1_-_Draft_Appendix_A.pdf

FA8903-16-B-0016

Attachment 1

16 March 2016

Appendix A

APPENDIX A STATEMENT OF REQUIREMENTS (SOR)

The tables below and the paragraphs that follow summarize the fifty (50) deficiencies identified at Daegu AB, Korea that need to be corrected via the execution of the work required by this

SOW.

1.0 The Government is providing such data which could reasonably be secured and which is customarily provided. Extreme accuracy is not guaranteed, nor is perfection in these documents implied. The Contractor shall expect that there may be some omissions, discrepancies, and conflicts within the documents and with the actual field conditions encountered. The contract therefore requires significant supervision and engineering efforts by the Contractor in order to help resolve such issues when they arise.

Deficiency Table: Summarized Deficiencies at Daegu AB

Section 2 Reference

Deficiency Number Deficiency Title Drawings

UFGS

Sections

Design Level

Required1

Facility Number: 628 | Bulk Storage Facility

1.1 N-015212-

Waterproof and Repair Valve Pits F-502

F-530A

F-530B

33 52 43.13

31 00 00

B

1.2 TAE003 Demolish Multiple LPD/HPV pits F-503

F-504

F-505

S-301

03 30 00

33 52 43.13

33 52 43.11

33 52 80

33 08 55

B

1.3 TAE004 Upgrade/Repair VP 7 G-103

F-506

S-303

S-304

S-312

03 30 00

05 50 13

05 59 10

33 52 43.13

33 08 55

31 00 00

B

Reference

Deficiency Number Deficiency Title Drawings

UFGS

Sections

Design Level

Required1

1.4 TAE006 Provide Additional Containment

around Strainer and Adjacent Slop Tank

G-102

C-130

03 30 53

32 00 00

31 00 00

31 11 00

31 32 11

32 01 19

32 92 19

33 40 00

C

1.5 TAE007 Repair Concrete Pipe Support G-102

F-507

05 50 13

33 52 43.13

A

1.6 TAE011 Demolish Unused PD Meters G-105

F-508

33 52 43.13

33 08 55

A

1.7 TAE012 Demolish Three Abandoned Pipe

Daylights

G-102

F-509

C-180

33 52 43.13

03 30 00

03 30 53

31 00 00

A

1.8 TAE013 Add Isolation Valves to Line at Pit

G-104

F-510

S-308

05 50 13

33 08 55

33 52 43.13

B

1.9 TAE014 Replace Sump Pumps with

Stingers

F-511 33 52 43.13

33 71 02

B

1.10 TAE016 Excavate and Install Elastomeric

Seals for Penetrations in Tank Pump House

F-512 33 52 43.13

31 00 00

C

1.11 TAE018 Demolish Spectacle Blinds and

Replace with DBB Valves in Pit 9

G-104

F-513

S-309

05 50 13

33 08 55

33 52 43.13

Reference

Deficiency Number Deficiency Title Drawings

UFGS

Sections

Design Level

Required1

1.12 TAE021 Replace Ball Valves with DBB

Valves

G-103

F-514

F-515A

F-515B

S-310

05 50 13

33 08 55

33 52 43.13

B

Facility Number: 709 | Fillstands 1&2

1.13 N-015181-

Repair Spill Containment G-103

C-120

C-520

32 01 19

32 13 13.06

C

1.14 N-037614-

09 (2)

Install Emergency Eyewash/Shower

G-103

E-502

P-105

P-505

C-161

03 30 53

22 00 00

26 00 00.00 20

26 20 00

31 00 00

03 30 00

C

Facility Number: 710 | Fillstands 3&4

1.15 N-037614-

09 (1)

Install Emergency Eyewash/Shower

G-103

E-501

P-104

P-504

C-151

03 30 53

22 00 00

26 00 00.00 20

26 20 00

31 00 00

03 30 00

C

1.16 N-015179-

05 (1)

Repair Spill Containment G-103

C-110

C-510

32 01 19

32 13 13.06

C

Facility Number: 618 | Fillstands 5&6

1.17 N-015179-

05 (2)

Repair Spill Containment G-102

C-111

C-511

32 01 19

32 13 13.06

C

Reference

Deficiency Number Deficiency Title Drawings

UFGS

Sections

Design Level

Required1

1.18 TAE027 Tempered Eyewash/Shower G-102

E-503

P-103

P-503

C-141

03 30 53

22 00 00

26 00 00.00

26 20 00

31 00 00

03 30 00

C

Facility Number: 619 | Fillstands 7&8

1.19 TAE159 Demolish Fillstands 7 & 8 G-102

F-516

E-401

26 00 00.00 20

26 20 00

33 52 43.13

C

Facility Number: 702 | Bulk Storage

1.20 TAE074 Demolish Electrical Equipment

Rack

G-104

E-402

26 00 00.00 20

26 20 00

B

1.21 TAE075 Remove Feeder Conductors to

Panel MDP Located in 6230

G-104

E-403

26 00 00.00 20

26 20 00

B

1.22 TAE076 Demolish Tank G-104

C-150

C-550

02 41 00

31 00 00

31 11 00

31 32 11

32 92 19

33 65 00

B

Facility Number: 703 | Bulk Storage

1.23 TAE077 Demolish Electrical Equipment

Rack

G-104

E-404

26 00 00.00 20

26 20 00

B

1.24 TAE078 Remove Feeder Conductors to

Panel MDP Located in Building

G-104

E-405

26 00 00.00 20

26 20 00

B

1.25 TAE079 Demolish Tank G-104

C-160

02 41 00

31 00 00

Reference

Deficiency Number Deficiency Title Drawings

UFGS

Sections

Design Level

Required1

C-560 31 11 00

31 32 11

32 92 19

33 65 00

Facility Number: 704 | Bulk Storage

1.26 N-037615-

09(1)

Replace Tank Access Lids G-103

S-302

05 50 13

05 59 10

B

1.27 TAE010 Repair Leaking Manway G-103

S-311

F-517

03 30 00

31 00 00

33 52 43.13

A

1.28 TAE017A Provide Bypass Control Valves on

Recirculation Line for Tank 704

G-103

F-518

33 08 55

33 52 43.13

B

Facility Number: 705 | Bulk Storage

1.29 N-037615-

09 (2)

Replace Tank Access Lids G-104

S-305

05 50 13

05 59 10

33 52 43.13

B

1.30 TAE002(1) Replace Existing Pump G-104

F-519

F-520

E-406

26 00 00.00 20

26 20 00

33 08 55

33 52 43.23

B

1.31 TAE002 (2) Install New Transfer Pump G-104

F-531

F-532

E-418

E-601

E-602

26 00 00.00 20

26 20 00

33 08 55

33 52 43.23

1.32 TAE017B Provide Bypass Control Valves on

Recirculation Line for Tank 705

G-104

F-521

33 08 55

33 52 43.13

33 52 43.14

Reference

Deficiency Number Deficiency Title Drawings

UFGS

Sections

Design Level

Required1

Facility Number: 751 | Bulk Storage

1.33 N-015189-05 Replace Ball Valves with DBB

Valves

G-105

F-522

33 08 55

33 52 43.13

B

Facility Number: 752 | Bulk Storage

1.34 N-015190-

Replace Ball Valves with DBB Valves

G-105

F-523

33 08 55

33 52 43.13

B

Facility Number: 6220 | Filter Building

1.35 TAE005 Install Eyewash/Shower G-102

E-504

P-102

P-502

C-170

03 30 53

22 00 00

26 00 00.00 20

26 20 00

31 00 00

03 30 00

B

1.36 TAE015 Install Curb at Doorway of Pump

Room

G-102

C-140

03 30 00.00 10

31 00 00

31 11 00

31 32 11

32 01 19

B

1.37 TAE019 Provide Elastomeric Seals through

Wall Penetrations at 6220

G-102

F-524

33 52 43.13 A

1.38 TAE029 Grounding G-102

E-407

26 00 00.00 20

26 20 00

26 41 00

A

Reference

Deficiency Number Deficiency Title Drawings

UFGS

Sections

Design Level

Required1

Facility Number: 6222 | Bulk Storage

1.39 TAE022 Demolish Ground Fuels

Infrastructure Including Loading/Offloading Connections

G-102

F-525

F-526

E-409

E-410

E-411

E-412

26 00 00.00 20

26 20 00

33 52 10

C

Facility Number: 6225 | Bulk Storage

1.40 TAE032 Grounding G-103

E-413

26 00 00.00 20

26 20 00

A

Facility Number: 6232 | Bulk Storage

1.41 N-015210-

Replace Ball Valves with Plug Valves, Provide Thermal Reliefs

G-104

F-501

33 08 55

33 52 43.13

B

1.42 TAE020 Demolish Diesel Driven Fuel

Pump for TKP line

G-104

F-527

33 08 55

33 52 43.13

B

1.43 TAE031 Grounding G-104

E-415

26 00 00.00 20

26 20 00

26 41 00

A

Facility Number: 105 | Daegu Air Base Service Station

1.44 N-015102-

Repair Spill Containment C-101 32 01 19

32 13 13.06

A

1.45 N-015214-

06(1)

Repair Roof and Replace Strainers G-100

S-307

F-528

33 08 55

33 52 43.13

B

1.46 N-015214-

06 (2)

Install Generator G-100

C-190

E-416

03 30 53

26 20 00

26 00 00.00 20

Reference

Deficiency Number Deficiency Title Drawings

UFGS

Sections

Design Level

Required1

26 32 14.00

32 00 00

1.47 TAE023 Repair Leaking Tank-top Pump Pit

Connections

G-100

F-529

C-181

03 30 53

31 00 00

03 30 00

33 56 13.13

A

1.48 TAE038 Tempered Eyewash/Shower G-100

E-505

P-101

P-501

C-171

03 30 53

22 00 00

26 00 00.00 20

26 20 00

31 00 00

03 30 00

B

1.49 TAE039 Lighting Protection G-100

E-417

26 00 00.00 20

26 20 00

26 41 00

B

Facility Number: 707 | Bulk Storage

1.50 TAE008 Repair Slop Tanks G-105

S-306

03 30 53 B

1 A – See Paragraph 3.1.1.2 B – See Paragraph 3.1.1.3 C – See Paragraph 3.1.1.4

Deficiency Table: Summarized Deficiencies at Kimhae AB

Reference

Deficiency Number Deficiency Title Drawings

UFGS

Sections

Design Level

Required1

Facility Number: 2026 | Service Station

N/A KIM002 Modify Containment for K-Loader Access

G-102

C-101

C-501

UFC 3-250-04

UFC 3-250-

08FA

02 41 00

32 01 19

32 11 23

32 12 10

32 12 16

32 13 13.06

N/A

N/A KIM004 Switch Locations of MOGAS and Diesel Off-load Connections to Meet NFPA Requirements

G-102

FM-502

E-103

UFC 3-460-01

33 52 10

26 00 00.00 20

N/A

N/A KIM005 Provide Security Fence Around Electrical Controls

G-102

C-105

C-502

C-503

UFC 4-022-03

32 31 13

32 31 13.53

N/A

N/A KIM006 Install Canopy G-102 C-110 S-101 S-301 E-402 E-403

UFC 1-200-01

UFC 3-301-01

26 41 00

26 20 00

26 00 00.00 20

03 30 00

13 34 19

N/A

Facility Number: 2017 | JP-8 Cut and Cover Storage Tank and Pining

N/A KIM001 Replace Valves G-101

FM-501

UFC 3-460-01

33 52 43.13

N/A

N/A KIM007 Grounding G-101 E-101

UFC 3-460-01

UFC 3-460-03

26 20 00 26 00 00.00 20

N/A

Deficiency Table: Summarized Deficiencies at Kimhae AB

Reference

Deficiency Number Deficiency Title Drawings

UFGS

Sections

Design Level

Required1

N/A KIM008 Provide UPS for Existing PLC G-101 E-601

26 20 00

26 00 00.00 20

N/A

N/A KIM009 Seal Various Conduit Penetrations into MCC Conex Enclosure to Prevent Rodents Entering/ Exiting

G-101 E-401

26 20 00

N/A

BULK STORAGE FACILITY 628

Facility 628 consists of ten (10) offloading areas along the length of the railroad located south of Facility 6222.

1.1 Deficiency Number: N-015212-06

Facility: 628 Deficiency Title: Waterproof and Repair Valve Pits Installation: Daegu AB Deficiency Summary: Replace penetration elastomeric seals.

1.1.1 Basis of Design

The construction of the valve pits allows for water intrusion. Pits 1, 2, 5, 9, 11, 13, 16, 17 and 18 are not equipped with a means to remove water when it has accumulated inside the pits.

Civil Scope

The Contractor shall excavate soil around pit penetrations.

Mechanical Scope

The Contractor shall replace pit piping penetrations to prevent water intrusion into the valve pits.

Applicable Codes and Standards.

(a) UFC 3-220-01 Geotechnical Engineering.

(b) UFC 3-201-01 Civil Engineering.

(c) NFPA 30 Flammable and Combustible Liquids Code.

(d) UFC 3-460-01 Design: Petroleum Fuel Facilities.

The Design-Build Contractor shall provide all incidentals required for work performed to complete the requirements listed above.

Applicable Specifications.

(a) UFGS 33 52 43.13 Aviation Fuel Piping.

(b) UFGS 31 00 00 Earthwork.

Applicable Drawings.

(a) F-502 Waterproof and Repair Valve Pits.

(b) F-530A Waterproof and Repair Valve Pits.

(c) F-530B Waterproof and Repair Valve Pits.

a. Civil.

Excavation, Backfill, and Grading

The Contractor shall conduct utility location around excavation areas to ensure the absence of conflicts between existing utilities and new work.

During excavation of soil around the pit exterior walls, the Contractor shall inspect for contaminated soils and notify the Contracting Officer if contaminated soils are detected. When new penetrations work has been completed, the Contractor shall restore grades to match the surrounding ground elevations and ensure no ponding occurs. The Contractor shall vegetate all disturbed areas with permanent seeding to match the existing surrounding vegetation.

b. Structural

Not applicable to this deficiency.

c. Electrical

Not applicable to this deficiency.

d. Mechanical

Pipe Penetration Elastomeric Seals

The Contractor shall isolate, render vapor free, and drain existing piping within and around each pit. Demolish all piping penetrations, including piping within Pits 1, 2, 5, 9, 11, 13, 16, 17, and 18. Remove cut piping and core drill concrete surrounding all piping penetrations approximately 50 mm larger than the pipe diameter of the penetration. Install a new standard weight carbon steel pipe sleeve sized for the respective core extending through the pit wall. Install and weld new piping through the newly sized pit wall penetration. New pipe material shall match existing pipe.

Install an adjustable elastomeric mechanical seals in the pit penetration sleeves along with a nonconductive centering element. Seal the sleeves to the piping by Buna-N penetration boots secured with stainless steel screw bands and apply an epoxy sealant to seal the sleeve/concrete interface. Paint the repaired piping is to be painted with primer and intermediate coatings that comply with MIL-STD-24441. A final polyurethane top coat shall comply with MIL-PRF-85285. The pits shall require the following number of penetration repairs.

Pit 1 – Four Penetrations

Pit 2 – Four Penetrations

Pit 5 – Two Penetrations

Pit 9 – Seven Penetrations

Pit 11 – Five Penetrations

Pit 13 – Three Penetrations

Pit 16 – Two Penetrations

Pit 17 – Two Penetrations

Pit 18 – Three Penetrations

e. Fire

Not applicable to this deficiency.

f. Architectural

g. Other engineering disciplines (as required)

Not applicable to this deficiency.

1.1.2 Permitting Requirements and Compliance

The Contractor shall coordinate with base personnel at Daegu AB regarding required permits for construction. A potential list of typical permits may include:

(1) Base Work Clearance Request.

(2) Erosion Control Permit.

(3) Dig Permit.

(4) Hot Work Permit.

(5) Confined Space Entry Permit.

1.2 Deficiency Number: TAE003

Deficiency Title: Demolish Multiple LPD/HPV Pits Installation: Daegu AB Deficiency Summary: Demolish HPV and LPD pits, re-coat previously exposed pipe and install shallow water-tight LPD/HPV pits. This repair applies to Pits 3, 4, 6, 8, 10, 12, 14, 15, 19, and 20.

1.2.1 Basis of Design

Multiple deep High-Point Valves/Low Point Discharge (HPV/LPD) pits constantly fill with water and these pits require a large amount of effort to keep dry. The presence of water in the pits promotes pipe corrosion.

(1) Mechanical Scope.

The Contractor shall demolish HPV and LPD pits and replace with water-tight, type small shallow LPD/HPV pits. The Contractor shall install elastomeric seals at pit piping penetrations. The Contractor shall recoat all previously exposed piping.

(2) Structural Scope.

New HPV/LPD pits shall be installed in demolished pit locations. Pits shall be fiberglass, with reinforced concrete shell and foundation.

Applicable Codes and Standards.

(a) NFPA 30 Flammable and Combustible Liquids Code.

(b) UFC 3-460-01 Design: Petroleum Fuel Facilities.

(c) MIL-DTL-24441 Paint, Epoxy - Polyamide.

(d) ASCE 7-10 Minimum Design Loads for Buildings & Other Structures.

(e) UFC 1-200-01 General Building Requirements.

(f) UFC 3-301-01 Structural Engineering.

(g) ACI 318-11 Building Code Requirements for Structural Concrete.

The Design-Build Contractor shall provide all incidentals required for work performed to complete the requirements listed above.

Applicable Specifications.

(a) UFGS 03 30 00 Cast in Place Concrete.

(b) UFGS 33 52 43.13 Aviation Fuel Piping.

(c) UFGS 33 52 43.11 Aviation Fuel Mechanical Equipment.

(d) UFGS 33 52 80 Liquid Fuels Pipeline Coating Systems.

(e) UFGS 33 08 55 Commissioning of Fuel Facility Systems.

Applicable Drawings.

(a) F-503 Demolish Multiple LPD/HPV Pits.

(b) F-504 Demolish Multiple LPD/HPV Pits.

(c) F-505 Demolish Multiple LPD/HPV Pits.

(d) S-301 New Low Point Drain/High Point Vent Pit Section & Details.

a. Civil

b. Structural

(1) Dead and Live Loads.

Dead and live loads used for design shall be IAW the ASCE 7-10.

(2) Snow Loads.

Snow loads shall be calculated IAW ASCE 7-10. The minimum ground snow load shall be 0.96 kPa.

(3) Wind Loads.

Wind loads shall be calculated IAW ASCE 7-10 using a “3-second gust” wind speed of 234 km/hr and Exposure Category “C.”

(4) Seismic Loads

The structure shall be designed for the seismic requirements as defined by the International Building Code, IBC 2012. For Daegu South Korea, use Spectral Response SS=0.30g and S1=0.14g, with assumed Site Class “D” (to be verified by qualified geotechnical engineer).

(5) Concrete

Concrete shall be in accordance with provisions of the ACI 318.

A minimum compressive strength (f’c) of 4,000 psi at 28 days, unless otherwise stated in the specifications shall be used for design and construction of all structural concrete. Acceptance testing for concrete shall be based on 4 or 6 inch diameter cylinders fabricated and tested according to requirements in ASTM C31 and ASTM C39.

Concrete shall have a water-cement ratio not to exceed 0.45. Concrete placement during hot weather shall comply with recommendations of ACI 305R. Concrete placement during cold weather shall comply with recommendations of ACI 306R. All concrete shall be cured for a minimum of 7 days in accordance with the specification requirements.

Exterior concrete shall be air entrained with the total air content measured at the point of placement in compliance with ACI 318. Concrete slump shall be in accordance with requirements in the concrete specification. Aggregate shall meet the minimum quality requirements of ASTM C33, and comply with the appropriate class designation in ASTM C33.

The Contractor shall investigate the potential for alkali-silica reaction (ASR) for concrete pavement and all exterior structural concrete. The accepted standard for measuring the ASR potential of aggregates is ASTM C1260. This test method shall be performed on all proposed fine and coarse aggregates individually. Expansions less than 0.10% shall be considered innocuous for structural concrete. When aggregates fail to meet requirements in Appendix XI of ASTM C1260, reject aggregates and select a new sources of aggregate for additional testing. Alternatively, supplemental cementitious material such as flyash or ground-granulated blast furnace slag may be used as a partial substitute for cement to reduce the measured expansion to 0.10% or less. Testing to determine the appropriate percentage of SCM shall be determined by ASTM C1567. Mixture proportions shall be based on the highest percentage of SCM required to mitigate ASR reactivity. Specific requirements for ASR testing shall be addressed in the concrete specification.

The need for sulfate resistant cement shall be determined for all concrete in contact with soil or groundwater following the recommendations in ACI 318, Chapter 4.

(6) Structural Steel

Structural Steel shall be designed and constructed in accordance with the provisions of AISC 360, Specifications for Structural Steel Buildings. Design of cold-formed steel structural members shall be in accordance with the provisions of AISI S100, Specification for the Design of Cold-Formed Steel Structural Members.

(7) Reinforcing Steel

Reinforcing steel shall be deformed bars conforming to ASTM A615, grade 60, Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement. Concrete cast directly against and permanently exposed to earth shall have a minimum concrete cover over reinforcement of 3”. Concrete exposed to earth or weather shall have a minimum of 2” cover over reinforcement for #6 rebar & up; 1-1/2” concrete cover for #5 rebar and smaller.

(8) HPV/LPD Pit

The pits shall be shallow water-tight fiberglass type pits. Reinforced concrete shell shall be designed to resist all applicable lateral and vertical loading, including effects due to water table and surface surcharge loads.

Foundations

Foundations shall be in accordance with the requirements of the geotechnical investigation. The design-build team is responsible for conducting a subsurface investigation to obtain all geotechnical information required for the design of all aspects of the project.

The Contractor shall provide a narrative summary of the foundation system, including method for determination of the bearing capacity, maximum allowable bearing capacity, and lateral force capacity of the foundation, as well as other soil parameters used in the design. Provide all pertinent information, such as capacity, size, dimensions, and a list of materials with design strengths.

(9) Geotechnical Considerations

Preliminary Geotechnical Report

No preliminary geotechnical information is provided by the Government in this document. The Contractor is responsible for obtaining preliminary geotechnical information as needed to prepare a bid. The Government assumes no liability for geotechnical assumptions made by the Contractor.

(10) Final Geotechnical Report

The Contractor shall be responsible for conducting a final geotechnical investigation and preparing a final geotechnical report that will govern all aspects of geotechnical and pavement design of the project. Submit the final geotechnical report with the first foundation of site design submittal. Conduct the final geotechnical investigation and prepare the report in accordance with generally accepted geotechnical engineering principles and practices. The report shall be prepared and sealed by a licensed professional geotechnical engineer. The engineer shall have at least 5 years of experience preparing geotechnical reports in similar soil conditions.

The final geotechnical report shall address all geotechnical and subsurface features included in the project. The final report will be prepared in sufficient detail to accurately characterize site conditions and provide final design parameters for utility excavations; structural foundations for canopies; pavements; dewatering requirements, at a minimum. Any assumptions shall be documented in the final geotechnical report. Soil boring logs, laboratory testing data, and calculations used to support recommendations shall be included in appendices to the report. The final geotechnical report shall address any unusual site conditions such as expansive soil or collapse-susceptible soils or shallow bedrock found at the project site. Mitigation options for addressing problem soils/bedrock shall be addressed in the final report, along with a preferred option based on site conditions, risk, and cost.

c. Electrical

Not applicable to this deficiency.

d. Mechanical

HPV/LPD Pits

The Contractor shall demolish HPV/LPD Pits 3, 4, 6, 8, 10, 12, 14, 15, 19, & 20. The Contractor shall replace the pits with shallow water-tight LPD/HPV pits. The pits are located in grassy areas and should be rated for vehicle traffic. The Contractor shall recoat all previously exposed piping associated with the pits. The new shallow water-tight pits will be as follows:

Pit 3 – One HPV

Pit 4 – One HPV

Pit 6 – One LPD

Pit 8 – Two LPD

Pit 10 – Two LPD

Pit 12 – One LPD

Pit 14 – One HPV

Pit 15 – One HPV

Pit 19 – One LPD

Pit 20 – One LPD

f. Architectural

Not applicable to this deficiency.

g. Other engineering disciplines (as required).

Not applicable to this deficiency.

1.2.2 Permitting Requirements and Compliance

The Contractor shall coordinate with base personnel at Daegu AB regarding required permits for construction. A potential list of typical permits include:

(1) Base Work Clearance Request.

(2) Erosion Control Permit.

(3) Dig Permit.

1.3 Deficiency Number: TAE004

Deficiency Title: Upgrade/Repair Valve Pit 7 Installation: Daegu AB Deficiency Summary: Enlarge Pit 7, replace corroded pipe, inspect local buried pipe, and provide isolation plug valves and thermal relief valves. All valves and flanges should be contained within pit.

1.3.1 Basis of Design

Valve Pit 7 has external exposed piping and spectacle blinds that should be replaced with isolation valves.

Civil Scope

The Contractor shall excavate soil, check for contamination, backfill and restore grades to match surrounding elevations.

Structural Scope

New enlarged valve pit shall be installed in demolished pit location. Enlarged pit shall have internal dimensions of 5.0x4.2 meters. Pit shall be constructed of a reinforced concrete shell and foundation. New rolling pit cover shall be installed over the new pit.

Pit shall be equipped with removable galvanized grating and associated steel support framing that will allow operators to access valve handles without entering the pit.

Mechanical Scope

The Contractor shall demolish and replace existing corroded piping in the pit and install thermal relief valves. Replace existing spectacle blinds with DBB valves for pipeline isolation. DBB valves shall be equipped with extended handles that rise above the access grating that will be installed in the pit.

Applicable Codes and Standards.

(a) IBC Code International Building Code (IBC) 2012.

(b) ASCE 7-10 Minimum Design Loads for Buildings & Other Structures.

(c) UFC 1-200-01 General Building Requirements.

(d) UFC 3-301-01 Structural Engineering.

(e) ACI 318-11 Building Code Requirements for Structural Concrete.

(f) NFPA 30 Flammable and Combustible Liquids Code.

(g) UFC 3-460-01 Design: Petroleum Fuel Facilities.

(h) MIL-PRF-85285 Coating: Polyurethane Aircraft and Support Equipment.

(i) MIL-DTL-24441 Paint, Epoxy-Polyamide.

(j) API SPEC 6D Specifications for Pipeline Valves.

(k) UFC 3-201-01 Civil Engineering.

The Design-Build Contractor shall provide all incidentals required for work performed to complete the requirements listed above.

Applicable Specifications.

(a) UFGS 03 30 00 Cast in Place Concrete.

(b) UFGS 05 50 13 Miscellaneous Metal Fabrications.

(c) UFGS 05 59 10 Rolling Cover for Aviation Refueling Vaults.

(d) UFGS 33 52 43.13 Aviation Fuel Piping.

(e) UFGS 33 08 55 Commissioning of Fuel Facility Systems.

(f) UFGS 31 00 00 Earthwork.

Applicable Drawings.

(a) G-103 Deficiency Site Plan West Bulk Storage Facility.

(b) F-506 Upgrade/Repair Valve Pit 7.

(c) S-303 Upgrade Valve Pit 7 – Wall Sections.

(d) S-304 Upgrade Valve Pit 7 – Rolling Pit Cover.

(e) S-312 Upgrade Valve Pit 7 – Grating Details.

a. Civil

Excavate, Backfill, and Grading

Contractor shall conduct utility location around excavation areas to ensure the absence of conflicts between existing utilities and new work.

The Contractor shall demolish and remove existing valve pit 7 concrete (5 cubic meters). Excavate approximately 40 cubic meters of soil as part of the removal and replacement of valve pit 7 with a new larger valve pit. During excavation, inspect for contaminated soils and notify the contracting officer if contaminated soils are detected. Once the new enlarged valve pit has been installed, restore grades to match the surrounding ground elevations and ensure no ponding occurs. Vegetate all disturbed areas with permanent seeding to match the existing surrounding vegetation.

b. Structural

Dead and Live Loads

Dead and live loads used for design shall be in accordance with the ASCE 7-10.

Snow Loads

Snow loads shall be calculated in accordance with the ASCE 7-10. The minimum ground snow load shall be 0.96 kPa.

Wind Loads

Wind loads shall be calculated in accordance with ASCE 7-10 using a “3-second gust” wind speed of 234 km/hr and Exposure Category “C”.

Seismic Loads

The structure shall be designed for the seismic requirements as defined by the International Building Code, IBC 2012. For Daegu South Korea, use Spectral Response SS=0.30g and S1=0.14g, with assumed Site Class “D” (to be verified by qualified geotechnical engineer).

Concrete

Concrete shall be in accordance with provisions of the ACI 318.

A minimum compressive strength (f’c) of 4,000 psi at 28 days unless otherwise stated in the specifications shall be used for design and construction of all structural concrete. Acceptance testing for concrete shall be based on four or six inch diameter cylinders fabricated and tested according to requirements in ASTM C31 and ASTM C39.

Concrete shall have a water-cement ratio not to exceed 0.45. Concrete placement during hot weather shall comply with recommendations of ACI 305R. Concrete placement during cold weather shall comply with recommendations of ACI 306R. All concrete shall be cured for a minimum of 7 days in accordance with the specification requirements.

Exterior concrete shall be air entrained with the total air content measured at the point of placement in compliance with ACI 318. Concrete slump shall be in accordance with requirements in the concrete specification. Aggregate shall meet the minimum quality requirements of ASTM C33, and comply with the appropriate class designation in ASTM C33.

The potential for alkali-silica reaction (ASR) shall be investigated for concrete pavement and all exterior structural concrete. The accepted standard for measuring the ASR potential of aggregates is ASTM C1260. This test method shall be performed on all proposed fine and coarse aggregates individually. Expansions less than 0.10% shall be considered innocuous for structural concrete. When aggregates fail to meet requirements in Appendix XI of ASTM C1260, reject aggregates and select a new sources of aggregate for additional testing. Alternatively, supplemental cementitious material such as flyash or ground-granulated blast furnace slag may be used as a partial substitute for cement to reduce the measured expansion to 0.10% or less. Testing to determine the appropriate percentage of SCM shall be determined by ASTM C1567. Mixture proportions shall be based on the highest percentage of SCM required to mitigate ASR reactivity. Specific requirements for ASR testing shall be addressed in the concrete specification.

The need for sulfate resistant cement shall be determined for all concrete in contact with soil or groundwater following the recommendations in ACI 318, Chapter 4.

Structural Steel

Structural Steel shall be designed and constructed in accordance with the provisions of AISC 360, Specifications for Structural Steel Buildings.. Design of cold-formed steel structural members shall be in accordance with the provisions of AISI S100, Specification for the Design of Cold-Formed Steel Structural Members.

Reinforcing Steel

Reinforcing steel shall be deformed bars conforming to ASTM A615, grade 60, Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement. Concrete cast directly against and permanently exposed to earth shall have a minimum concrete cover over reinforcement of 3”. Concrete exposed to earth or weather shall have a minimum of 2” cover over reinforcement for #6 rebar & up; 1-1/2” concrete cover for #5 rebar and smaller.

Valve Pit

The pits shall be a rectangular cast-in-place reinforced concrete pit. Pit walls & base shall be designed to resist all applicable lateral and vertical loading, including effects due to water table and surface surcharge loads. Wall-base joint shall include a shear key and a fuel-resistant waterstop.

Rolling Pit Cover

The Contractor shall provide rolling pit cover over half of pit opening to provide water-tight covering with access to pit. Rolling pit cover track shall be anchored to top of existing pit wall, and shall allow the cover to be extended out in the opposite direction of the permanent lid. Proper steps shall be taken in design to ensure no leakage at the joint between the rolling pit cover and the permanent sheet cover.

Grating

Grating shall be designed to accommodate gravity loading required, spanning a maximum 1.2 meters. Grating shall be removable, and shall typically rest on angle shelves anchored to the existing wall. For pit dimensions requiring additional intermediate support to accommodate grating span limitations, structural steel beams shall be provided, anchoring into the existing wall. Steel supports shall be located in a way such that the grating can be removed without requiring removal of valve handle.

Internal steel supports shall be bolted to shear tabs at wall to allow removal for access below. Wall anchorage shall be provided using post-installed anchors designed in accordance with ACI 318 Appendix D.

Foundations

Foundations shall be in accordance with the requirements of the geotechnical investigation. The design-build team is responsible for conducting a subsurface investigation to obtain all geotechnical information required for the design of all aspects of the project.

The Contractor shall provide a narrative summary of the foundation system, including method for determination of the bearing capacity, maximum allowable bearing capacity, and lateral force capacity of the foundation, as well as other soil parameters used in the design. Provide all pertinent information, such as capacity, size, dimensions, and a list of materials with design strengths.

Geotechnical Considerations

Preliminary Geotechnical Report

No preliminary geotechnical information is provided by the Government in this document. The Contractor is responsible for obtaining preliminary geotechnical information as needed to prepare a bid. The Government assumes no liability for geotechnical assumptions made by the Contractor.

Final Geotechnical Report

The Contractor shall be responsible for conducting a final geotechnical investigation and preparing a final geotechnical report that will govern all aspects of geotechnical and pavement design of the project. The final geotechnical report will be submitted with the first foundation of site design submittal. The final geotechnical investigation and report will be conducted and prepared in accordance with generally accepted geotechnical engineering principles and practices. The report will be prepared and sealed by a licensed professional geotechnical engineer with at least 5 years of experience preparing geotechnical reports in similar soil conditions.

The final geotechnical report shall address all geotechnical and subsurface features included in the project. The final report will be prepared in sufficient detail to accurately characterize site conditions and provide final design parameters for utility excavations; structural foundations for canopies; pavements; dewatering requirements, at a minimum. Any assumptions shall be documented in the final geotechnical report. In addition, soil boring logs, laboratory testing data, and calculations used to support recommendations shall be included in appendices to the report. The final geotechnical report shall address any unusual site conditions such as expansive soil or collapse-susceptible soils or shallow bedrock found at the project site. Mitigation options for addressing problem soils/bedrock shall be addressed in the final report, along with a preferred option based on site conditions, risk, and cost.

c. Electrical

d. Mechanical

Piping and Valve Modifications

The Contractor shall isolate and drain associated piping. Excavate associated buried piping and demolish approximately one (1) meter beyond the extents of the valve pit.

Demolish remaining pit appurtenances. Upon completion of the new pit walls extending to include the two (2) DN200 crossover connection, weld and tie-in new valve pit piping as indicated on the drawings. New pipe material shall match existing pipe. Install seven (7) new double block and bleed type isolation valves within the pit. The new DBB valves shall be non-lubricated, double seated, and trunnion mounted. Seals shall be Viton and held in place by dovetail connections. Valve handles shall extend above the grating for ease of operation.

Thermal Relief Valves

Thermal relief valves shall be installed on isolated piping runs to prevent over pressurization due to thermal expansion. Install balanced type fully enclosed, angle pattern, single port type relief valves with a default factory setting of 1.8 MPa unless otherwise noted on the drawings. DN25 isolation ball valves shall be placed on either side of the relief valves for maintenance.

Aboveground Pipe Coating

Repaired piping shall be painted with primer and intermediate coatings that comply with MIL-STD-24441. A final polyurethane top coat shall comply with MIL-PRF- 85285.

e. Fire

g. Other engineering disciplines (as required)

1.3.2 Permitting Requirements and Compliance

The Contractor shall coordinate with base personnel at Daegu AB regarding required permits for construction. A potential list of typical permits may include:

(1) Base Work Clearance Request.

(2) Erosion Control Permit.

(3) Dig Permit.

1.4 Deficiency Number: TAE006

Deficiency Title: Provide Additional Containment around Strainer and Adjacent Slop Tank Installation: Daegu AB Deficiency Summary: Install secondary containment under valves and flanges to collect potential spills.

1.4.1 Basis of Design

There is no containment to collect incidental spills that may occur around the basket strainer and slop tank.

Civil Scope

The Contractor shall provide concrete containment pad and curb to provide spill containment for basket strainer and aboveground pipe flanges.

Structural Scope

The Contractor shall provide new concrete pad around existing man-way. Provide leak-proof anchorage of box top to pad.

Applicable Codes and Standards.

(a) NFPA 30 Flammable and Combustible Liquids Code.

(b) UFC 3-460-01 Design: Petroleum Fuel Facilities.

(c) UFC 3-201-01 Civil Engineering.

(d) UFC 3-250-08 Standard Practice for Sealing Joints and Cracks in Rigid and Flexible Pavements.

(e) IBC International Building Code (IBC) 2012.

(f) ASCE 7-10 Minimum Design Loads for Buildings and Other Structures.

(g) UFC 1-200-01 General Building Requirements.

(h) UFC 3-301-01 Structural Engineering.

(i) ACI 318-11 Building Code Requirements for Structural Concrete.

(j) AISC 360-10 Specification for Structural Steel Buildings.

(k) UFC 3-250-01FA Pavement Design for Roads, Streets, Walks, and Open Storage Areas.

The Design-Build Contractor shall provide all incidentals required for work performed to complete the requirements listed above.

Applicable Specifications.

(a) UFGS 03 30 53 Miscellaneous Cast in Place Concrete.

(b) UFGS 32 00 00 Cast In Place Concrete.

(c) UFGS 31 00 00 Earthwork.

(d) UFGS 31 11 00 Clearing and Grubbing.

(e) UFGS 31 32 11 Soil Surface Erosion Control.

(f) UFGS 32 01 19 Field Molded Sealants for Sealing Joints in Rigid Pavements.

(g) UFGS 32 92 19 Seeding.

(h) UFGS 33 40 00 Storm Drainage Utilities.

Applicable Drawings.

(a) G-102 Deficiency Site Plan South Bulk Storage

Facility

(b) C-130 Provide Concrete Containment Around Strainer Near Rail Receipt ANC Concrete Pad at Adjacent Slop Tank Facility 628.

a. Civil

Concrete Pad and Curb

Contractor shall conduct utility location around excavation areas to ensure the absence of conflicts between existing utilities and new work.

The Contractor shall provide an approximately 1.5m x 1.5m concrete pad beneath the existing basket strainer and associated drain line flanges. The concrete pad shall be 150mm thick and reinforced with welded wire reinforcement. The concrete pad will be turned down at the edges to prevent movement and will have a 150mm high and

150mm thick concrete curb surrounding all sides. The construction and contraction joints shall be filled with backer rod and sealed using water and fuel resistant joint sealant. Subgrade below the new concrete shall be compacted in accordance with a geotechnical engineer’s recommendations to ensure settling does not occur after construction.

Grading and Drainage

The concrete containment pad shall be poured at a 0.5% slope towards the downstream side of the existing grade surrounding the proposed area of construction.

The downstream side of the containment area shall contain a 50mm stainless steel pipe penetration though the curb to allow accumulated stormwater to be released.

The 50mm stainless steel pipe shall be equipped with a 50mm stainless steel ball valve. The existing grades surrounding the proposed containment area shall be modified to ensure positive drainage is provided around the new concrete and that no ponding will occur upon completion of construction. The finished grade shall be stabilized with grass to match existing ground stabilization.

Dead and Live Loads

Dead and live loads used for design shall be in accordance with the ASCE 7-10.

Snow Loads

Snow loads shall be calculated in accordance with the ASCE 7-10. The minimum ground snow load shall be 0.96 kPa.

Wind Loads

Wind loads shall be calculated in accordance with ASCE 7-10 using a “3-second gust” wind speed of 234 km/hr and Exposure Category “C”.

Seismic Loads

The structure shall be designed for the seismic requirements as defined by the International Building Code, IBC 2012. For Daegu South Korea, use Spectral Response SS=0.30g and S1=0.14g, with assumed Site Class “D” (to be verified by qualified geotechnical engineer).

Concrete

Concrete shall be in accordance with provisions of the ACI 318.

A minimum compressive strength (f’c) of 4,000 psi at 28 days unless otherwise stated in the specifications shall be used for design and construction of all structural concrete. Acceptance testing for concrete shall be based on four or six inch diameter cylinders fabricated and tested according to requirements in ASTM C31 and ASTM C39.

Concrete shall have a water-cement ratio not to exceed 0.45. Concrete placement during hot weather shall comply with recommendations of ACI 305R. Concrete placement during cold weather shall comply with recommendations of ACI 306R. All concrete shall be cured for a minimum of 7 days in accordance with the specification requirements.

Exterior concrete shall be air entrained with the total air content measured at the point of placement in compliance with ACI 318. Concrete slump shall be in accordance with requirements in the concrete specification. Aggregate shall meet the minimum quality requirements of ASTM C33, and comply with the appropriate class designation in ASTM C33.

The potential for alkali-silica reaction (ASR) shall be investigated for concrete pavement and all exterior structural concrete. The accepted standard for measuring the ASR potential of aggregates is ASTM C1260. This test method shall be performed on all proposed fine and coarse aggregates individually. Expansions less than 0.10% shall be considered innocuous for structural concrete. When aggregates fail to meet requirements in Appendix XI of ASTM C1260, reject aggregates and select a new sources of aggregate for additional testing. Alternatively, supplemental cementitious material such as flyash or ground-granulated blast furnace slag may be used as a partial substitute for cement to reduce the measured expansion to 0.10% or less. Testing to determine the appropriate percentage of SCM shall be determined by ASTM C1567. Mixture proportions shall be based on the highest percentage of SCM required to mitigate ASR reactivity. Specific requirements for ASR testing shall be addressed in the concrete specification.

The need for sulfate resistant cement shall be determined for all concrete in contact with soil or groundwater following the recommendations in ACI 318, Chapter 4.

Reinforcing Steel

Reinforcing steel shall be deformed bars conforming to ASTM A615, grade 60, Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement. Concrete cast directly against and permanently exposed to earth shall have a minimum concrete cover over reinforcement of 3”. Concrete exposed to earth or weather shall have a minimum of 2” cover over reinforcement for #6 rebar & up; 1-1/2” concrete cover for #5 rebar and smaller.

Concrete Pad

Concrete pad shall be sized and reinforced for applicable loading and requirements of ACI 318. Provide minimum 150mm pad footprint beyond existing slop pit box on all sides. Anchorage of box to slab shall be designed in accordance with ACI 318 appendix D. Joint filler Fuel resistant joint sealant shall be applied at joint between existing man-way and new pad, as well as the interface between the box and new pad to provide leak-resistance.

Foundations

Foundations shall be in accordance with the requirements of the geotechnical investigation. The design-build team is responsible for conducting a subsurface investigation to obtain all geotechnical information required for the design of all aspects of the project.

The Contractor shall provide a narrative summary of the foundation system, including method for determination of the bearing capacity, maximum allowable bearing capacity, and lateral force capacity of the foundation, as well as other soil parameters used in the design. Provide all pertinent information, such as capacity, size, dimensions, and a list of materials with design strengths.

Geotechnical Considerations

Preliminary Geotechnical Report

No preliminary geotechnical information is provided by the Government in this document. The Contractor is responsible for obtaining preliminary geotechnical information as needed to prepare a bid. The Government assumes no liability for geotechnical assumptions made by the Contractor.

Final Geotechnical Report

The Contractor shall be responsible for conducting a final geotechnical investigation and preparing a final geotechnical report that will govern all aspects of geotechnical and pavement design of the project. The final geotechnical report will be submitted with the first foundation of site design submittal. The final geotechnical investigation and report will be conducted and prepared in accordance with generally accepted geotechnical engineering principles and practices. The report will be prepared and sealed by a licensed professional geotechnical engineer with at least 5 years of experience preparing geotechnical reports in similar soil conditions.

The final geotechnical report shall address all geotechnical and subsurface features included in the project. The final report will be prepared in sufficient detail to accurately characterize site conditions and provide final design parameters for utility excavations; structural foundations for canopies; pavements; dewatering requirements, at a minimum. Any assumptions shall be documented in the final geotechnical report. In addition, soil boring logs, laboratory testing data, and calculations used to support recommendations shall be included in appendices to the report. The final geotechnical report shall address any unusual site conditions such as expansive soil or collapse-susceptible soils or shallow bedrock found at the project site. Mitigation options for addressing problem soils/bedrock shall be addressed in the final report, along with a preferred option based on site conditions, risk, and cost.

c. Electrical

Not applicable to this deficiency.

d. Mechanical

Not applicable to this deficiency.

g. Other engineering disciplines (as required)

Not applicable to this deficiency.

1.4.2 Permitting Requirements and Compliance

The Contractor shall coordinate with base personnel at Daegu AB regarding required permits for construction. A potential list of typical permits may include:

(1) Base Work Clearance Request.

(2) Erosion Control Permit.

(3) Dig Permit.

1.5 Deficiency Number: TAE007

Deficiency Title: Repair Concrete Pipe support Installation: Daegu AB Deficiency Summary: Demolish and replace angled pipe support.

1.5.1 Basis of Design

The angled support is imposing an unnecessary moment on the end of the rail receipt line.

A second improper support has been installed as a temporary relief.

Structural Scope

New pipe support shall be of guide type, allowing thermal expansion/contraction along the axis of the pipe. Pipe support shall be structural steel, with baseplate anchored to existing concrete slab via post-installed anchors.

Mechanical Scope

Replace pipe support with guided support shown in Facility Plate 020 of UFC 3-460-01.

Applicable Codes and Standards.

(a) IBC International Building Code (IBC) 2012.

(b) ASCE 7-10 Minimum Design Loads for Buildings and Other Structures.

(c) UFC 1-200-01 General Building Requirements.

(d) UFC 3-301-01 Structural Engineering.

(e) ACI 318-11 Building Code Requirements for Structural Concrete.

(f) AISC 360-10 Specification for Structural Steel Buildings.

(g) NFPA 30. Flammable and Combustible Liquids Code.

(h) UFC 3-460-01 Design: Petroleum Fuel Facilities.

Applicable Specifications.

(a) UFGS 05 50 13 Miscellaneous Metal Fabrications.

(b) UFGS 33 52 43.13 Aviation Fuel Piping.

Applicable Drawings.

(a) G-102 Deficiency Site Plan South Storage Facility.

(b) F-507 Repair Concrete Pipe Support.

a. Civil

Not applicable to this deficiency.

b. Structural

Dead and Live Loads

Dead and live loads used for design shall be in accordance with the ASCE 7-10.

Snow Loads

Snow loads shall be calculated in accordance with the ASCE 7-10. The minimum ground snow load shall be 0.96 kPa.

Wind Loads

Wind loads shall be calculated in accordance with ASCE 7-10 using a “3-second gust” wind speed of 234 km/hr and Exposure Category “C”.

Seismic Loads

The structure shall be designed for the seismic requirements as defined by the International Building Code, IBC 2012. For Daegu South Korea, use Spectral Response SS=0.30g and S1=0.14g, with assumed Site Class “D” (to be verified by qualified geotechnical engineer).

Concrete

Concrete shall be in accordance with provisions of the ACI 318.

A minimum compressive strength (f’c) of 4,000 psi at 28 days unless otherwise stated in the specifications shall be used for design and construction of all structural concrete. Acceptance testing for concrete shall be based on four or six inch diameter cylinders fabricated and tested according to requirements in ASTM C31 and ASTM C39.

Concrete shall have a water-cement ratio not to exceed 0.45. Concrete placement during hot weather shall comply with recommendations of ACI 305R. Concrete placement during cold weather shall comply with recommendations of ACI 306R. All concrete shall be cured for a minimum of 7 days in accordance with the specification requirements.

Exterior concrete shall be air entrained with the total air content measured at the point of placement in compliance with ACI 318. Concrete slump shall be in accordance with requirements in the concrete specification. Aggregate shall meet the minimum quality requirements of ASTM C33, and comply with the appropriate class designation in ASTM C33.

The potential for alkali-silica reaction (ASR) shall be investigated for concrete pavement and all exterior structural concrete. The accepted standard for measuring the ASR potential of aggregates is ASTM C1260. This test method shall be performed on all proposed fine and coarse aggregates individually. Expansions less than 0.10% shall be considered innocuous for structural concrete. When aggregates fail to meet requirements in Appendix XI of ASTM C1260, reject aggregates and select a new sources of aggregate for additional testing. Alternatively, supplemental cementitious material such as flyash or ground-granulated blast furnace slag may be used as a partial substitute for cement to reduce the measured expansion to 0.10% or less. Testing to determine the appropriate percentage of SCM shall be determined by ASTM C1567. Mixture proportions shall be based on the highest percentage of SCM required to mitigate ASR reactivity. Specific requirements for ASR testing shall be addressed in the concrete specification.

The need for sulfate resistant cement shall be determined for all concrete in contact with soil or groundwater following the recommendations in ACI 318, Chapter 4.

Structural Steel

Structural Steel shall be designed and constructed in accordance with the provisions of AISC 360, Specifications for Structural Steel Buildings.. Design of cold-formed steel structural members shall be in accordance with the provisions of AISI S100, Specification for the Design of Cold-Formed Steel Structural Members.

Reinforcing Steel

Reinforcing steel shall be deformed bars conforming to ASTM A615, grade 60, Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement. Concrete cast directly against and permanently exposed to earth shall have a minimum concrete cover over reinforcement of 3”.