Service Inspection Report Joint Base Andrews, MD

Table of Contents

ACRONYMS AND ABBREVIATIONS

GENERAL SUMMARY

INSPECTION DATE

STATE REGULATIONS

PREVIOUS INSPECTION DATES

RECOMMENDED FUTURE INSPECTION DATES (CALCULATIONS SHALL BE PROVIDED)

GENERAL TANK INFORMATION

A. GENERAL PROJECT INFORMATION

1. API 653 Inspection

2. Site Information

B. TANK INSPECTION COMMENTS

1. Tank Construction

2. Tank Evaluation Items

C. FINDINGS AND RECOMMENDATIONS

1. MANDATORY REPAIRS per API 653, UFC 3-460-01, or AW 78-24-27 Standards

2. REQUIRED REPAIRS to Fully Comply with API 653, UFC 3-460-01, or AW 78-24-27 Standards

3. RECOMMENDED REPAIRS as Part of Regular Maintenance Long-Term Repairs

APPENDIX A: ENGINEERING CALCULATIONS AND DRAWINGS

NDE DATA

ENGINEERING CALCULATIONS TANK DRAWING

OSHA ACCESS STRUCTURE REPORT

APPENDIX B: API 653 CHECKLISTS FOR TANK INSPECTIONS

APPENDIX C: PHOTOGRAPHS

ACRONYMS AND ABBREVIATIONS

API American Petroleum Institute

ASME American Society of Mechanical Engineers

ASNT American Society of Non-Destructive Testing

ATG Automatic Tank Gauge

BBL Barrel

CFR Code of Federal Regulations

CP Cathodic Protection

DFT Dry Film Thickness

HLA High Level Alarm

HLCS High Level Control Shutoff

HHLA High-High Level Alarm

LLA Low Level Alarm

LLLA Low-Low Level Alarm

MFL Magnetic Flux Leakage

MT Magnetic Particle Testing

NACE National Association of Corrosion Engineers

NDT Non-Destructive Testing

NFPA National Fire Protection Association

PSI Pounds per Square Inch

PT Penetrant Testing

P/V Pressure/Vacuum

RP Recommended Practice

PST Product Saver Tank

RT Radiography Testing

TML Thickness Measurement Location

TRV Thermal Relief Valve

UFC Unified Facilities Criteria

UFGS Unified Facilities Guide Specifications

ULS Ultra Low Sulfur

UT Ultrasonic Testing

VT Visual Testing

GENERAL SUMMARY

Enterprise Engineering Inc. (EEI) was retained by the United States Army Corps of Engineers (USACE), Omaha District, under Contract No. W9128F-17-D-0021 Delivery Order W9128F18F0327 to perform an in-service (IS) API 653 inspection of Tank 10 (Facility 3035) at Joint Base Andrews, Maryland.

The IS API 653 inspection was performed during April 29 to 30 2019 in accordance with the applicable portions of API Standard 653, UFC 3-460-01, UFC 3-460-03 and the Statement of Work (SOW).

Tank 10 is a field erected, vertical, aboveground storage tank. The tank was constructed in 1960. The nominal tank diameter is 42.5 feet and the shell height is 38 feet. The tank is of welded construction with butt-welded shell plates and lap-welded floor plates. The tank has a self-supported steel shed roof and an internal steel floating roof.

The nominal shell capacity is 10,000 Bbls. The tank is currently in Jet Fuel A (F-24) service. The tank name plate indicates tank repairs were performed in 2004 by Totltest, Inc. to provide a second bottom.

This inspection has determined that no mandatory repairs are required.

INSPECTION DATE

API In-Service (External) Inspection Date: 29 to 30 April 2019

Equipment Used:

Manufacturer: Olympus Model Number: 38DL Plus Calibration Method: 2-point calibration using a single material standard

Manufacturer: Positector Dry Film Thickness (DFT) Gauge Model Number: 6000 Calibration Method: Calibration to know thickness standard

Inspector(s):

James E. Hall, P.E.

Matthew C. McGowan Sierra C. Kuun

STATE REGULATIONS

State Regulation for API In-Service Tank Inspections N/A State Regulation for API Out-of-Service Tank Inspections N/A

Maryland does not regulate inspection of aboveground storage tanks.

PREVIOUS INSPECTION DATES

API Out-of-Service (Internal) Inspection Date: June 2014 (including floor scan) API In-Service (External) Inspection Date: 2004

RECOMMENDED FUTURE INSPECTION DATES (CALCULATIONS SHALL BE PROVIDED)

API Out-of-Service (Internal) Inspection Date: June 2034 (Taken from 2014 Inspection Report) API In-Service (External) Inspection Date: April 2024 (5 Years)

James E. Hall, P.E.

Project Manager Enterprise Engineering Inc.

API 653 Certified Inspector No. 46418

GENERAL TANK INFORMATION

ITEM DESCRIPTION

Owner U.S. Air Force Location Joint Base Andrews Facility Number 3035 Tank Number 10 State / Country Maryland / United States City Camp Springs Inspection Date 29 to 30 April 2019 Tank Manufacturer Unknown Design Standard API Standard 12C Date of Construction 1960 Tank Contents Jet A (F-24) Tank Serial Number None present Tank Diameter 42’-6” Shell Height 38’-10” Product Height 35’-11” Tank Capacity 10,000 BBLS (Nominal) / 9,788 BBLS (Gross) Foundation Concrete Ringwall

Construction

Bottom Lap welded Shell Butt-welded / 6 courses Floating Roof Lap welded Fixed Roof Steel shed roof

Material

Bottom Steel / Unknown grade Shell Steel / Unknown grade Floating Roof Steel / Unknown grade Fixed Roof Steel / Unknown grade

Cathodic Protection Impressed

Interior Coating System Floor: Thin-film epoxy Shell: Thin-film epoxy Roof: Thin-film epoxy

Exterior Coating System Shell: Thin-film epoxy Roof: Thin-film epoxy

Level Gauging Varec tape gauge system ENRAF ATG system

Overfill Protection High level shut off valve on Fill piping Piping Receipt 6-inch Carbon steel Issue 10-inch Carbon steel Low Suction 4-inch Carbon steel

Water Draw-Off Two 2-inch drain in shell Carbon steel

Level Alarms Scully high-high, high, low and low-low level alarms; ENRAF ATG alarms Type of Internal Floating Roof Lap welded

A. GENERAL PROJECT INFORMATION

1. API 653 Inspection EEI performed an IS API 653 inspection on Tank 10 (Facility 3035) 29 to 30 April 2019. Results of this inspection identified required repairs to comply with API 650, API 653, UFC 3-460-01, UFC 3-460-03, AW 78-24-27 and industry standards and recommended repairs as part of regular maintenance.

2. Site Information Joint Base Andrews is located in Maryland. The base is home to Air Force District of Washington's 11th Wing -- the base's host wing -- with several partner units on base including Air Mobility Command's 89th Airlift Wing, Air Force Reserve Command's 459th Air Refueling Wing, D.C. Air National Guard's 113th Wing, the Naval Air Facility, and Army and Marine Corps detachments.

B. TANK INSPECTION COMMENTS

1. Tank Construction Tank 10 (Facility 3035) is a field erected, vertical, aboveground storage tank. The tank was constructed in 1960. The nominal tank diameter is 42 feet 6 inches and the shell height is 38 feet 10 inches. The tank is of welded construction with butt-welded shell and lap welded floor plates. The tank has a self-supported steel shed roof and an internal steel floating roof. The nominal shell capacity is 10,000 Bbls.

The design liquid level is 35-feet 11-inches. The tank is currently in Jet A service.

2. Tank Evaluation Items Refer to Appendix A for a discussion of the tank evaluation items. The information has been provided in a tabular format for reference.

C. FINDINGS AND RECOMMENDATIONS

The following subsections outline the tank repairs/upgrades. Repairs and upgrades shall be completed in accordance with API requirements and best engineering practice.

1. MANDATORY REPAIRS per API 653, UFC 3-460-01, or AW 78-24-27 Standards Mandatory repairs represent items that require immediate attention, in order to prevent imminent risk to system operators, equipment integrity, or the adjacent environment. The tank should remain out of service until these repairs are completed.

No mandatory repairs were identified.

2. REQUIRED REPAIRS to Fully Comply with API 653, UFC 3-460-01, or AW 78-24-27 Standards Short-term Repairs that directly relate to the long-term preservation of the asset. Short-term repairs represent items that should be addressed in a timely manner in order to prevent future potential risks to system operators, equipment integrity, or the adjacent environment. These items may be required by Federal, State and Local Codes or by Military Criteria.

a. Tank Handrail OBSERVATION: A section of platform handrail at the top of the spiral stairs has been removed and sections of Unistrut are bolted in its place.

REFERENCE: OSHA 29 CFR 1910

RECOMMENDATION: Remove sections of Unistrut and provide top and mid rails to match existing handrail.

b. Tank Labelling OBSERVATION: The tank product stenciling is failing.

REFERENCE: AW 78-24-27 Sheet D.13, Detail 3

RECOMMENDATION: Remove failed stenciling and provide stenciling in accordance with MIL-STD 161G.

c. Manway Covers OBSERVATION: The tank manway covers are not equipped with davits.

REFERENCE: AW 78-24-27 Sheet D.10, Detail 3

RECOMMENDATION: Remove manway hinges and provide davits in accordance with AW 78-24-27.

3. RECOMMENDED REPAIRS as Part of Regular Maintenance Long-Term Repairs Long-term Repairs that directly relate to repair/upgrade of an asset to bring it up to the current standard from the standard at time of construction. Long-term Repairs represent items that should be addressed in a timely manner in order to prevent future potential risks to system operators, equipment integrity, or the adjacent environment.

a. Exterior Coating Failure OBSERVATION: Coating failure and corrosion was observed on the tank valves, flanges, stair platform framing and appurtenances.

REFERENCE: UFC 3-460-03 ¶8-3.1

RECOMMENDATION: Provide surface preparation and recoat.

b. Coating failure on Piping OBSERVATION: Coating failure and corrosion was observed on the fill and issue piping and pipe supports within the containment dike.

REFERENCE: UFC 3-460-03 ¶8-3.1

RECOMMENDATION: Provide surface preparation and recoat. Approximately 200 LF of 10-inch piping, 175 LF of 6-inch piping, and 24 pipe supports.

c. Organic growth OBSERVATION: Organic growth was observed on the exterior shell and exterior piping.

REFERENCE: UFC 3-460-03 ¶8-3.1

RECOMMENDATION: Pressure wash the tank shell and piping.

d. Secondary Containment Sealant OBSERVATION: The tank is located within a concrete containment area. Locations of unsealed cracks were observed at isolated locations.

REFERENCE: UFC 3-460-03, ¶8-10.2

RECOMMENDATION: Repair cracks by routing and providing jet fuel resistant sealant.

Approximately 50 LF of cracks.

e. Roof Perimeter Screens OBSERVATION: Several locations of the roof perimeter bird screens are missing.

REFERENCE: Usual and customary engineering practices.

RECOMMENDATION: Provide additional sections of screen. Approximately 30 LF of screen.

f. High-level control valve tubing supports OBSERVATION: The high-level control valve tubing is not properly supported above the valve.

REFERENCE: Usual and customary engineering practices.

RECOMMENDATION: Provide an additional support for the tubing.

g. Corrosion at high-level valve tubing supports OBSERVATION: Corrosion was observed at the carbon steel HLCV tubing supports.

REFERENCE: AW 78-24-27 Sheet D.10, Detail 5 and usual and customary engineering practices.

RECOMMENDATION: Replace carbon steel tubing clamps with stainless steel cushioned clamps.

Approximately 30 clamps.

h. Corrosion at electrical conduit supports OBSERVATION: Corrosion was observed at the carbon steel electrical conduit supports.

REFERENCE: AW 78-24-27 Sheet D.10, Detail 5 and usual and customary engineering practices

RECOMMENDATION: Replace carbon steel tubing clamps with stainless steel cushioned clamps.

Approximately 10 clamps.

i. Receipt pressure relief loop OBSERVATION: The pressure relief loop at the receipt valve contains carbon steel relief valve, piping, and flanges, which have coating failure and corrosion.

REFERENCE: AW 78-24-27 Detail 4 on Sheet D.10.

RECOMMENDATION: Replace relief valve, piping, and flanges with a stainless-steel relief valve, piping, and flanges.

j. Issue pressure relief loop OBSERVATION: The pressure relief loop at the issue valve contains carbon steel piping and flanges, which have coating failure and corrosion.

REFERENCE: AW 78-24-27 Detail 4 on Sheet D.10.

RECOMMENDATION: Replace piping and flanges with stainless-steel.

k. Tank ground wire OBSERVATION: One tank ground wire below the tank stairs has detached from the original floor extension.

REFERENCE: AW 78-24-27 Sheet ED.02

RECOMMENDATION: Reattach ground wire.

l. Testing OBSERVATION: The tank is equipped with an ENRAF ATG system, high level control valve, and an independent level alarm system.

REFERENCE: UFC 3-460-03 Appendix C

RECOMMENDATION: Test ATG system, level alarm switches, and overfill prevention devices as part of the on-going maintenance program.

APPENDIX A: ENGINEERING CALCULATIONS AND DRAWINGS

NDE DATA

ENGINEERING CALCULATIONS

TANK DRAWING

OSHA ACCESS STRUCTURE REPORT

Tank No.: 10 Location: Joint Base Andrews EEI Project No.: 9364 Performed By: JEH, MCM, SCK Date: 29-30 April 2019

Revised April 2019

Shell Course No. Reading No. UT Reading (Inches)

Coating Thickness at Same Location (Mils)

1 0.241 22.10 1 2 0.243 20.90

3 0.245 28.90 4 0.242 24.10 5 0.241 32.90 6 0.240 32.00

Average 0.242 26.82 1 0.236 18.10

2 2 0.238 21.90 3 0.241 20.50 4 0.241 24.10 5 0.239 19.30 6 0.235 17.60

Average 0.238 20.25 1 0.234 19.50

3 2 0.254 19.90 3 0.254 18.50 4 0.252 20.70 5 0.246 26.60 6 0.246 21.70

Average 0.248 21.15 1 0.243 20.60

4 2 0.247 21.00 3 0.247 18.20 4 0.251 15.80 5 0.246 18.20 6 0.238 26.20

Average 0.245 20.00

Form 07 Shell: Exterior UT & Coating

Enterprise Engineering, Inc. Form 07 Shell Exterior-UT&Coat

EEI Project No.: 9364 Performed By: JEH, MCM, SCK Date: 29-30 April 2019

Revised April 2019

Shell Course No. Reading No. UT Reading (Inches)

Coating Thickness at Same Location (Mils)

Form 07 Shell: Exterior UT & Coating

1 0.236 19.70 5 2 0.247 16.70

3 0.247 20.30 4 0.245 18.40 5 0.241 20.60 6 0.238 22.90

Average 0.242 19.77 1 0.254 29.40

6 2 0.253 27.80 3 0.254 23.20 4 0.250 24.00 5 0.249 22.10 6 0.248 22.00

Average 0.251 24.75 Rim Angle (3 locations) 1 0.370

2 0.369 3 0.368

Average 0.369

Coating Thickness Average 22.12 (all courses) Minimum 15.80

Maximum 32.90

Highlight Minimum UT Reading Per Course

Enterprise Engineering, Inc. Form 07 Shell Exterior-UT&Coat

EEI Project No.: 9364 Performed By: JEH, MCM, SCK Date: 29-30 April 2019

Revised April 2019

UT Equipment :

Vertical Welds Reading No.

UT Reading 6"-12" From Tank Bottom

(Inches)

1V-1 1 0.245

2 0.245

3 0.243

1V-2 4 0.243

1V-2 1 0.250

2 0.251

3 0.249

1V-3 4 0.248

1V-3 1 0.259

2 0.260

3 0.257

1V-4 4 0.253

1V-4 1 0.485

2 0.486

3 0.489

1V-5 4 0.491

1V-5 1 0.257

2 0.255

3 0.253

1V-6 4 0.251

1V-6 1 0.257

2 0.259

3 0.255

1V-7 4 0.252

1V-7 1 0.254

2 0.253

3 0.250

1V-8 4 0.247

1V-8 1 0.243

2 0.239

3 0.239

1V-9 4 0.234

1V-9 1 0.496

2 0.498

3 0.499

1V-1 4 0.499 Average 0.304 Minimum 0.234 Maximum 0.499

Form 08 Shell: Exterior 1st Course UT

Olympus 38 DL Plus

Note: Shell plate is thickened with tapered edges

Enterprise Engineering, Inc. Form 08 Shell Ext-1st Course UT

EEI Project No.: 9364 Performed By: JEH, MCM, SCK Date: 29-30 April 2019

Revised April 2019

Nozzle/ Manhole Reading No.

Nozzle (Inches)

Reinf. Plate (Inches)

Cover (Inches)

1 0.496 0.499 0.815 2 0.497 0.499 0.816 3 0.496 0.497 0.815

Average 0.496 0.498 0.815 1 0.520 - - 2 0.508 - - 3 0.524 - -

Average 0.517 - - 1 0.438 0.496 - 2 0.446 0.499 - 3 0.433 0.498 -

Average 0.439 0.498 - 1 0.493 0.489 0.815 2 0.495 0.491 0.815 3 0.497 0.492 0.815

Average 0.495 0.491 0.815 1 0.218 - - 2 0.209 - - 3 0.215 - -

Average 0.214 - - 1 0.213 - - 2 0.205 - - 3 0.224 - -

Average 0.214 - - 1 0.320 0.243 - 2 0.349 0.243 - 3 0.340 0.243 -

Average 0.336 0.243 -

Water Draw-Off 1

Water Draw-Off 2

Low Suction

Form 11 External Shell Manhole/Nozzle: UT

Manhole 1

Issue

Receipt

Manhole 2

Enterprise Engineering, Inc. Form 11 Shell MH-Nozzle UT

EEI Project No.: 9364 Performed By: JEH, MCM, SCK Date: 29-30 April 2019

Revised April 2019

Reading No. Clockwise Distance from MH-1 UT Reading

(Inches)

Coating Thickness at Same Location

(Mils)

Floor Projection Distance (Inches)

1 0'-0" 0.271 32.00 1.375

2 13'-4" 0.306 22.80 1.750

3 26'-6" 0.304 21.70 1.000

4 40'-1" 0.304 29.40 1.250

5 53'-0" 0.303 33.40 1.125

6 66'-6" 0.306 25.50 1.500

7 80'-2" 0.304 29.90 1.625

8 93'-0" 0.278 27.40 1.500

9 106'-6" 0.295 24.80 1.500

10 120'-0" 0.307 35.50 1.375 Average 0.298 28.24 1.400 Minimum 0.271 21.70 1.000 Maximum 0.307 35.50 1.750

Form 16 Floor: Projection UT & Coating

1. Record data at each first course vertical shell joint for tanks with 10 or more joints.

2. Record data at a minimum of 10 equally spaced locations for tanks with less than 10 vertical shell welds.

Enterprise Engineering, Inc. Form 16 Floor Projection

TANK EVALUATION CALCULATIONS VERSION 8.02 TANK EVALUATION

REL 9/15/2007 EXP 5/1/2045 #####

INPUT DATA REV 6/14/2019

(Highlighted values are input data)

PROJECT: PREPARED BY: SCK

LOCATION: DATE: 05/01/19

EEI PROJECT NO.:

CHECKED BY: JEH

TANK NO. DATE: 08/08/19

TANK DATA: GENERAL

NEW / EXISTING Existing

YEAR BUILT 1960

TANK DATA: PHYSICAL PROPERTIES

FOUNDATION

TYPE OF FOUNDATION Ringwall (INPUT Ringwall, Earth, Concrete Confining Ring, etc.)

TANK ANCHORED (YES OR NO) NO

NUMBER OF ANCHORS N =

DIAMETER OF BOLT CIRCLE d = FT DIAMETER OF ANCHOR BOLTS dB = INCHES

SPACING OF ANCHOR BOLTS S= FT

AISC Bolt Allowable Stresses

ANCHOR BOLT YIELD STRENGTH Fyab = KSI Material Fyab Fu Fnv Fvbolt = Fnv / W A36 36.00 58.00 Not listed use Fvbolt = 10.00

ANCHOR BOLT SHEAR STRENGTH Fvbolt = KSI A307 36.00 60.00 27.00 Fvbolt = 13.50

A320 L7 105.00 125.00 Not listed use Fv = 0.17(Fu) = 21.25 W = 2.00 for Allowable Stress Design

COEFFICIENT OF FRICTION

BETWEEN TANK AND μ = 0.40 (μ max = 0.4 PER API 650 E.7.6., USE SMALLER μ

FOUNDATION BASED ON FOUNDATION CONSIDERATIONS)

FLOOR

MATERIAL Unknown

FLOOR THICKNESS tF = 0.2980 INCHES

FLOOR CORROSION ALLOWANCE CAfloor = INCHES

FLOOR THICKNESS

BELOW SHELL tb = INCHES

ANNULAR PLATE (YES/NO) NO

ANNULAR PLATE THICKNESS tann = INCHES

ANNULAR PLATE WIDTH Ls = FT

YIELD STRENGTH OF FLOOR

PLATE BELOW SHELL FBY = 30,000 PSI

In-Service API 653 Inspection JB Andrews, MD

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Input Data - Page 1

File: App A Tank 10 Calcs 1 Tank Evaluation 8.02 REV 06-14-19

INPUT DATA REV 6/14/2019

(Highlighted values are input data)

PROJECT: PREPARED BY: SCK

LOCATION: DATE: 05/01/19

EEI PROJECT NO.:

CHECKED BY: JEH

TANK NO. DATE: 08/08/19

In-Service API 653 Inspection JB Andrews, MD

TANK DATA: PHYSICAL PROPERTIES

SHELL

DIAMETER D = 42.500 FT

SHELL CORROSION ALLOWANCE CAshell = INCHES

OVERFLOW PORTS = None (Input YES if overflow ports are present, input NONE if no overflow ports)

TOP OF SHELL TO BOTTOM

OF OVERFLOW PORT Hop = 0.000 FT (Input 0 if no overflow ports)

TYPE OF SHELL JOINTS Butt Welded (Input BUTT WELDED, LAP WELDED, or RIVETED)

USE JOINT EFFICIENCY PER API 650 FOR NEW TANK, PER API 653 FOR EXISTING TANK

COURSE HEIGHT THICKNESS JOINT MATERIAL YIELD ALLOWABLE STRESS

NO. h t EFFICIENCY STRESS PRODUCT HYDROTEST

FT INCHES E Fy Sd St

PSI PSI PSI

BOTTOM COURSE 1 6.021 0.2400 0.85 Unknown 30000 23600 26000

2 7.500 0.2380 0.85 Unknown 30000 23600 26000 3 7.438 0.2480 0.85 Unknown 30000 26000 27000 4 7.458 0.2450 0.85 Unknown 30000 26000 27000 5 7.438 0.2420 0.85 Unknown 30000 26000 27000 6 2.333 0.2510 0.85 Unknown 30000 26000 27000

RIM ANGLE 0.000 0.3690

SHELL HEIGHT Hs = 38.188 FT

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Input Data - Page 2

INPUT DATA REV 6/14/2019

(Highlighted values are input data)

PROJECT: PREPARED BY: SCK

LOCATION: DATE: 05/01/19

EEI PROJECT NO.:

CHECKED BY: JEH

TANK NO. DATE: 08/08/19

In-Service API 653 Inspection JB Andrews, MD

TANK DATA: PHYSICAL PROPERTIES

ROOF AND ROOF FRAMING

ROOF SLOPE THETA = 5.00 DEG

ROOF THICKNESS tR = 0.1000 INCHES ROOF CORROSION ALLOWANCE CAroof = INCHES

WEIGHT OF ROOF FRAMING rF = 5.000 PSF (if unknown, use 5 psf) WEIGHT OF RIM ANGLE rA = 4.900 LB/LF

ROOF FRAMING SYSTEM 0 (Input 0 no interior columns or 1 single center column with simple span radial rafters only or 2 single center column with simple span radial trusses only or 3 single center column with trusses and framing or 4 center column with perimeter columns)

(Leave cell blank if framing system 3 is NOT selected)

(Leave cell blank if framing system 3 is NOT selected) (Leave cell blank if framing system 3 is NOT selected) (Leave cell blank if framing system 3 is NOT selected)

COLUMN

NUMBER WEIGHT

COLUMN SIZE OF COLUMNS (LB/LF)

CENTER NONE 0 0.0 (If no interior columns, INNER COLUMNS NONE 0 0.0 input NONE in "SIZE" column OUTER COLUMNS NONE 0 0.0 input 0.0 in "NO. of COLUMNS" and "COLUMN WEIGHT" column)

RADIAL DISTANCE

TO OUTER COLUMN R2 = 0 FT (Input 0 if no radial columns)

APPURTENANCES

WEIGHT OF STAIRS, PIPING, ETC. 2 % (Input weight as a percentage of total weight of tank.

Input 2% if unknown)

FLOATING PAN/ROOF

WT OF FLOATING PAN/ROOF Wpan = 10.87 K (Input weight of floating pan/roof, Input 0 if no pan/roof) (Petrex aluminum honeycomb pans weigh 0.717 psf)

COMMENT: Indicate here whether roof slope is assumed, calculated, or based on record drawings

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Input Data - Page 3

INPUT DATA REV 6/14/2019

(Highlighted values are input data)

PROJECT: PREPARED BY: SCK

LOCATION: DATE: 05/01/19

EEI PROJECT NO.:

CHECKED BY: JEH

TANK NO. DATE: 08/08/19

In-Service API 653 Inspection JB Andrews, MD

TANK DATA: LIQUID STORAGE

FILL HEIGHT Hf = 35.917 FT (Fill height can also be the design liquid level)

PRODUCT STORAGE Jet A (Input product storage service.

Example: GASOLINE, JP-4, JP-5, JP-8, DIESEL, WATER)

SPECIFIC GRAVITY G = 0.840 Specific gravities of various liquids product G

Gasoline 0.730 JP-4 0.751 to 0.802 JP-5 0.788 to 0.845 JP-8 0.775 to 0.840 Diesel (F-76) 0.830 to 0.860 Water 1.000 Jet-A 0.775 to 0.840

TANK DATA: LOADS

DIFFERENTIAL SETTLEMENT

TOLERANCE OF

FLOATING PAN SEAL Rtol = 4 INCHES (Input N/A if no floating pan)

DIFFERENTIAL SETTLEMENT DELTA = 0.00 FT (High point EL - Low point EL) (Input 0 if no data)

ROOF LIVE LOAD

ROOF LIVE LOAD PLL = 20 PSF REF: API 650 5.2.1.f

SNOW LOAD

CODE: ASCE 7-10

NOTE: FOR MILITARY PROJECTS USE UFC 3-301-01 FOR GROUND SNOW LOAD DATA

GROUND SNOW DATA UFC (Enter ASCE or UFC) GROUND SNOW Pg = 25 PSF UFC 03-301-01 EXPOSURE FACTOR Ce = 1 ASCE 7-10 TABLE 7-2 THERMAL FACTOR Ct = 1.2 ASCE 7-10 TABLE 7-3

IMPORTANCE FACTOR I = 1 ASCE 7-10 TABLE 1.5-2

ROOF SNOW LOAD PER

LOCAL BUILDING CODE PfLocal Code = PSF

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Input Data - Page 4

INPUT DATA REV 6/14/2019

(Highlighted values are input data)

PROJECT: PREPARED BY: SCK

LOCATION: DATE: 05/01/19

EEI PROJECT NO.:

CHECKED BY: JEH

TANK NO. DATE: 08/08/19

In-Service API 653 Inspection JB Andrews, MD

TANK DATA: LOADS

WIND LOAD

CODE: API 650 12th EDITION ADDENDUM 3

NOTES

1. ASCE 7-10 WIND VELOCITIES HAVE LRFD LOAD FACTORS AND RISK CATEGORIES BUILT IN. API 650 USES

WORKING STRESS AND PERMITS USE OF ASCE 7-05 OR ASCE 7-10.

THIS SPREADSHEET USES ASCE 7-10.

2. API 650 WIND LOAD AND VELOCITY PRESSURE IN SECTION 5.2.1(k)(1) ARE BASED ON ASCE 7 EXPOSURE C, IMPORTANCE FACTOR OF 1.00.

3. PER API 650 5.2.1.k, WIND PRESSURES MAY BE DETERMINED IN ACCORDANCE WITH ASCE 7.

4. TO ADJUST THE VELOCITY PRESSURE ON THE TANK SHELL AND ROOF FOR WIND OVERTURNING, ENTER THE

EXPOSURE CATEGORY AND IMPORTANCE FACTOR.

5. STIFFENER EVALUATION IS BASED ON API 650 WHICH USES EXPOSURE CATEGORY C, IMPORTANCE FACTOR OF 1

6. FOR MILITARY PROJECTS USE UFC 3-301-01 FOR BASIC WIND SPEED.

RISK CATEGORY III ASCE 7-10 Table 1.5.1 or UFC 3-301-01 EXPOSURE CATEGORY C ASCE 7-10 sect 26.6 (B, C, D) BASIC WIND SPEED DATA UFC (Enter ASCE of UFC)

BASIC WIND SPEED V = 120 MPH UFC 3-301-01

USE API 650 WIND PRESSURES

MODIFIED FOR WIND SPEED (YES/NO) No API 650 5.2.1(k)

(NOTE: API wind pressures are for Exposure C)

DESIGN INTERNAL PRESSURE Pid = 0.00 PSF OPERATING PRESSURE Pi = 0.00 PSF Enter 0 if no internal pressure INTERNAL PRESSURE FACTOR Fp = 0.40 F = Ratio of operating pressure to design pressure, not less than 0.4

FILL HEIGHT FOR ALLOWABLE Applies to anchored tank only SHELL COMPRESSION Hfwind = 0.000 FT (For worse case use Hf = 0 FT for empty tank)

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Input Data - Page 5

INPUT DATA REV 6/14/2019

(Highlighted values are input data)

PROJECT: PREPARED BY: SCK

LOCATION: DATE: 05/01/19

EEI PROJECT NO.:

CHECKED BY: JEH

TANK NO. DATE: 08/08/19

In-Service API 653 Inspection JB Andrews, MD

TANK DATA: LOADS

SEISMIC LOAD

CODE: API 650 12th EDITION, ADDENDUM 3 ANNEX E

SEISMIC USE GROUP (I, II, III) = III API 650 E.3.1

SITE GROUND MOTION (API 650 E.4.1 MAPPED ASCE METHOD)

SHORT PERIOD (0.2 S)

ACCELERATION Ss = 0.1200 %g ASCE 7 FIG 22-1, 22-3, 22-5, and 22-6

1.0 S PERIOD

ACCELERATION S1 = 0.0500 %g ASCE 7 FIG 22-2, 22-4, 22-5, and 22-6

REGIONAL- DEPENDENT

TRANSITIONAL PERIOD TL = 8.00 SEC ASCE 7 FIG 22-12 THROUGH 22-16

SITE CLASS = D ASCE 7 CHAPTER 20 AND API 650 E.4.4

SITE MODIFICATION COEFFICIENTS (ASCE 7 AND API 650 E.4.4)

Fa = 1.60 API 650 ANNEX E TABLE E.1

Fv = 2.40 API 650 ANNEX E TABLE E.2

TANK MATERIAL Steel

TANK MATERIAL MODULUS

OF ELASTICITY E = ######## PSI

Hf/D = 0.8451

COEFFICIENT FOR

IMPULSIVE PERIOD Ci = 6.07 API 650 ANNEX E FIGURE E.1 (BASED ON Hf/D)

SCALING FACTOR FROM MCE TO

DESIGN LEVEL SPECTRAL

ACCELERATIONS Q= 2/3 (Q = 2/3 FOR ASCE -7 METHODS. FOR MILITARY

DESIGN OF ESSENTIAL FACILITIES, Q = 3/4)

COEFFICIENT TO ADJUST FROM

5% TO 0.5% DAMPING K = 1.5 K = 1.5 UNLESS SPECIFIED OTHERWISE

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Input Data - Page 6

INPUT DATA REV 6/14/2019

(Highlighted values are input data)

PROJECT: PREPARED BY: SCK

LOCATION: DATE: 05/01/19

EEI PROJECT NO.:

CHECKED BY: JEH

TANK NO. DATE: 08/08/19

In-Service API 653 Inspection JB Andrews, MD

TANK DATA: SHELL CORROSION ANALYSIS

DEPTH OF CORRODED AREAS IN SHELL

AT SHELL VERTICAL WELDS = Xw INCH (Input 0.0 if no corrosion or leave blank if no input)

AWAY FROM SHELL VERTICAL

WELDS BY 1 INCH OR 2t = Xs INCH (Input 0.0 if no corrosion or leave blank if no input)

COURSE Xw Xs

NO. INCH INCH

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Input Data - Page 7

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

TANK DIFFERENTIAL SETTLEMENT

Hd

Hs Hf

DELTA allow

ALLOWABLE RIGID BODY TILT

BASED ON HOOP STRESS AT BOTTOM OF FIRST COURSE

ALLOWABLE TILT DELTA allow = [ (4S x 12 (t - CA) x E)/(G x Gw x D) ] - 2 (Hf-1)

ALLOW HOOP STRESS, 1ST COURSE S = 23,600 PSI

1ST COURSE THICKNESS t = 0.24 INCH

SHELL CORROSION ALLOWANCE CA = 0.0000 INCH

1ST COURSE JOINT EFFICIENCY E = 0.85

SPECIFIC GRAVITY OF CONTENTS G = 0.840 Jet A UNIT WEIGHT OF WATER Gw = 62.4 LB/FT3

TANK DIAMETER D = 42.50 FT

HEIGHT OF SHELL Hs = 38.19 FT

FILL HEIGHT Hf = 35.92 FT FREEBOARD Hd = Hs - Hf = 2.27 FT

FOR Jet A Service

DELTA allow = [(4(23600) x 12(0.24 - ) x 0.85) / (0.84x62.4x42.5)] -2( 35.917- 1) = 33.90 FT

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Settlement - Page 8

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

TANK DIFFERENTIAL SETTLEMENT

ALLOWABLE RIGID BODY TILT

BASED ON OVERFLOWING

ALLOWABLE TILT DELTA allow = 2(Hd)

HEIGHT OF SHELL Hs = 38.19 FT

TOP OF SHELL TO BOT

OF OVERFLOW PORT Hop = 0.00 FT

HEIGHT TO BOTTOM

OF OVERFLOW PORT Hp = Hs - Hop = N/A FT Tank does not have overflow ports

FILL HEIGHT Hf = 35.92 FT

FREEBOARD Hd = 2.27 FT

DELTA allow = 2 ( 2.271 ) = 4.54 FT

BASED ON TOLERANCE OF FLOATING ROOF/PAN

ALLOWABLE TILT DELTA allow = 2 x SQR[Rtol x D]

FLOATING PAN SEAL TOLERANCE Rtol = 4 INCH

TANK DIAMETER D = 42.50 FT

DELTA allow = 2 SQR( 4/12 x 42.5 ) = 7.53 FT

ALLOWABLE RIGID BODY TILT SUMMARY

AT FILL HEIGHT = 35.917 FT

ALLOWABLE SETTLEMENT BASED ON OVERFLOWING CRITERIA GOVERNS

DELTA allow = 4.54 FT

EVALUATE ACTUAL DIFFERENTIAL SETTLEMENT

DIFFERENTIAL SETTLEMENT DELTA actual = 0.00 FT ALLOWABLE TILT DELTA allow = 4.54 FT

DELTA actual = 0 FT < DELTA allow = 4.54 FT PASSES CRITERIA

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Settlement - Page 9

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

DEAD LOAD

TANK DIAMETER D = 42.50 FT

HEIGHT OF SHELL Hs = 38.19 FT

SHELL

WT/COURSE = [ 0.490 KCF (t/12)(h)(PI)(D) ]

COURSE HEIGHT THICKNESS WEIGHT

NO. h t

FT INCH K

1 6.021 0.240 7.88 2 7.5 0.238 9.73 3 7.438 0.248 10.06 4 7.458 0.245 9.96 5 7.438 0.242 9.81 6 2.333 0.251 3.19

RIM ANGLE 0.65

Wshell = 51.29 K = 51.29 K

WT/LF = (Wshell) / (πD) = 51.29 / [(3.142) (42.5)] = 0.384 K/LF

WEIGHT OF RIM ANGLE rA = 4.9 LB/LF

Wrim angle = [(rA/1000) (π) (D)] = 4.9/1000 x 3.142 x 42.5 = 0.65 K

FLOOR

FLOOR THICKNESS tF = 0.298 INCH

WT = [490 PCF (tF/12) (π) ((D2/4)]/1000 = 490 x ( 0.298 / 12 ) x 3.142 x ((42.5)^2 ) / 4 )] /1000 = 17.26 K

SUBTOTAL = 68.55 K

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Dead Load - Page 10

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

DEAD LOAD

PREVIOUS PAGE SUBTOTAL = 68.55 K

ROOF

ROOF PLATE tR = 0.1 INCH

WT = [490 PCF (tR/12) (π) ((D2/4)]/1000 = [490 x ( 0.1 / 12 ) x 3.142 x ((42.5) ^2 ) / 4 )] /1000 = 5.79 K

ROOF FRAMING WEIGHT rF = 5 PSF

WT = (rF/1000) (π) [((D2)/4] = 5 / 1000 x 3.142 x[ ( ( 42.5 ) ^2 ) /4 ] = 7.09 K

12.89 K = 12.89 K

INTERIOR COLUMNS

COLUMN SIZE NUMBER HEIGHT COLUMN TOTAL

OF WEIGHT WEIGHT

COLS

FT LB/LF K

CENTER NONE 0 0 0.00 0.00

INNER COLUMNS NONE 0 0 0.00 0.00

OUTER COLUMNS NONE 0 0 0.00 0.00

0.00 = 0.00 K

APPURTENANCES AND MISCELLANEOUS WEIGHT

STAIRS, PIPING, MISC. WT = 2% OF FOLLOWING LOADS:

SHELL WT = 51.29 K

ROOF WT = 12.89 K

TOTAL = 64.18 K

MISC WT = (2%) (64.18) = 1.28 K

TOTAL WEIGHT OF TANK = 82.72 K

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Dead Load - Page 11

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

DEAD LOAD

WEIGHT OF ROOF SUPPORTED BY SHELL

10.63 FT R1 = 10.63 FT

21.25 FT R2 = 0.00 FT

R = 21.25 FT

TOTAL WEIGHT OF ROOF

ROOF PLATE WTOTAL ROOF PL = 5.79 K

FRAMING WTOTAL FRAMING = 7.09 K

12.89 K = 12.89 K

ROOF DEAD LOAD SUPPORTED BY INTERIOR COLUMNS

Tank roof is not supported by interior columns, roof is supported by shell.

Therefore, entire roof dead load is supported by the shell.

0.00 K

ROOF DEAD LOAD SUPPORTED BY SHELL

K

WROOF PL ON SHELL= 5.79

WFRAMING ON SHELL= 7.09

12.89 K

WT/LF = (WROOF ON SHELL) / (πD) =12.89 / [( 3.142 ) ( 42.5)] = 0.097 K/LF

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Dead Load - Page 12

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

ROOF LIVE LOAD

ROOF LIVE LOAD PLL = 20 PSF

10.63 FT R1 = 10.63 FT

21.25 FT R2 = 0.00

R = 21.25 FT

TOTAL ROOF LIVE LOAD

TOTAL ROOF LIVE LOAD = (PLL / 1000) (π) (D2/4) = (20 / 1000) x 3.142 x ( (42.5 ^2) / 4) = 28.37 K

ROOF LIVE LOAD SUPPORTED BY INTERIOR COLUMNS

Tank roof is not supported by interior coulumns, roof is supported by shell.

Therefore, entire roof live load is supported by the shell.

ROOF LIVE LOAD SUPPORTED BY SHELL

WLL ON SHELL = = 28.37 K

WLL = WLL ON SHELL / (π) (D) = 28.37 / (3.14 ) ( 42.5 ) = 0.213 K/FT

TANK CL

CL OUTER COL

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Roof Live Load - Page 13

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

SNOW LOAD

CODE: ASCE 7-10

FLAT ROOF SNOW Pf = (0.7) Ce Ct Is Pg PSF EQ. 7.3-1 PfMIN = (I) Pg for Pg <= 20 PSF PfMIN = (20) (I) for Pg > 20 PSF

GROUND SNOW Pg = 25 PSF UFC 3-301-01 EXPOSURE FACTOR Ce = 1 ASCE 7-10 TABLE 7-2 THERMAL FACTOR Ct = 1.2 ASCE 7-10 TABLE 7-3 IMPORTANCE FACTOR Is = 1 ASCE 7-10 TABLE 1.5-2

Pf = (0.7)1) (1.2) (1) (25) = 21.00 PSF

Pg > 20, THEREFORE Pfmin = (20) (Is) = 20.00 PSF

Pf > Pfmin

ASCE Pf GOVERNS OVER ASCE PFmin

Pf = 21.00 PSF

ROOF SNOW LOAD PER LOCAL BUILDING CODE

PfLocal Code = 0 PSF

PfLocal Code < ASCE Pf

ASCE Pf GOVERNS OVER PfLocal Code

ROOF SNOW LOAD = 21.00 PSF

10.63 FT R1 = 10.63 FT

21.25 FT R2 = 0.00 FT

R = 21.25 FT

TOTAL SNOW WEIGHT

TOTAL SNOW WEIGHT = (Pf / 1000) (π) (D2/4) = (21 / 1000) x 3.142 x ( (42.5 ^2) / 4) = 29.79 K

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Snow - Page 14

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

SNOW LOAD

ROOF SNOW LOAD SUPPORTED BY INTERIOR COLUMNS

Tank roof is not supported by interior coulumns, roof is supported by shell.

Therefore, entire snow weight is supported by the shell.

ROOF SNOW LOAD SUPPORTED BY SHELL

WSNOW ON SHELL = = 29.79 K

WSN = WSNOW ON SHELL / (π) (D) = 29.79 / (3.14 ) ( 42.5 ) = 0.22 K/FT

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Snow - Page 15

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

WIND LOAD EVALUATION: UN-ANCHORED TANK

CODE: API 650 AND ASCE 7-10

RISK CATEGORY = III

EXPOSURE CATEGORY = C

BASIC WIND SPEED V = 120 MPH From UFC 3-01-01 BASIC WIND SPEED x 0 .78 V = 93.6 MPH Modified per API 650 12th Ed sect 5.2.1.k.1

USE API 650 EXPOSURE C WIND PRESSURES

MODIFIED FOR WIND SPEED (YES/NO) = No

TANK PARAMETERS

TANK DIAMETER D = 42.50 FT

ROOF SLOPE = 5.00 DEG = 0.0873 RAD

MEAN ROOF HT = (1/2)(D/2)(TAN THETA = 0.93 FT

SHELL HEIGHT Hs = 38.19 FT

MEAN ROOF HEIGHT ABOVE GROUND = 39.12 FT

TO DETERMINE λ, USE MEAN ROOF HEIGHT = 40 FT

INTERNAL PRESSURE = 0.00 PSF

TANK ANCHORED = NO

FILL HEIGHT Hf = 35.92 FT THICKNESS OF FLOOR BELOW SHELL ta = 0.0000 INCHES YIELD STRENGTH OF FLOOR BELOW SHELL Fby = 30000.00 PSI

API 650 WIND PRESSURE (BASED ON EXPOSURE C, BASIC WIND SPEED = 120 MPH)

DESIGN WIND PRESSURE ON VERTICAL PROJECTED AREA OF CYLINDRICAL SURFACES, API 650 5.2.1(k)(1)

PSHELL = (18) (V/120)^2 = 10.95 PSF

DESIGN WIND PRESSURE ON HORIZONTAL PROJECTED AREA OF CONICAL OR DOUBLY CURVED SURFACES, API 650 5.2.1(k)(1)

PROOF = (30)(V/120)^2 = 18.25 PSF

WIND PRESSURE ADJUSTMENT FACTOR FOR HEIGHT AND EXPOSURE - ASCE 7-10 FIG 28.6-1

ADJUSTMENT FACTOR FOR HEIGHT AND EXPOSURE, λ

MEAN ROOF

HEIGHT B C D

15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 λ = 1.49 MEAN ROOF HEIGHT = 39.12 FT, EXPOSURE C λ AT SITE = 1.49 MEAN ROOF HEIGHT = 39.12 FT, EXPOSURE C

EXPOSURE

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Wind Unanchored Tank - PAGE 16

FILE: App A Tank 10 Calcs 1 Tank Evaluation 8.02 REV 06-14-19

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

WIND LOAD EVALUATION: UN-ANCHORED TANK

ADJUSTED WIND PRESSURES FOR HEIGHT AND EXPOSURE

ADJUSTED PSHELL = (λ AT SITE / λ) (PSHELL)

= (1.49 / (1.49) (10.95) 10.95 PSF

ADJUSTED PROOF = (λ AT SITE / λ) (PROOF)

= (1.49 / (1.49) (18.25) 18.25 PSF

WIND OVERTURNING MOMENT

PROJECTED AREA OF SHELL

ASHELL = (D)(Hs) = (42.5) (38.188 = 1,622.99 SF

PROJECTED AREA OF ROOF

AROOF = π (D)^2/4 = π (42.5)^2 /4 = 1,418.63 SF

WIND FORCE ON SHELL

FwSHELL = (ADJUSTED PSHELL) (ASHELL) = (10.95) (1622.99) / 1000 = 17.77 K

WIND UPLIFT FORCE ON ROOF

FwROOF = (ADJUSTED PROOF) (AROOF) = (18.25) (1418.63) / 1000 = 25.89 K

OVERTURNING MOMENT FROM EXTERNAL WIND PRESSURE ON SHELL AND ROOF

Mw = (FwSHELL)(Hs/2) + (FwROOF)(D/2)

= (17.77) (38.188/2) + (25.89) (42.5/2) = 889.59 K-FT

OVERTURNING MOMENT FROM EXTERNAL WIND PRESSURE ON SHELL

Mws = (FwSHELL)(Hs/2)

= (17.77) (38.19/2) = 339.37 K-FT

INTERNAL PRESSURE OVERTURNING MOMENT

INTERNAL PRESSURE FORCE UPLIFT ON ROOF

FpiROOF = (INTERNAL PRESSURE) (AROOF) = (0) (1418.63) / 1000 = 0.00 K

OVERTURNING MOMENT FROM INTERNAL PRESSURE

Mpi = (FpiROOF)(D/2)

= (0) (42.5/2) = 0.00 K-FT

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Wind Unanchored Tank - PAGE 17

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

WIND LOAD EVALUATION: UN-ANCHORED TANK

RESISTANCE TO OVERTURNING (API 650 5.11.2)

RESISTANCE TO OVERTURNING CRITERIA

CASE 1: 0.6Mw + Mpi < MDL/1.5 + MDLR

CASE 2: Mw + FP(Mpi) < (MDL +MF)/2 + MDLR

CASE 3: Mws + FP(Mpi) < MDL/1.5 + MDLR

UNANCHORED TANK MUST SATISFY BOTH CRITERIA

DEAD LOAD RESISTING MOMENT

SHELL WEIGHT = 51.29 K

WEIGHT OF ROOF ON SHELL = 5.79 K

WEIGHT OF ROOF FRAMING

SUPPORTED BY SHELL = 7.09 K

WEIGHT OF ROOF PLATE + FRAMING

SUPPORTED BY SHELL = 12.89 K

RESISTING MOMENT FROM DEAD LOAD

MDL = (SHELL WEIGHT)(D/2)

= (51.29) (42.5/2) = 1,089.89 K-FT

MDLR = (ROOF + FRAMING WEIGHT)(D/2)

= (12.89) (42.5/2) = 273.82 K-FT

INTERNAL FLUID RESISTING MOMENT

WEIGHT OF LIQUID RESISTING OVERTURNING

PER API 650 5.11.2 UNANCHORED TANKS, THE WEIGHT OF LIQUID RESISTING OVERTURNING IS BASED ON

ONE HALF THE DESIGN LIQUID HEIGHT AND A SPECIFIC GRAVITY OF 0.70 .

FILL HEIGHT Hf = 35.92 FT wL = 4.67 ta [(Fby)(Hf)]^0.5 LB PER LF OF CIRCUMFERENCE ta = THICKNESS OF BOTTOM PLATE UNDER SHELL LESS CORROSION ALLOWANCE ta = tb - CAfloor

TANK DOES NOT HAVE AN ANNULAR PLATE, USE FLOOR THICKNESS BELOW SHELL tb to DETERMINE ta tb = 0.0000 INCHES FLOOR THICKNESS BELOW SHELL ta = 0 - 0 = 0.2980 INCHES

Hs

DEAD LOAD

LIQUID HOLD DOWN

WEIGHT WL

D/2

WIND

INTERNAL PRESSURE

Hs/2

WIND LOAD ON

MOMENT ABOUT

SHELL TO

BOTTOM JOINT

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Wind Unanchored Tank - PAGE 18

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

WIND LOAD EVALUATION: UN-ANCHORED TANK

INTERNAL FLUID RESISTING MOMENT

WEIGHT OF LIQUID RESISTING OVERTURNING

TANK DOES NOT HAVE AN ANNULAR PLATE, USE THICKNESS OF FLOOR BELOW SHELL TO DETERMINE

WEIGHT OF LIQUID RESISTING OVERTURNING

SPACE RESERVED FOR TANK WITH ANNULAR PLATE

SPACE RESERVED FOR TANK WITH ANNULAR PLATE

ta = 0.2980 INCHES wL = 4.67 (0.298) SQRT[(30000) (35.917)] 1,444.59 lb/lf

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Wind Unanchored Tank - PAGE 19

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

WIND LOAD EVALUATION: UN-ANCHORED TANK

INTERNAL FLUID RESISTING MOMENT

WEIGHT OF LIQUID RESISTING OVERTURNING

WEIGHT OF LIQUID (HOLD DOWN WEIGHT)

WL = LESSER OF 0.45(Hf)D OR (wL)(πD)

0.45(Hf)D = 0.45 (35.917) (42.5) = 686.91 K (wL)(πD) = (1444.59) (π) (42.5) / 1000 = 192.88 K GOVERNS

WL = 192.88 K

RESISTING MOMENT FROM INTERNAL LIQUID

MF = (WL)(D/2)

= (192.88) (42.5 /2) = 4,098.70 K-FT

RESISTANCE TO OVERTURNING (API 650 5.11.2)

CASE 1: 0.6Mw + Mpi < MDL/1.5 + MDLR

0.6Mw + Mpi = 0.6 (889.59) +0 = 533.76 K-FT

MDL/1.5 + MDLR= (1089.89)/1.5 + 273.82 = 1,000.42 K-FT

533.76 < 1,000.42 PASS CRITERIA

CASE 2: Mw + FP(Mpi) < (MDL +MF)/2 + MDLR

Mw + FP(Mpi) = (889.59) + (0.4) (0) = 889.59 K-FT

(MDL +MF)/2 + MDLR = (1089.89 + 4098.7)/2 + (273.82) = 2,868.12 K-FT

889.59 < 2,868.12 PASS CRITERIA

CASE 3: Mws + FP(Mpi) < MDL/1.5 + MDLR

Mws + FP(Mpi) = (339.37) + (0.4) (0) = 339.37 K-FT

MDL/1.5 + MDLR= (1089.89)/1.5 + 273.82 = 1,000.42 K-FT

339.37 < 1,000.42 PASS CRITERIA

MINIMUM LIQUID HEIGHT TO RESIST OVERTURNING (APPLIES TO CASE 2 ONLY)

Mw + FP(Mpi) = (MDL +MF)/2 + MDLR MF = 2[Mw + Fp(Mpi) - MDLR] - MDL = (WL)(D/2) WL = {2[Mw + Fp(Mpi) - MDLR] - MDL} / (D/2) = 6.67 K WL = (wa)(πD) wa = [WL / (πD)] (1000 LB/K) = 49.92 LB/LF wa = 4.67 ta [(Fby)(Hf)]^0.5 Hf = (wa / 4.67 tb)^2 / (Fby) = #DIV/0! FT

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Wind Unanchored Tank - PAGE 20

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

WIND LOAD EVALUATION: UN-ANCHORED TANK

RESISTANCE TO SLIDING

WIND BASE SHEAR

V = 17.77 K (WIND FORCE ON SHELL)

SLIDING RESISTANCE

Vs = μ(Ws + Wr + Wf + Wp)

COEFFICIENT OF FRICTION μ = 0.40 SHELL WEIGHT Ws = 51.29 K ROOF WEIGHT Wr = 12.89 K FLOOR WEIGHT Wf = 17.26 K FILL HEIGHT Hf = 35.92 FT CONTENTS WEIGHT Wp = (πD^2/4)(62.4)(G)(Hf)

Wp = [(π) (42.5)^2 / 4] (62.4)(0.84) (35.92)/10 = 2,670.74 K

FOR EMPTY TANK

Hf = 0 FT

Wp = [(π) (42.5)^2 / 4] (62.4)(0.84) (0)/1000 = 0.00 K

Vs = (0.4) (51.29 + 12.89 + 17.26 + 0) = 32.58 K

Vs = 32.58 K > V = 17.77 K

FOR EMPTY TANK SLIDING RESISTANCE CRITERIA SATISFIED

MINIMUM PRODUCT HEIGHT REQUIRED TO SATISFY SLIDING RESISTANCE

V = Vs

V = μ(Ws + Wr + Wf + Wp)

Wp = (V / μ) - (Ws + Wr + Wf) = (πD^2/4)(62.4)(G)(Hf)

Hf min = [(V / μ) - (Ws + Wr + Wf)] / [(πD^2/4)(62.4)(G)]

Hf min = [(17.77 / 0.4) - (51.29 + 12.89 + 17.26)] {1000 / [(π) (42.5^2) / 4) (62.4) (0.84)] }

Hf min = < 0 FT

SUMMARY

1. TANK MEETS RESISTANCE TO OVERTURNING CRITERIA

2. TANK MEETS SLIDING RESISTANCE CRITERIA

COMMENT: Tank is adequate to resist all wind loads.

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Wind Unanchored Tank - PAGE 21

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

SHELL STIFFENER REQUIREMENTS

EVALUATION CRITERIA

API 650 CRITERIA, Sec. 5.9.6

TRANSFORMED SHELL HEIGHT

TRANSFORMED SHELL HEIGHT Htr = SUM(Wtr) FT TRANSFORMED SHELL COURSE HEIGHT Wtr = SQRT [ ( tTOP / t )5 ] x W

COURSE HEIGHT = W FT

THICKNESS OF TOP COURSE = tTOP INCH

COURSE t W Wtr

NO INCH FT FT

1 0.240 6.021 6.735 2 0.238 7.5 8.566 3 0.248 7.438 7.665 4 0.245 7.458 7.923 5 0.242 7.438 8.149 6 0.251 2.333 2.333

Htr = 41.37 FT

3-SECOND GUST DESIGN WIND VELOCITY

V = 120 MPH From ASCE 7-10 or UFC 3-01-01 V = 93.6 MPH Modified per API 650 12th Ed sect 5.2.1.k.1

MAXIMUM HEIGHT OF UNSTIFFENED SHELL

H1 = 600,000 ( tTOP ) SQRT [ ( tTOP / D )^3 ] (120 / V)^2

H1 = 600,000 x ( 0.251 x SQRT[ ( 0.251 / 42.5)^3 )] (120 /93.6)^2 = 112.35 FT

SHELL STIFFENER REQUIREMENTS

H1 = 112.35 FT > Htr = 41.37 FT

INTERMEDIATE SHELL STIFFENERS NOT REQUIRED

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Shell Stiffeners - Page 22

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

SHELL STIFFENER REQUIREMENTS

MAXIMUM WIND VELOCITY WITHOUT SHELL STIFFENERS

H1 > Htr

SET H1 = Htr

600,000 (tTOP) SQR [( tTOP / D)^3] (120/V)^2 = Htr

SOLVING FOR V:

Vmax = 120 / { SQRT [ Htr / (600,000 ( tTOP) SQRT ( tTOP / D)^3)

Vmax = 120 / { SQRT [ 41.371 / (600,000 ( 0.251) SQRT ( 0.251 / 42.5 )^3} = 154.24 MPH

ENTERPRISE ENGINEERING, INC. Printed: 8/8/2019 Shell Stiffeners - Page 23

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

SEISMIC EVALUATION: UN-ANCHORED TANK

TANK PARAMETERS

DIAMETER D = 42.50 FT

SHELL HEIGHT Hs = 38.19 FT WEIGHT OF SHELL Ws = 51.29 K PRODUCT STORAGE = Jet A

FILL HEIGHT H = 35.92 FT

PRODUCT SPECIFIC GRAVITY G = 0.840

TYPE OF FOUNDATION = Ringwall

TANK ANCHORED = NO

TANK HAS ANNULAR PLATE = NO

E.3 PERFORMANCE BASIS

SEISMIC USE GROUP SUG = III

IMPORTANCE FACTOR I = 1.5 API 650 ANNEX E TABLE E.5

E.4 SITE GROUND MOTION

E.4.2 MAPPED ASCE METHOD

Ss = 0.1200 %g S1 = 0.0500 %g

TL = 8.00 SEC

So = 0.4Ss = 0.0480 %g

E.4.6 SITE CLASS

SITE CLASS = D

E.4.5 SITE MODIFICATION COEFFICIENTS

Fa = 1.60 Fv = 2.40

ASCE 7 ADJUSTED MCE SPECTRAL RESPONSE ACCELERATION PARAMETERS

Sms = (Fa) (Ss) = 0.1920 Sm1 = (Fv) (S1) = 0.1200

SCALING FACTOR FROM MCE TO DESIGN LEVEL SPECTRAL ACCELERATIONS

Q = 2/3

ASCE 7 DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS

SDS = Q (Sms) = 0.1280 SD1 = Q (Sm1) = 0.0800

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Seismic Unanchored Tank - PAGE 24

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

SEISMIC EVALUATION: UN-ANCHORED TANK

E.4 SITE GROUND MOTION

E.4.5 STRUCTURAL PERIOD OF VIBRATION

IMPULSIVE NATURAL PERIOD

Ti = (1 / 27.8) [Ci (Hf) / SQRT (tu / D)] [ SQRT (р) / SQRT (E)] E.4.5.1-1a

Ci = 6.0735318 FIGURE E.1 Hf = 35.92 FT Ws = 51.29 K tu = EQUIVALENT UNIFORM THICKNESS OF TANK SHELL, INCHES tu = 12 Ws / [(Hs) (Π) (D) (0.490 K/FT3)] tu = (12) (51.29) / [(38.188) (Π) (42.5) (0.4 = 0.246 INCHES p = 52.416 LB/FT3 DESITIY OF FLUID IN TANK (Jet A)

E = 29000000 PSI ELASTIC MODULUS OF TANK MATERIAL

Ti = (1 / 27.8) [(6.07353176470588) (35.917) / SQRT (0.246 / 42.5)] [SQRT (52.416 / 29000000)] Ti = 0.139 SEC

CONVECTIVE (SLOSHING) PERIOD, Tc

Ks = 0.578 / [tanh(3.68Hf/D)]^0.5 E.4.5.2-2c = 0.578 / [tanh(3.68(35.917)/42.5)]^0.5 = 0.5792

Tc = Ks(D)^0.5 E.4.5.2-2b

= 0.58(42.5)^5 = 3.776 SEC

E.5.1.1 RESPONSE MODIFICATION FACTORS

TABLE E.4 RESPONSE MODIFICATION FACTORS FOR ASD METHODS

ANCHORAGE SYSTEM Rwi (IMPULSIVE) Rwc (CONVECTIVE)

1 SELF-ANCHORED 3.5 2

2 MECHANICALLY ANCHORED 4 2

ANCHORAGE SYSTEM = SELF-ANCHORED

Rwi = 3.5 Rwc = 2

E.4.6.1 SPECTRAL ACCELERATION COEFFICIENTS

IMPULSIVE SPECTRAL ACCELERATION PARAMETER, Ai

Ai = SDS (I/Rwi) E4.6.1-1 Ai MIN > 0.007 E4.6.1-2 FOR S1 > 0.6: Ai > 0.5S1(I/Rwi) E4.6.1-3

S1 = 0.0500 < 0.6 CRITERIA BASED ON S1 DOES NOT GOVERN

SDS (I/Rwi) = 0.128 (1.5 / 3.5) = 0.055 GOVERNS

Ai MIN > 0.007 Ai = 0.055

Ai = 0.055

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Seismic Unanchored Tank - PAGE 25

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

SEISMIC EVALUATION: UN-ANCHORED TANK

E.4 SITE GROUND MOTION

E.4.6.1 SPECTRAL ACCELERATION COEFFICIENTS

CONVECTIVE SPECTRAL ACCELERATION PARAMETER, AC

FOR Tc < TL

Ac = KSD1(1/Tc)(I(/Rwc) < Ai E.4.6.1-4

K = 1.5 K = COEFFICIENT TO ADJUST FROM 5% TO 0.5% DAMPING,

K = 1.5 UNLESS SPECIFIED OTHERWISE

FOR Tc > TL

Ac = KSD1(TL/Tc2)(I/Rwc) < Ai E4.6.1-5

Tc = 3.78 SEC

TL = 8.00 SEC

Tc < TL E4.6.1-4 GOVERNS

Ac = 1.5(0.08) (1/3.78) (1.5/2) = 0.024 < Ai

Ac = 0.024

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Seismic Unanchored Tank - PAGE 26

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

SEISMIC EVALUATION: UN-ANCHORED TANK

E.6 DESIGN

DESIGN / EVALUATION PARAMETERS

WEIGHT OF TANK FLOOR Wf = 17.26 K WEIGHT OF SHELL Ws = 51.29 K

WT OF ROOF AND FRAMING = 12.89 K

WT OF FLOATING PAN/ROOF Wpan = 10.87 K

ROOF SNOW LOAD = 29.79 K

TOTAL WEIGHT OF ROOF INCLUDING

FRAMING AND 10% OF BALANCED

ROOF DESIGN SNOW LOAD Wr = 15.86 K API 650 E2.2

PRODUCT STORAGE = Jet A FILL HEIGHT Hf = 35.917 FT

PRODUCT SPECIFIC GRAVITY G = 0.84

WEIGHT OF CONTENTS Wp = π (D^2 / 4) (Hf) Уw (G) / 1000

= π (42.5^2 / 4) (35.917) (62.4) (0.84) / 1000 = 2,670.74 K

E.6.1.1 EFFECTIVE WEIGHT OF PRODUCT

IMPULSIVE WEIGHT Wi

FOR D/H > 1.333

Wi = {tanh [0.866 (D/H)] / 0.866 (D/H)} Wp E.6.1.1-1

FOR D/H < 1.333

Wi = [1.00 - 0.218 (D/H)] Wp E.6.1.1-2

D/H = 1.183 < 1.333 E.6.1.1-2 GOVERNS

Wi = [1.00 - 0.218 (42.5/35.917)] 2670.74 = 1,981.81 K

CONVECTIVE (SLOSHING) WEIGHT Wc

Wc = 0.230 (D/H) tanh(3.67H/D) Wp E.6.1.1-3

Wc = 0.230 (42.5/35.917) tanh[(3.67) 35.917/42.5] 2670.7= 723.92 K

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Seismic Unanchored Tank - PAGE 27

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

SEISMIC EVALUATION: UN-ANCHORED TANK

E.6 DESIGN

E.6.1.2.1 CENTER OF ACTION FOR RINGWALL OVERTURNING MOMENT

THE RINGWALL MOMENT, Mrw, IS THE PORTION OF THE TOTAL OVERTURNING MOMENT THAT ACTS AT THE BASE OF THE TANK SHELL PERIMETER. THIS MOMENT IS USED TO DETERMINE LOADS ON A RINGWALL FOUNDATION, THE TANK ANCHORAGE FORCES, AND TO CHECK THE LONGITUDINAL SHELL COMPRESSION.

HEIGHT TO THE CENTER OF THE IMPULSIVE FORCE Wi

Xi = HEIGHT FROM BOTTOM OF SHELL TO CENTER OF IMPULSIVE FORCE Wi

FOR D/H > 1.333

Xi = 0.375H E.6.1.2.1-1

FOR D/H < 1.333

Xi = [0.5 -0.094(D/H)] H E6.1.2.1-2

D/H = 1.183 < 1.333 E.6.1.2.1-2 GOVERNS

Xi = [0.5-0.094(42.5/35.917)] = 13.964 FT

HEIGHT TO THE CENTER OF THE CONVECTIVE FORCE WC

Xc = HEIGHT FROM BOTTOM OF SHELL TO CENTER OF CONVECTIVE FORCE Wc

Xc = [1.0 - {(cosh(3.67H/D) -1) / ((3.67H/D) sinh(3.67H/D)) } ] H E.6.1.2.1-3

Xc = [1.0 - {(cosh((3.67) (35.917/42.5)) -1) / ((3.67) (35.917/42.5) sinh((3.67) (35.917/42.5)) } ] (35.917)

Xc = 25.334 FT

ENTERPRISE ENGINEERING, INC. PRINTED: 8/8/2019

Seismic Unanchored Tank - PAGE 28

REV 6/14/2019

PROJECT: In-Service API 653 Inspection PREPARED BY: SCK LOCATION: JB Andrews, MD DATE: 5/1/2019

EEI PROJECT NO: 9364

CHECKED BY: JEH

TANK NO: 10 DATE: 08/08/19

SEISMIC EVALUATION: UN-ANCHORED TANK

E.6 DESIGN

E.6.1.2.2 CENTER OF ACTION FOR SLAB OVERTURNING MOMENT

THE SLAB MOMENT, Ms, IS THE TOTAL OVERTURNING MOMENT ACTING ACROSS THE ENTIRE TANK BASE CROSS SECTION. THIS OVERTURNING MOMENT IS USED TO DESIGN SLAB AND PILE CAP FOUNDATIONS.

HEIGHT TO THE CENTER OF THE IMPULSIVE FORCE Wi

Xis = HEIGHT FROM BOTTOM OF SHELL TO CENTER OF…