Attachment J - DVM FY19 FAC 12465 Tank 1 Final.pdf

US Army Corps of Engineers Omaha District

API 653 In-Service Inspection Report

Davis-Monthan AFB, Arizona Facility No. 12465

Tank No. 1

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

(USACE POL-MCX)

April 2019

API 653 In-Service Inspection Report Davis-Monthan AFB, AZ

TABLE OF CONTENTS

ACRONYMS AND ABBREVIATIONS

GENERAL SUMMARY

FINDINGS SUMMARY

INSPECTION DATE

STATE REGULATIONS

PREVIOUS INSPECTION DATES

RECOMMENDED FUTURE INSPECTION DATES (CALCULATIONS ENCLOSED IN APPENDIX B)

GENERAL TANK INFORMATION

A. GENERAL PROJECT INFORMATION

1. API 653 Inspection

2. Site Information

B. TANK INSPECTION COMMENTS

1. Tank Construction

2. Tank Foundation

3. Tank Shell

4. Tank Appurtenances

5. Tank Coating

6. Tank Piping System

7. Fire Protection System

8. Secondary Containment

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

D. INSPECTION INTERVALS

1. Routine In-Service Inspection

2. External (In-Service) Inspection

3. Ultrasonic Thickness Inspection

4. Internal (Out-of-Service) Inspection

APPENDIX A: ENGINEERING CALCULATIONS AND DRAWINGS

1. FLOOR PROJECTION

2. TILT CALCULATIONS

3. SHELL ELEVATION DRAWING

4. EXTERIOR SHELL UT AND COATING

5. EXTERIOR 1ST SHELL COURSE UT

6. SHELL MANHOLE AND NOZZLE UT

7. SHELL CORROSION CALCULATIONS

8. ROOF DRAWING

9. ROOF EXTERIOR UT AND COATING

10. ROOF CORROSION CALCULATIONS

11. TANK EVALUATION SPREADSHEET

12. OSHA ACCESS STRUCTURE REPORT

APPENDIX B: API 653 CHECKLISTS FOR TANK INSPECTIONS

APPENDIX C: PHOTOGRAPHS

ACRONYMS AND ABBREVIATIONS

AFB Air Force Base

API American Petroleum Institute

AST Aboveground Storage Tank

ATG Automatic Tank Gauge

BBL Barrel

CFR Code of Federal Regulations

CP Cathodic Protection

DBB Double Block and Bleed

DFT Dry Film Thickness

DoD Department of Defense

EEI Enterprise Engineering, Inc.

FML Flexible Membrane Liner

HLA High-Level Alarm

HLCS High-Level Control Shutoff

IS In-Service

LF Linear Feet

LLA Low Level Alarm

LLLA Low-Low Level Alarm

MFL Magnetic Flux Leakage

MT Magnetic Particle Testing

NDE Non-Destructive Examination

NFPA National Fire Protection Association

OOS Out-of-Service

PSI Pounds per Square Inch

PT Penetrant Testing

P/V Pressure/Vacuum

SF Square Feet

SOW Statement of Work

UFC Unified Facilities Criteria

UFGS Unified Facilities Guide Specifications

UT Ultrasonic Thickness

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 W9128F18F0335 to perform an in-service (IS) API 653 inspection of Tank 1 (Facility 12465) at Davis-Monthan Air Force Base, Arizona.

The IS API 653 inspection was performed on 28 January 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 1 is a field erected, vertical, aboveground storage tank. The tank was constructed in 2013. The nominal tank diameter is 43 feet 6 inches and the shell height is 48 feet. The tank is of welded construction with butt-welded shell plates and lap-welded roof plates. The nominal shell capacity is 11,000 Bbls. The tank is equipped with an internal aluminum honeycomb floating pan. The tank is currently in Jet A service.

FINDINGS SUMMARY

No mandatory repairs were identified that require removing the tank from service. Tank 1 is suitable to remain in service. Noted deficiencies are discussed in Section C and should be addressed in a timely manner. Photographs of the deficiencies are also included in Section C. Additional photographs are included in Appendix C.

The next API 653 In-Service (external) Inspection should be performed by January 2024 (5 years). It is recommended that the In-Service Inspection be scheduled concurrent with the initial API 653 Out-of-Service Inspection.

The initial API 653 Out-of-Service (internal) Inspection should be performed by January 2023 (10 years from 2013 year of construction).

INSPECTION DATE

API In-Service (External) Inspection Date: 28 January 2019

Equipment Used:

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

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

Manufacturer: Pro Shot Rotary Laser Level Model Number: L3 Calibration Method: Manual-leveling

Inspectors:

David A. Stchyrba, P.E.

Russel W. Pack, Senior Mechanical Integrity Specialist

George M. Markland, Mechanical Integrity Technician

STATE REGULATIONS

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

The Arizona Department of Environmental Quality (ADEQ) does not regulate aboveground storage tanks.

PREVIOUS INSPECTION DATES

API Out-of-Service (Internal) Inspection Date: N/A – this is the initial In-Service Inspection API In-Service (External) Inspection Date: N/A – the tank was constructed in 2013

RECOMMENDED FUTURE INSPECTION DATES (CALCULATIONS ENCLOSED IN APPENDIX B)

API Out-of-Service (Internal) Inspection Date: January 2023 (10 years from 2013 construction) API In-Service (External) Inspection Date: 28 January 2024 (5 years this 2019 inspection)

It is recommended that the In-Service Inspection be scheduled concurrent with the initial API 653 Out-of-Service Inspection.

David A. Stchyrba, P.E.

Project Manager – Structural Enterprise Engineering Inc.

API 653 Certified Inspector No. 27187

GENERAL TANK INFORMATION

ITEM DESCRIPTION

Owner U.S. Air Force Location Davis-Monthan Air Force Base Facility Number 12465 Tank Number 1 State / Country Arizona / United States City Tucson

GPS Latitude & Longitude 32 Deg 10’ 02.61” N, 110 Deg 52’ 25.33” W (Source – Google Earth)

Inspection Date 28 January 2019 Tank Manufacturer Southwest Tank and Steel Inc.

Design Standard API Standard 650 Date of Construction 2013 Tank Contents Jet A Tank Serial Number SIC12-016 (nameplate) Tank Diameter 43’-6” Shell Height 48’-0” Product Height 42’-0” (nameplate), Safe Fill 37’ 7-3/8” (per facility) Tank Capacity 462,000 gallons (nominal), 11,000 BBLS (nominal) Foundation Concrete ringwall

Construction Bottom Cone-down to center sump (assumed) / lap welded Shell Butt-welded / 6 courses Fixed Roof Cone-up self-supported / lap welded

Material Bottom A36 Steel Shell A36 Steel Fixed Roof A36 Steel

Cathodic Protection Impressed Current

Interior Coating System Floor: Thin-film epoxy (assumed) 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 and one overflow port in the 6th shell course

Piping Receipt 8-inch Carbon steel Issue 16-inch Carbon steel Low Suction 4-inch Carbon Steel Water Draw-Off 2-inch Carbon steel

Level Alarms ENRAF ATG alarms High-High, High, Low, and Low-Low independent level alarms

Type of Internal Floating Roof Aluminum honeycomb

A. GENERAL PROJECT INFORMATION

1. API 653 Inspection EEI performed an API 653 In-Service (IS) inspection on 28 January 2019 on Tank 1 (Facility 12465).

Results of this inspection identified required repairs and upgrades to comply with API 650, API 653, UFC 3-460-01, UFC 3-460-03, AW 78-24-27, and industry standards.

2. Site Information Davis-Monthan AFB is located in the city of Tucson, Arizona. The base is home to the 355th Wing, responsible for training and deploying A-10C Thunderbolt II pilots.

B. TANK INSPECTION COMMENTS

1. Tank Construction Tank 1 (Facility 12465) is a field erected, vertical, aboveground storage tank. The tank was constructed in 2013. The nominal tank diameter is 43 feet 6 inches and the shell height is 48 feet. The tank is of welded construction with butt-welded shell plates and lap-welded roof plates. The nominal shell capacity is 11,000 Bbls. The design liquid level is 42 feet. The tank is equipped with an internal aluminum honeycomb floating pan. The tank is currently in Jet A service.

2. Tank Foundation The tank is on a reinforced concrete ringwall. The foundation was visually evaluated for spalling and cracking. No significant degradation of the concrete was observed. The seal between the ringwall and the tank floor projection was inspected and found to have failures. A shell settlement survey was performed in accordance with API 653 Appendix B. Only minor settlement was observed.

3. Tank Shell The tank shell consists of six butt-welded courses and includes an external rim angle and tank anchors.

The shell was visually inspected for plumbness, roundness, peaking, and banding with nothing of significance observed. The exterior coating was found to be in overall good condition with minor locations of failure. The tank shell was evaluated for sliding and overturning at the current design wind speed for Davis-Monthan AFB. It was found that horizontal shell stiffeners are not required and that the anchors are suitable to prevent sliding and/or overturning of an empty tank. Calculations indicate that the tank shell corrosion rate is negligible and that the plates are within original mill tolerances.

4. Tank Appurtenances

a) Stilling Wells

The roof vent/inspection hatches were opened for limited examination of the stilling wells. The tank is equipped with a 6-inch aluminum stilling well near the center of the tank for the ENRAF ATG temperature probe. The displacer for the ENRAF ATG is located in an 8-inch aluminum stilling well near the shell. Manual gauging and sampling are performed at an 8-inch aluminum stilling well near the shell.

b) Level Alarms The tank is equipped with an ENRAF ATG system and an independent level alarm system. The high-level alarm setting is 42’-0” and the high-high level alarm setting is 43’-4”. The low-level alarm setting is 4’-2.5” and the low-low alarm setting is 2’-10.5”. The high-level control valve is set to actuate at 42’-8” and the overflow port is at 44’-3”.

c) Stairs and Platforms The tank roof is accessible by a circumferential steel stair. There is no roof-to-roof access to any neighboring tanks. The roof of the tank is equipped with a full perimeter handrail. The exterior coating system on the stairs and handrail is in good condition.

d) Grounding There are four ground cables connected to the tank shell. Grounding of the aluminum honeycomb floating pan to the tank floor is not known.

e) Cathodic Protection The tank is equipped with an impressed current cathodic protection system. Facility personnel reported that the system is operational.

5. Tank Coating The exterior coating specifications have been stenciled on the 1st shell course. The exterior of the tank was provided with a two-coat epoxy with a polyurethane topcoat when the tank was constructed in 2013. The coating was found to generally be in good condition with some minor failures observed.

Based on limited examination from the roof inspection hatches, 100% of the tank interior has been coated.

6. Tank Piping System Fuel is received through an 8-inch pipe and is issued through a 16-inch pipe. All piping is aboveground and penetrates the secondary containment dike wall. The piping is coated carbon steel and includes stainless steel ball joints. No significant issues were observed with the piping.

7. Fire Protection System The tank is not equipped with an internal fire protection system. Hydrants are located in the general area for firefighting.

8. Secondary Containment The tank is in a secondary containment area. The containment walls are constructed with reinforced concrete. Hairline cracks were observed in the containment walls. The containment floor includes a flexible membrane liner (FML) topped with granular ballast.

C. FINDINGS AND RECOMMENDATIONS

The following subsections outline the tank repairs/upgrades. Repairs and upgrades must 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 conditions requiring mandatory repairs were identified.

2. REQUIRED REPAIRS to Fully Comply with API 653, UFC 3-460-01, or AW 78-24-27 Standards Required 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. Body Cavity Relief OBSERVATION: The body cavity relief (BCR) on the Low Fuel valve and the Water Draw-Off valve relieves to the tank side of the valve instead of the pipe side of the valve.

REFERENCE: UFC 3-460-01 Plate 023 and UFGS 33 52 43.13 Section 2.2.2.3

RECOMMENDATION: Re-pipe the BCR to relieve to the pipe side of the valve. Quantity: 2 locations.

NOTE: This repair will have to be deferred until the next time the tank is removed from service.

b. Low Fuel Reinforcing Plate OBSERVATION: The reinforcing plate for the Low Fuel nozzle has not been provided with a telltale hole as required by API 650.

REFERENCE: API Standard 650 Section 5.7.2.10

RECOMMENDATION: Provide a telltale hole in the reinforcing plate in accordance with API 653 requirements. Pressure test the reinforcing plate welds to a pressure of 15 psig. Pack the telltale hole with white grease to prevent the ingress of water. Do not provide a threaded plug.

NOTE: It is recommended to defer this repair until the tank is removed from service.

3. RECOMMENDED REPAIRS as Part of Regular Maintenance Recommended 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 and Sealant Failure OBSERVATION: Coating failure and corrosion was observed on the floor projection. Failures were observed in the sealant between the floor projection and the concrete ringwall.

REFERENCE: UFC 3-460-03 Section 8-4.1

RECOMMENDATION: Remove the sealant in its entirety. Provide coating repairs to the tank floor projection. Prime surfaces and provide jet fuel-resistant between the concrete ringwall and the floor projection. Quantity 138 LF

b. Shell Valve Coating Failure OBSERVATION: Minor coating failure and corrosion was observed on the shell valves.

REFERENCE: UFC 3-460-03 Section 8-3

RECOMMENDATION: Provide surface preparation and recoat. Quantity: 10 SF

c. Exterior Tank Coating Failure OBSERVATION: Minor coating failure was observed on random locations of the tank shell.

RECOMMENDATION: Provide surface preparation and recoat. Quantity: 5 SF

d. Exterior Tank Roof Coating Failure OBSERVATION: Minor coating failure and corrosion was observed on the flanges and flange bolts of the roof appurtenances.

RECOMMENDATION: Provide surface preparation and recoat. Quantity: 5 SF

e. Shell Valve Plugs OBSERVATION: Several shell valves are missing casting plugs to prevent the ingress of water.

REFERENCE: UFC 3-460-03 Section 6-6.2.5.1

RECOMMENDATION: Provide plugs. Quantity: 5.

f. Exterior Tank Labelling OBSERVATION: The tank has not been provided with an NFPA emergency responder diamond.

REFERENCE: AW 78-24-27 Sheet D.13 Detail 3 and NFPA 704

RECOMMENDATION: Provide an NFPA emergency responder diamond on the tank shell.

g. Exterior Tank Numbering OBSERVATION: The tank number and facility number have not been provided on the tank shell.

The tank number has been provided on a sign affixed to the access stairs outside of the secondary containment.

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

RECOMMENDATION: Provide labeling indicating that the tank is “Tank 1” and “FACILITY 12465”.

h. Pipe Labelling OBSERVATION: The flow direction labels on the piping have degraded.

REFERENCE: UFC 3-460-03 Section 2-4.6.1 and MIL-STD-161

RECOMMENDATION: Provide flow arrows on the piping in accordance with MIL-STD-161 and DoD Standard Design AW 78-24-27.

i. Standpipe Observations OBSERVATION: The tank is equipped with one standpipe as part of the leak detection system.

Water was observed within the standpipe. No sheen or product odor was detected.

REFERENCE: UFC 3-460-03 Appendix F Item 2.

RECOMMENDATION: Drain the water from the standpipe. Monitor the standpipe for fluid accumulation as part of routine maintenance.

j. Reinforcing Plate Telltale Holes OBSERVATION: The telltale hole in the reinforcing plates at MW-1, MW-2, MW-3, Fill and Issue nozzles are open.

REFERENCE: API 650 Section 5.7.2.10

RECOMMENDATION: Fill the telltale holes with white grease to prevent the ingress of water. Do not provide threaded plugs. Quantity: 5 locations.

k. Inspection Hatches OBSERVATION: The tank is equipped with four equally spaced combination roof vent/inspection hatches. One of the hatches is held in place with a ratchet tie strap.

REFERENCE: Best practices

RECOMMENDATION: Repair the latch mechanisms that secure the hatch. Quantity: 2 mechanisms.

l. Containment Wall Cracks OBSERVATION: The tank is located within a containment area that includes reinforced concrete walls. The walls were provided with control joints. Despite the control joints, hairline cracks were observed in the concrete walls.

REFERENCE: UFC 3-460-03 Section 8-10.2.1

RECOMMENDATION: At this time, it is recommended to monitor the cracks for continued growth.

m. Containment Area Drain OBSERVATION: The containment area is equipped with one catch basin for collecting rainwater.

There are eight openings (2 per side) that guide water into it. The pipe openings are partially blocked with gravel ballast. Others are buried.

REFERENCE: UFC 3-460-03 Section 8-10.1

RECOMMENDATION: Re-grade the ballast and remove any blockages from the piping.

n. Boot Seals at Containment Walls OBSERVATION: The tank is equipped with one 8-inch Fill pipe and one 16-inch Issue pipe. The pipes penetrate the reinforced concrete containment walls. The openings in the wall are covered with a rubber boot seal. The rubber boots are cracked/degrading.

REFERENCE: UFC 3-460-03 Section 8-10.6.1

RECOMMENDATION: Replace the rubber boot seals. Quantity: 2 boots.

D. INSPECTION INTERVALS

Intervals between tank inspection (both internal and external) should be determined by the tank service history, corrosion rates, and regulatory requirements. Listed below are the recommended inspection intervals.

1. Routine In-Service Inspection Facility personnel shall perform a visual inspection of the tank exterior surfaces and associated piping.

Gross defects, leaks, shell distortions, signs of settlement, and corrosion should all be monitored along with the foundation condition (including tank floor projection-to-foundation interface), coating, and appurtenances.

Interval: Monthly

2. External (In-Service) Inspection An API certified inspector must perform this inspection every five (5) years or RCA/4N years (where RCA is the difference between the measured shell thickness and the minimum required thickness and N is the shell corrosion rate) whichever is less. This inspection includes inspection requirements of the routine in-service inspection including visual inspection of the tank grounding systems (shunts and cables) for damage.

Interval: Five (5 years); 28 January 2024

3. Ultrasonic Thickness Inspection An external UT inspection of the tank shell and roof must be performed by an API certified inspector every fifteen (15) years or RCA/2N, whichever is less. The inspection may be performed in conjunction with the external in-service inspection.

Interval: Fifteen (15) years; 28 January 2034

4. Internal (Out-of-Service) Inspection An API certified inspector must perform a visual inspection of the tank interior surfaces and associated piping. The inspection must include an evaluation of the tank bottom via NDE methods. The tank was constructed in 2013. It is recommended to perform the initial out-of-service inspection within 10 years of the initial service date.

Interval: Ten (10) years; 28 January 2029

APPENDIX A: ENGINEERING CALCULATIONS AND DRAWINGS

Tank No.: Tank 1 Location: Davis-Monthan AFB, AZ EEI Project No.: 9376 Perform/ed By: DAS/GMM/RWP Date: 1/28/19

Revised June 2017

Reading No. Clockwise Distance from MH-1 UT Reading (Inches)

Coating Thickness at Same Location

(Mils)

Floor Projection Distance (Inches)

1 0 ft 0.306 17.8 1.75 2 12 ft 0.305 21.6 2.00 3 24 ft 0.312 23.3 2.25 4 36 ft 0.306 30.6 2.00 5 48 ft 0.308 16.5 2.00 6 60 ft 0.309 20.8 2.00 7 72 ft 0.306 17.6 1.25 8 84 ft 0.311 24.9 1.50 9 96 ft 0.305 32.4 1.50

10 108 ft 0.305 24.5 2.00 11 120 ft 0.308 28.2 2.00 12 132 ft 0.310 23.1 2.50

Average 0.308 23.4 1.90 Minimum 0.305 16.5 1.25 Maximum 0.312 32.4 2.50

Table 01 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 Table 1 Flr Proj UT&DFT20

API 653 TANK SETTLEMENT EVALUATION

TANK NO. INPUT BY: GMM

LOCATION: DATE: 2/4/2019

EEI Project No.

SURVEY DATE: REL: 1/18/2000

REV: 8/28/2013

AUTHOR: S. DIGREGORIO

INPUT DATA

TANK HEIGHT H = 48.000 FT

TANK DIAMETER D = 43.500 FT MAX. ELEV: 12.110

YIELD STRENGTH Y = 36000.000 PSI MIN. ELEV: 12.070

NO. OF SURVEY POINTS N = 8.000 (Input number of points, up to 30 max) AVE EL 12.090

MODULUS OF ELASTICITY E = 29000000.000 PSI AMPLITUDE 0.020

LOCATION OF SURVEY POINT NO. 1 = 0

ARC LENGTH BETWEEN PTS L = (PI)D/N = 17.08 FT

S(ALLOW) = L2 x Y x 11 = 0.0415 FT

2[EH]

SURVEY ELEV. THETA RIGID BODY OUT OF PLANE OUT OF PLANE S(ALLOW)

POINT TILT ELEV. SETTLEMENT DEFLECTION

NO. Ui Si 0.0415

(DEGREES) (FT) (FT) (FT) (FT)

1 12.070 247.50 12.072 -0.002 -0.0046 0.0415 PASS

2 12.070 292.50 12.072 -0.002 0.0004 0.0415 PASS

3 12.080 337.50 12.082 -0.002 -0.0027 0.0415 PASS

4 12.100 22.50 12.098 0.002 0.0077 0.0415 PASS

5 12.100 67.50 12.109 -0.008 -0.0104 0.0415 PASS

6 12.110 112.50 12.109 0.002 0.0096 0.0415 PASS

7 12.090 157.50 12.098 -0.008 MAX. -0.0123 0.0415 PASS

8 12.090 202.50 12.082 0.008 MAX. 0.0123 0.0415 PASS

1 12.070 247.50 12.072 -0.002 -0.0046 0.0415 PASS

Tank #1

Davis-Monthan AFB

SURVEY DATA

1/28/2019

ENTERPRISE ENGINEERING, INC.

Tank Settlement Calcs 1 Tank 1 Tilt.xlsx

API 653 TANK SETTLEMENT EVALUATION

TANK NO. Tank #1 INPUT BY: GMM

LOCATION: Davis-Monthan AFB DATE: 2/4/2019

EEI Project No. 9376

SURVEY DATE: 1/28/2019 0 REL: 1/18/2000

REV: 8/28/2013

AUTHOR: S. DIGREGORIO

TANK SHELL SETTLEMENT

NOTES: 1. THE HIGHEST SURVEY POINT NUMBER N SHOWN ON THE ABOVE GRAPH CORRESPONDS TO POINT NUMBER 1 ON THE TANK

RIGID BODY TILT

MAXIMUM DIFFERENTIAL SETTLEMENT BETWEEN MAX. ELEV. AND MIN. ELEVATION:

MAX. ELEVATION = 12.110

MIN. ELEVATION = 12.070

DELTA = 0.040 FT = 0.48 IN.

ANGLE OF SLOPE

THETA = SIN -1 (DELTA / D) = SIN -1 (0.04/43. = 0.05 deg.

ANGLE OF TILT

PHI = THETA = 0.05 deg.

AMOUNT OF TILT

e = 48 SIN(PHI)= 0.04 FT = 0.53 IN

12.065

12.070

12.075

12.080

12.085

12.090

12.095

12.100

12.105

12.110

12.115

0 1 2 3 4 5 6 7 8 9 10

E

LE

V A

TI

O

N

(F T)

SURVEY POINT NUMBER

SURVEY (ACTUAL) ELEVATION MEAN ELEVATION RIGID BODY TILT

ENTERPRISE ENGINEERING, INC.

Tank Settlement Calcs 1 Tank 1 Tilt.xlsx

EEI Project No.: 9376 Performed By: DAS/GMM/RWP Date: 1/28/19

Revised June 2017

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

Coating Thickness (Mils)

1 7.6 1 2 13.5

3 See Table 03 10.7 4 9.9 5 13.4 6 14.6

Average 11.6 1 0.242 11.1

2 2 0.247 10.8 3 0.246 13.8 4 0.245 12.7 5 0.246 11.9 6 0.246 16.6

Average 0.245 12.8 1 0.245 12.3

3 2 0.245 11.1 3 0.246 11.3 4 0.249 14.9 5 0.246 12.5 6 0.246 15.2

Average 0.246 12.9 1 0.243 13.5

4 2 0.245 12.8 3 0.249 8.3 4 0.246 12.3 5 0.246 14.1 6 0.244 11.9

Average 0.25 12.2

Table 02 Shell: Exterior UT & Coating

Enterprise Engineering, Inc. Form Table 2 Shell UT&DFT24

EEI Project No.: 9376 Performed By: DAS/GMM/RWP Date: 1/28/19

Revised June 2017

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

Coating Thickness (Mils)

Table 02 Shell: Exterior UT & Coating

1 0.246 15.2 5 2 0.246 9.2

3 0.246 12.7 4 0.245 12.5 5 0.244 10.8 6 0.247 14.0

Average 0.246 12.4 1 0.246 13.9

6 2 0.248 10.8 3 0.247 13.5 4 0.247 13.0 5 0.247 12.6 6 0.248 13.0

Average 0.247 12.8 Rim Angle (3 locations) 1 0.635

2 0.633 3 0.637

Average 0.635

Coating Thickness Average 12.5 (all courses) Minimum 8.3

Maximum 15.2

Highlight Minimum UT Reading Per Course

Enterprise Engineering, Inc. Form Table 2 Shell UT&DFT25

EEI Project No.: 9376 Performed By: DAS/GMM/RWP Date: 1/28/19

Revised June 2017

Vertical Welds Reading No. UT Reading (Inches)

1V-1 to 1V- 2 1 0.246 2 0.246 3 0.245 4 0.246

1V-2 to 1V- 3 1 0.247 2 0.245 3 0.245 4 0.245

1V-3 to 1V- 4 1 0.244 2 0.245 3 0.246 4 0.245

1V-4 to 1V- 5 1 0.246 2 0.242 3 0.242 4 0.244

1V-5 to 1V- 1 1 0.246 2 0.245 3 0.245 4 0.246

Average 0.245 Minimum 0.242 Maximum 0.247

Form 03 Shell: Exterior 1st Course UT

Enterprise Engineering, Inc. Form Table 3 1st UT&DFT26

EEI Project No.: 9376 Performed By: DAS/GMM/RWP Date: 1/28/19

Revised June 2017

Nozzle/ Manhole Reading No.

Nozzle (Inches)

Reinf. Plate (Inches)

Cover (Inches)

1 0.251 0.245 0.815 2 0.251 0.246 0.815 3 0.250 0.246 0.815

Average 0.251 0.246 0.815 1 0.347 0.245 2 0.347 0.246 3 0.347 0.246

Average 0.347 0.246 1 0.203 2 0.198 3 0.200

Average 0.200 1 0.203 2 0.202 3 0.202

Average 0.202 1 0.334 0.245 2 0.351 0.245 3 0.322 0.245

Average 0.336 0.245 1 0.486 0.246 2 0.486 0.246 3 0.487 0.246

Average 0.486 0.246 1 0.250 0.245 0.815 2 0.250 0.245 0.815 3 0.250 0.244 0.815

Average 0.250 0.245 0.815 1 0.249 0.246 0.815 2 0.250 0.245 0.815 3 0.249 0.245 0.815

Average 0.249 0.245 0.815

Average

Table 04 External Shell Manhole/Nozzle: UT

MW-1

8" Fill

2" Blanked Nozzle

2" Water Draw

MW-3 (Pan Manway)

4" Low Fuel Line

16" Issue Line

MW-2

Enterprise Engineering, Inc. Form Table 4 Nozzle UT27

CORROSION RATE CALCULATIONS REL 2/4/2015

API 653 Fifth Edition, November 2014 REV 3/24/2016

TANK NO. PREPARED BY: GMM

LOCATION DATE: 2/4/2019

EEI PROJECT NO

TANK SHELL

Note: This spreadsheet calculates corrosion rates and not the minimum thickness required to remain in service.

Is Tank equipped with leak detection under the floor per API 650 Appendix I: YES

Year Constructed 2013 Year of Inspection 2019 Age of Shell 6 years

Assumed Original Nominal Mill Tolerance Mill Tolerance Original Shell Metal Thickness (ASTM A6) Thickness Range

Course 1 0.250 inches 0.030 inches 0.240 to 0.280 inches Course 2 0.250 inches 0.030 inches 0.240 to 0.280 inches Course 3 0.250 inches 0.030 inches 0.240 to 0.280 inches Course 4 0.250 inches 0.030 inches 0.240 to 0.280 inches Course 5 0.250 inches 0.030 inches 0.240 to 0.280 inches Course 6 0.250 inches 0.030 inches 0.240 to 0.280 inches

Measured Minimum Thickness Mill Tolerance Check

Course 1 0.242 inches The Thickness of Course 1 is Within Mill Tolerance Course 2 0.242 inches The Thickness of Course 2 is Within Mill Tolerance Course 3 0.245 inches The Thickness of Course 3 is Within Mill Tolerance Course 4 0.243 inches The Thickness of Course 4 is Within Mill Tolerance Course 5 0.244 inches The Thickness of Course 5 is Within Mill Tolerance Course 6 0.246 inches The Thickness of Course 6 is Within Mill Tolerance

Corrosion Rate

Course 1 N/A Corrosion Rate is Negligible Course 2 N/A Corrosion Rate is Negligible Course 3 N/A Corrosion Rate is Negligible Course 4 N/A Corrosion Rate is Negligible Course 5 N/A Corrosion Rate is Negligible Course 6 N/A Corrosion Rate is Negligible

The Corrosion Rate for the Shell is Negligible

Tank #1 Davis-Monthan AFB, AZ

Tank Shell

EEI Project No.: 9376 Performed By: DAS/GMM/RWP Date: 1/28/19

Revised June 2017

Plate Designation Reading No. UT Reading (Inches)

Coating DFT At Same location (Mils)

1 0.247 12.9 A2 2 0.248 17.5

3 0.248 19.4 1 0.248 13.4

D3 2 0.251 11.6 3 0.250 12.5 1 0.249 12.5

H1 2 0.250 13.7 3 0.250 13.9 1 0.248 11.4

E1 2 0.248 10.0 3 0.248 12.5

1 0.246 11.5 B2 2 0.248 13.1

3 0.250 14.2 1 0.246 11.8

D2 2 0.245 9.0 3 0.247 10.6 1 0.247 13.2

F2 2 0.248 10.2 3 0.247 8.1 1 0.250 11.9

H2 2 0.247 10.6 3 0.250 10.1

AVERAGE 0.248 12.3

Minimum 0.245 8.1 Maximum 0.251 19.4

PERIMETER ROOF PLATES

INTERIOR ROOF PLATES

Table 05 Roof: Topside UT and Coating

Enterprise Engineering, Inc. Form Table 5 Roof UT&DFT30

CORROSION RATE CALCULATIONS REL 2/4/2015

API 653 Fifth Edition, November 2014 REV 3/24/2016

TANK NO. PREPARED BY: GMM

LOCATION DATE: 2/4/2019

EEI PROJECT NO

TANK ROOF

Year Constructed 2013 Year of Inspection 2019 Age of Roof 6 years Assumed Original Nominal Metal Thickness 0.250 inches Mill Tolerance 0.030 inches Mill Tolerance Original Roof Thickness Range: 0.240 inches to 0.280 inches.

Min Remaining Roof Thickness 0.245 inches The Remaining Thickness is Within Mill Tolerance

The Corrosion Rate for the Roof is Negligible

Tank #1 Davis-Monthan AFB, AZ

Tank Roof

TANK EVALUATION CALCULATIONS VERSION 8.01 TANK EVALUATION

REL 9/15/2007 EXP 5/1/2022 #####

INPUT DATA REV 4/8/2016

(Shaded values are input data)

PROJECT: PREPARED BY: JGM

LOCATION: DATE: 2/5/2019

EEI PROJECT NO.:

CHECKED BY: DAS

TANK NO. DATE: 2/28/19

TANK DATA: GENERAL

NEW / EXISTING EXISTING

YEAR BUILT 2013

TANK DATA: PHYSICAL PROPERTIES

FOUNDATION

TYPE OF FOUNDATION RINGWALL (RINGWALL, EARTH, CONCRETE CONFINING RING, ETC.)

TANK ANCHORED (YES OR NO) YES

NUMBER OF ANCHORS N = 16

DIAMETER OF BOLT CIRCLE d = 43.83 FT DIAMETER OF ANCHOR BOLTS dB = 1.750 INCHES

SPACING OF ANCHOR BOLTS S= 9.125 FT

AISC Bolt Allowable Stresses ANCHOR BOLT YIELD STRENGTH Fyab = 36.000 KSI Material Fyab Fu Fnv Fvbolt = Fnv / W

A36 36.00 58.00 Not listed use 10.00 ANCHOR BOLT SHEAR STRENGTH Fvbolt = 10.000 KSI A307 36.00 60.00 27.00 13.50

A320 105.00 125.00 Not listed use Fv = 0.17(Fu) 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 A36

FLOOR THICKNESS tF = 0.3080 INCHES

FLOOR CORROSION ALLOWA CAfloor = 0.0000 INCHES

FLOOR THICKNESS

BELOW SHELL tb = 0.3080 INCHES

ANNULAR PLATE (YES/NO) NO

ANNULAR PLATE THICKNESS tann = 0.0000 INCHES

ANNULAR PLATE WIDTH Ls = 0.000 FT

YIELD STRENGTH OF FLOOR

PLATE BELOW SHELL FBY = 36,000 PSI

Tank 1 In-Service Inspection Davis-Monthan AFB

Tank 1

Input Data - Page 1 File: Calcs 4 Tank 1 Eval Spreadsheet.xlsm

INPUT DATA REV 4/8/2016

(Shaded values are input data)

PROJECT: PREPARED BY: JGM

LOCATION: DATE: 2/5/2019

EEI PROJECT NO.:

CHECKED BY: DAS

TANK NO. DATE: 2/28/19

Tank 1 In-Service Inspection Davis-Monthan AFB

Tank 1

TANK DATA: PHYSICAL PROPERTIES

SHELL

DIAMETER D = 43.500 FT

SHELL CORROSION ALLOWANC CAshell = 0.0000 INCHES

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

TOP OF SHELL TO BOTTOM

OF OVERFLOW PORT Hop = 4.000 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 8.000 0.2420 1.000 A36 36000 24900 27400

2 8.000 0.2450 1.000 A36 36000 24900 27400 3 8.000 0.2460 1.000 A36 36000 27400 30100 4 8.000 0.2500 1.000 A36 36000 27400 30100 5 8.000 0.2460 1.000 A36 36000 27400 30100 6 7.698 0.2470 1.000 A36 36000 27400 30100

RIM ANGLE 0.302 0.6350

SHELL HEIGHT Hs = 48.000 FT

Input Data - Page 2

INPUT DATA REV 4/8/2016

(Shaded values are input data)

PROJECT: PREPARED BY: JGM

LOCATION: DATE: 2/5/2019

EEI PROJECT NO.:

CHECKED BY: DAS

TANK NO. DATE: 2/28/19

Tank 1 In-Service Inspection Davis-Monthan AFB

Tank 1

TANK DATA: PHYSICAL PROPERTIES

ROOF AND ROOF FRAMING

ROOF SLOPE THETA = 5.00 DEG

ROOF THICKNESS tR = 0.2480 INCHES ROOF CORROSION ALLOWANCE CAroof = 0.0000 INCHES

WEIGHT OF ROOF FRAMING rF = 5.000 PSF (if unknown, use 5 psf) WEIGHT OF RIM ANGLE rA = 12.760 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 = 3.00 K (Input weight of floating pan/roof, Input 0 if no pan/roof)

COMMENT: Roof slope is assumed.

Input Data - Page 3

INPUT DATA REV 4/8/2016

(Shaded values are input data)

PROJECT: PREPARED BY: JGM

LOCATION: DATE: 2/5/2019

EEI PROJECT NO.:

CHECKED BY: DAS

TANK NO. DATE: 2/28/19

Tank 1 In-Service Inspection Davis-Monthan AFB

Tank 1

TANK DATA: LIQUID STORAGE

FILL HEIGHT Hf = 37.614 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 = 0.850 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 0.85

TANK DATA: LOADS

DIFFERENTIAL SETTLEMENT

TOLERANCE OF

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

DIFFERENTIAL SETTLEMENT DELTA = 0.04 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

SNOW LOAD

CODE: ASCE 7-10

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

GROUND SNOW Pg = 5 PSF FIG. 7-1 and Table 7-1 EXPOSURE FACTOR Ce = 0.9 TABLE 7-2 THERMAL FACTOR Ct = 1.2 TABLE 7-3

IMPORTANCE FACTOR I = 1.1 TABLE 1.5-2

ROOF SNOW LOAD PER

LOCAL BUILDING CODE PfLocal Code = PSF

Input Data - Page 4

INPUT DATA REV 4/8/2016

(Shaded values are input data)

PROJECT: PREPARED BY: JGM

LOCATION: DATE: 2/5/2019

EEI PROJECT NO.:

CHECKED BY: DAS

TANK NO. DATE: 2/28/19

Tank 1 In-Service Inspection Davis-Monthan AFB

Tank 1

TANK DATA: LOADS

WIND LOAD

CODE: API 650 12th EDITION ADDENDUM 1

NOTES

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

WORKING STRESS AND PERMITS USE OF ASCE 7-05.

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 1.0

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

BASIC WIND SPEED V = 93.6 MPH ASCE 7-05 FIG. 6-1

EXPOSURE CATEGORY (B, C, D ) C ASCE 7-05 6.5.6.2

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)

IMPORTANCE FACTOR I = 1.15 ASCE 7-05 TABLE 6-1

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

TOPOGRAPHIC FACTOR Kzt = 1.00 SECT 6.5.7, PAGE 26 (Kzt = 1.00 for most cases)

WIND DIRECTIONALITY FACTOR Kd = 1.00 SECT. 6.5.4.4 and Table 6-4 (Use Kd = 1.00 unless site dictates otherwise)

GUST EFFECT FACTOR G = 0.85 SECT. 6.5.8, (Use G = 0.85)

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)

Input Data - Page 5

INPUT DATA REV 4/8/2016

(Shaded values are input data)

PROJECT: PREPARED BY: JGM

LOCATION: DATE: 2/5/2019

EEI PROJECT NO.:

CHECKED BY: DAS

TANK NO. DATE: 2/28/19

Tank 1 In-Service Inspection Davis-Monthan AFB

Tank 1

TANK DATA: LOADS

SEISMIC LOAD

CODE: API 650 12th EDITION, ADDENDUM 1 APPENDIX 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 = 0.2700 %g ASCE 7 FIG 22-1, 22-3, 22-5, and 22-6

1.0 S PERIOD

ACCELERATION S1 = 0.0800 %g ASCE 7 FIG 22-2, 22-4, 22-5, and 22-6

REGIONAL- DEPENDENT

TRANSITIONAL PERIOD TL = 6.00 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.4.5)

Fa = 1.58 API 650 APPENDIX E TABLE E.1

Fv = 2.40 API 650 APPENDIX E TABLE E.2

TANK MATERIAL A36

TANK MATERIAL MODULUS

OF ELASTICITY E = 29000000 PSI

Hf/D = 0.8647

COEFFICIENT FOR

IMPULSIVE PERIOD Ci = 6.15 API 650 APPENDIX E FIGURE E.1 (BASED ON Hf/D)

SCALING FACTOR FROM MCE TO

DESIGN LEVEL SPECTRAL

ACCELERATIONS Q= 3/4 (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

Input Data - Page 6

INPUT DATA REV 4/8/2016

(Shaded values are input data)

PROJECT: PREPARED BY: JGM

LOCATION: DATE: 2/5/2019

EEI PROJECT NO.:

CHECKED BY: DAS

TANK NO. DATE: 2/28/19

Tank 1 In-Service Inspection Davis-Monthan AFB

Tank 1

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

Input Data - Page 7

REV

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

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 = 24,900 PSI

1ST COURSE THICKNESS t = 0.242 INCH

SHELL CORROSION ALLOWANCE CA = 0.0000 INCH

1ST COURSE JOINT EFFICIENCY E = 1.00

SPECIFIC GRAVITY OF CONTENTS G = 0.850 JET A

UNIT WEIGHT OF WATER Gw = 62.4 LB/FT3

TANK DIAMETER D = 43.50 FT

HEIGHT OF SHELL Hs = 48.00 FT

FILL HEIGHT Hf = 37.61 FT FREEBOARD Hd = Hs - Hf = 10.39 FT

FOR JET A Service

DELTA allow = [(4(24900) x 12(0.242 - 0) x 1) / (0.85x62.4x43.5)] -2( 37.614- 1) = 52.13 FT

ENTERPRISE ENGINEERING, INC.

Settlement - Page 8

REV

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

TANK DIFFERENTIAL SETTLEMENT

ALLOWABLE RIGID BODY TILT

BASED ON OVERFLOWING

ALLOWABLE TILT DELTA allow = 2(Hd)

HEIGHT OF SHELL Hs = 48.00 FT

TOP OF SHELL TO BOT

OF OVERFLOW PORT Hop = 4.00 FT

HEIGHT TO BOTTOM

OF OVERFLOW PORT Hp = Hs - Hop = 44.00 FT

FILL HEIGHT Hf = 37.61 FT

FREEBOARD Hd = 6.39 FT

DELTA allow = 2 ( 6.386 ) = 12.77 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 = 43.50 FT

DELTA allow = 2 SQR( 4/12 x 43.5 ) = 7.62 FT

ALLOWABLE RIGID BODY TILT SUMMARY

AT FILL HEIGHT = 37.614 FT

ALLOWABLE SETTLEMENT BASED ON TOLERANCE OF FLOATING ROOF/PAN GOVERNS

DELTA allow = 7.62 FT

EVALUATE ACTUAL DIFFERENTIAL SETTLEMENT

DIFFERENTIAL SETTLEMENT DELTA actual = 0.04 FT ALLOWABLE TILT DELTA allow = 7.62 FT

DELTA actual = 0.04 FT < DELTA allow = 7.62 FT PASSES CRITERIA

ENTERPRISE ENGINEERING, INC.

Settlement - Page 9

REV

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

DEAD LOAD

TANK DIAMETER D = 43.50 FT

HEIGHT OF SHELL Hs = 48.00 FT

SHELL

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

COURSE HEIGHT THICKNESS WEIGHT

NO. h t

FT INCH K

1 8 0.242 10.80 2 8 0.245 10.94 3 8 0.246 10.98 4 8 0.250 11.16 5 8 0.246 10.98 6 7.6979 0.247 10.61

RIM ANGLE 1.74

Wshell = 67.22 K = 67.22 K

WT/LF = (Wshell) / (πD) = 67.22 / [(3.142) (43.5)] = 0.492 K/LF

WEIGHT OF RIM ANGLE rA = 12.76 LB/LF

Wrim angle = [(rA/1000) (π) (D)] = 12.76/1000 x 3.142 x 43.5 = 1.74 K

FLOOR

FLOOR THICKNESS tF = 0.308 INCH

WT = [490 PCF (tF/12) (π) ((D2/4)]/1000 = 490 x ( 0.308 / 12 ) x 3.142 x ((43.5)^2 ) / 4 )] /1000 = 18.69 K

SUBTOTAL = 85.91 K

ENTERPRISE ENGINEERING, INC.

Dead Load - Page 10

REV

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

DEAD LOAD

PREVIOUS PAGE SUBTOTAL = 85.91 K

ROOF

ROOF PLATE tR = 0.248 INCH

WT = [490 PCF (tR/12) (π) ((D2/4)]/1000 = [490 x ( 0.248 / 12 ) x 3.142 x ((43.5) ^2 ) / 4 )] /1000 = 15.05 K

ROOF FRAMING WEIGHT rF = 5 PSF

WT = (rF/1000) (π) [((D2)/4] = 5 / 1000 x 3.142 x[ ( ( 43.5 ) ^2 ) /4 ] = 7.43 K

22.48 K = 22.48 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 = 67.22 K

ROOF WT = 22.48 K

TOTAL = 89.70 K

MISC WT = (2%) (89.7) = 1.79 K

TOTAL WEIGHT OF TANK = 110.18 K

ENTERPRISE ENGINEERING, INC.

Dead Load - Page 11

REV

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

DEAD LOAD

WEIGHT OF ROOF SUPPORTED BY SHELL

10.88 FT R1 = 10.88 FT

21.75 FT R2 = 0.00 FT

R = 21.75 FT

TOTAL WEIGHT OF ROOF

ROOF PLATE WTOTAL ROOF PL = 15.05 K

FRAMING WTOTAL FRAMING = 7.43 K

22.48 K = 22.48 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= 15.05

WFRAMING ON SHELL= 7.43

22.48 K

WT/LF = (WROOF ON SHELL) / (πD) =22.48 / [( 3.142 ) ( 43.5)] = 0.165 K/LF

ENTERPRISE ENGINEERING, INC.

Dead Load - Page 12

REV

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

ROOF LIVE LOAD

ROOF LIVE LOAD PLL = 20 PSF

10.88 FT R1 = 10.88 FT

21.75 FT R2 = 0.00

R = 21.75 FT

TOTAL ROOF LIVE LOAD

TOTAL ROOF LIVE LOAD = (PLL / 1000) (π) (D2/4) = (20 / 1000) x 3.142 x ( (43.5 ^2) / 4) = 29.72 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 = = 29.72 K

WLL = WLL ON SHELL / (π) (D) = 29.72 / (3.14 ) ( 43.5 ) = 0.218 K/FT

TANK CL

CL OUTER COL

ENTERPRISE ENGINEERING, INC.

Roof Live Load - Page 13

REV 2/10/2015

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

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 = 5 PSF FIG. 7-1 and Table 7-1 EXPOSURE FACTOR Ce = 0.9 TABLE 7-2 THERMAL FACTOR Ct = 1.2 TABLE 7-3 IMPORTANCE FACTOR Is = 1.1 TABLE 1.5-2

Pf = (0.7)0.9) (1.2) (1.1) (5) = 4.16 PSF Pg <= 20, THEREFORE Pfmin= (I) Pg = 5.50 PSF

Pf <= Pfmin

ASCE Pfmin GOVERNS OVER ASCE Pf

Pf = 4.16 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 = 4.16 PSF

10.88 FT R1 = 10.88 FT

21.75 FT R2 = 0.00 FT

R = 21.75 FT

TOTAL SNOW WEIGHT

TOTAL SNOW WEIGHT = (Pf / 1000) (π) (D2/4) = (4.158 / 1000) x 3.142 x ( (43.5 ^2) / 4) = 6.18 K

ENTERPRISE ENGINEERING, INC.

Snow - Page 14

REV 2/10/2015

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

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 = = 6.18 K

WSN = WSNOW ON SHELL / (π) (D) = 6.18 / (3.14 ) ( 43.5 ) = 0.05 K/FT

ENTERPRISE ENGINEERING, INC.

Snow - Page 15

REV 2/9/2015

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

WIND LOAD EVALUATION: ANCHORED TANK

CODE: API 650 AND ASCE 7-05

BASIC WIND SPEED V = 93.6 MPH

EXPOSURE CATEGORY = C

USE API 650 WIND PRESSURES

MODIFIED FOR WIND SPEED (YES/NO) = NO

TANK PARAMETERS

TANK DIAMETER D = 43.50 FT

ROOF SLOPE = 5.00 DEG = 0.0873 RAD

MEAN ROOF HT = (1/2)(D/2)(TAN THETA) = 0.95 FT

SHELL HEIGHT Hs = 48.00 FT

MEAN ROOF HEIGHT ABOVE GROUND = 48.95 FT

TO DETERMINE λ, USE MEAN ROOF HEIGHT = 50 FT

IMPORTANCE FACTOR I = 1.15

PRODUCT STORAGE = JET A

FILL HEIGHT Hfwind = 0.00 FT (Hfwind is used in calculation of allowable shell compression. Hfwind = 0.00 ft is worse case).

PRODUCT SPECIFIC GRAVITY G = 0.850

INTERNAL PRESSURE = 0.00 PSF

TYPE OF FOUNDATION = RINGWALL

TANK ANCHORED = YES

NUMBER OF ANCHOR BOLTS N = 16

DIAMETER OF ANCHOR BOLTS dB = 1.750 INCHES

SPACING OF ANCHOR BOLTS S = 9.125 FT

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

DESIGN WIND PRESSURE ON VERTICAL PROJECTED AREA OF CYLINDRICAL SURFACES, API 650 3.2.1

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

DESIGN WIND PRESSURE ON HORIZONTAL PROJECTED AREA OF CONICAL OR DOUBLY CURVED SURFACES, API 650 3

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

WIND PRESSURE ADJUSTMENT FACTOR FOR HEIGHT AND EXPOSURE - ASCE 7 FIG 6-3

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 = 1.56 MEAN ROOF HEIGHT = 48.95 FT, EXPOSURE C

EXPOSURE

λ AT SITE = 1.56 MEAN ROOF HEIGHT = 48.95 FT, EXPOSURE C

ENTERPRISE ENGINEERING, INC.

Wind Anchored Tank - PAGE 16

FILE: Calcs 4 Tank 1 Eval Spreadsheet.xlsm

REV 2/9/2015

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

WIND LOAD EVALUATION: ANCHORED TANK

ADJUSTED WIND PRESSURES FOR HEIGHT, EXPOSURE, AND IMPORTANCE FACTOR

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

= (1.56 / (1.56) (1.15) (10.95) 12.59 PSF

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

= (1.56 / (1.56) (1.15) (18.25) 20.99 PSF

WIND OVERTURNING MOMENT

PROJECTED AREA OF SHELL

ASHELL = (D)(Hs) = (43.5) (47.999 = 2,088.00 SF

PROJECTED AREA OF ROOF

AROOF = π (D)^2/4 = π (43.5)^2 /4 = 1,486.17 SF

WIND FORCE ON SHELL

FwSHELL = (ADJUSTED PSHELL) (ASHELL) = (12.59) (2088) / 1000 = 26.30 K

WIND UPLIFT FORCE ON ROOF

FwROOF = (ADJUSTED PROOF) (AROOF) = (20.99) (1486.17) / 1000 = 31.19 K

OVERTURNING MOMENT FROM EXTERNAL WIND PRESSURE ON SHELL AND ROOF

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

= (26.3) (48/2) + (31.19) (43.5/2) = 1,309.58 K-FT

OVERTURNING MOMENT FROM EXTERNAL WIND PRESSURE ON SHELL

Mwh = (FwSHELL)(Hs/2)

= (26.3) (48/2) = 631.10 K-FT

INTERNAL PRESSURE OVERTURNING MOMENT

INTERNAL PRESSURE FORCE UPLIFT ON ROOF

FpiROOF = (INTERNAL PRESSURE) (AROOF) = (0) (1486.17) / 1000 = 0.00 K

OVERTURNING MOMENT FROM INTERNAL PRESSURE

Mpi = (FpiROOF)(D/2)

= (0) (43.5/2) = 0.00 K-FT

ENTERPRISE ENGINEERING, INC.

Wind Anchored Tank - PAGE 17

REV 2/9/2015

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

WIND LOAD EVALUATION: ANCHORED TANK

RESISTANCE TO OVERTURNING (API 650 5.11.3)

DESIGN TENSION LOAD PER ANCHOR (5.12.2 AND TABLE 5.21b) tB = U / N = [Pwr(D)2(4.08)]/N + (4Mwh / dN) - W2/N

WIND UPLIFT ON ROOF Pwr = 20.99 PSF = 4.04 INCH WC WIND MOMENT ON SHELL Mwh = 631.10 K-FT

BOLT CIRCLE DIA d = 43.83 FT

NO. OF ANCHORS N = 16

W2 = WEIGHT OF SHELL MINUS CORROSION ALLOWANCE INCLUDING ANY DEAD LOAD

INCLUDING ROOF PLATE ACTING ON SHELL

WEIGHT OF SHELL Ws = 67.22 K

WIEGHT OF ROOF PLATE

ON SHELL = 15.05 K

WEIGHT OF ROOF FRAMING

ON SHELL = 7.43 K

W2 = 67.22 + 15.05 +7.43 = 89.70 K tB = { (4.04) (43.5)^2 (4.08) / (16) (1000) + (4)(631.1 / [(43.8333333333333)(16)] } - (89.7) / (16) tB = -0.06 K

ALLOWABLE TENSION IN ANCHOR

tALLOW = 0.8Fyab [(π)(dB)^2 / 4] tALLOW = 0.8(36) [(π)(1.75)^2 / 4] tALLOW = 69.27 K tALLOW = 69.27 K > tb = -0.06 K ANCHOR BOLT ADEQUATE

SHELL COMPRESSION IN MECHANICALLY-ANCHORED TANKS (BOTTOM SHELL COURSE)

WEIGHT OF SHELL Ws = 0.492 K/LF

WEIGHT OF ROOF ON SHELL = 0.165 K/LF

WEIGHT OF SHELL PLUS

WEIGHT OF ROOF ON SHELL wt = 0.656 K/LF σc = [wt + 1.273Mw / D^2] (1/12ts) σc = [0.656+ 1.273 (1309.58) / (43.5)^2] / [(12)(0.242)] σc = 0.529 KSI

ENTERPRISE ENGINEERING, INC.

Wind Anchored Tank - PAGE 18

REV 2/9/2015

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

WIND LOAD EVALUATION: ANCHORED TANK

RESISTANCE TO OVERTURNING (API 650 5.11.3)

E.6.2.2.3 ALLOWABLE SHELL COMPRESSION IN BOTTOM COURSE

FILL HEIGHT Hfwind = 0.00 FT As specified in "Input Data" sheet for Wind, Hfwind = 0.00 ft is worse case.

WHEN (G Hfwind D

2) / t2 > 106

106 t Fc = D PSI E.6.2.2.3-1b

WHEN (G Hfwind D

2) / t2 < 106

106 t + (600) SQRT[(G)(Hfwind)] Fc = 2.5 D PSI <= 0.5(Fty) E.6.2.2.3-2b

(G)(Hfwind)(D^2)/t^2 = (0.85)(0)(43.5)^2 / (0.242)^2 = 0 < 10^6 USE E.6.2.2.3-2b

Fc = {[(10^6)(0.242)/(2.5)(43.5)]+(600xSQR(0.85x0)}/1000 = 2.23 KSI

0.5 x Fty = 0.5 x 36000/ 1000 = 18.00 KSI

Fc = 18.00 KSI GOVERNS σc = 0.529 KSI < Fa = 18.00 KSI

SHELL COMPRESSION CRITERIA SATISFIED

ENTERPRISE ENGINEERING, INC.

Wind Anchored Tank - PAGE 19

REV 2/9/2015

PROJECT: Tank 1 In-Service Inspection PREPARED BY: JGM LOCATION: Davis-Monthan AFB DATE: 2/5/2019

EEI PROJECT NO: 9376

CHECKED BY: DAS

TANK NO: Tank 1 DATE: 2/28/19

WIND LOAD EVALUATION: ANCHORED TANK

RESISTANCE TO SLIDING

WIND BASE SHEAR

V = 26.30 K (WIND FORCE ON SHELL)

SLIDING RESISTANCE

Vs = μ(Ws + Wr + Wf + Wp)

COEFFICIENT OF FRICTION μ = 0.40…