Attch_1_-_Appendix_A.pdf

FA8903-16-B-0015

Attachment 1

16 March 2016

Appendix A

APPENDIX A STATEMENT OF REQUIREMENTS (SOR)

The tables below and the paragraphs that follow summarize the twenty six (26) deficiencies identified at Kwangju 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 Kwangju AB

Deficiency

Number Deficiency Title Drawings UFGS Sections

Design

Level Required1

Bulk Storage - Facility 1305

1.1 N-007586-05 (1) Repair Containment G-104, C-101 03 30 00.00 10 31 00 00 31 11 00 31 32 11 32 01 19 32 92 19 33 40 00 03 30 53

A

1.2 KJU005 Replace Tank 1305 Branch Valve Pit G-104, S-304, S-305, F-502

03 30 00 33 52 43.13 31 00 00 05 59 10

B

1.3 KJU009 Provide Rolling Pit Covers G-105, S-302 05 59 10 B

Bulk Storage – Facility 1311

1.4 N-007586-05 (2) Repair Containment G-104, C-102 03 30 00.00 10 31 00 00 31 11 00 31 32 11 32 01 19 32 92 19 33 40 00

A

Bulk Storage – Facility 1315

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Appendix A

Deficiency Title Drawings UFGS Sections

Design

Level Required1

1.5 N-007586-05 (3) Repair Containment G-106, C-103 03 30 00.00 10 03 30 53 31 00 00 31 11 00 31 32 11 32 01 19 32 92 19 33 40 00

A

1.6 N-007604-06 Replace valves, Perform Pipe Pressure

Test

G-106, F-503 33 52 43.13 A

1.7 KJU010 Replace Elastomeric Seals in Pit G-106, F-504 33 52 43.13 31 00 00

A

Bulk Storage – Facility 1312

1.8 KJU023 Tempered Eyewash G-105, C-160

P-102, P-502, E-502

22 00 00 26 00 00.00 20 26 20 00 03 30 53 31 00 00 03 30 00 03 30 53

B

Bulk Storage – Facility 1317

1.9 N-007600-05 Install Deadman

G-105, F-507, E-102

33 52 43.14 26 00 00.00 20 26 20 00

B

1.10 KJU004 Provide Concrete Containment G-105, C-120 03 30 00.00 10 31 00 00 31 11 00 31 32 11 32 01 19 32 92 19 33 40 00 03 30 53

B

1.11 KJU008 Replace Pipe Penetrations G-105, F-508 33 52 43.13 A

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Deficiency Title Drawings UFGS Sections

Design

Level Required1

1.12 KJU011 Replace Sections of Spalled Concrete G-105, C-140 C-540

02 41 00 31 00 00 31 32 11 32 01 19 32 11 23 32 13 13.06

B

1.13 KJU019 Grounding G-105, E-402 26 00 00.00 20

26 20 00

A

1.14 KJU022 Eyewash Station G-105, C-180

P-104, P-504, E-504

26 20 00 03 30 00 03 30 53

B

Bulk Storage – Facility 1307

1.15 N-037448-08 Illumination Study G-105, E-101, E-501

26 00 00.00 20 26 20 00 26 56 00

B

Bulk Storage – Facility 1316

1.16 KJU001 Install Catwalks G-105, S-102 05 50 13

05 51 00 05 52 00

B

1.17 KJU002 Replace Threaded Pipe, Thermal

Reliefs

G-105, F-505, F-506

33 52 43.13 A

1.18 KJU018 Tempered Eyewash G-105, C-170

P-103, P-503, E-503

26 20 00 03 30 53 31 00 00 03 30 00 03 30 53

B

Bulk Storage – Facility 1308

1.19 N-040875-11 (1) Install Two PD Meters for Bi-

Directional Flow Metering

G-105, F-509 33 52 43.11 33 52 43.13

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Deficiency Title Drawings UFGS Sections

Design

Level Required1

1.20 N-040875-11 (2) Install Filter Separators, Valves, etc. G-105, S-103, S-303, F-510, E-406

03 30 00 33 52 43.11 33 52 43.13 33 52 43.14 33 52 43.28

1.21 KJU013 Tempered Eyewash G-105, C-150

P-101, P-501, E-505

26 20 00 03 30 53 31 00 00 03 30 00

B

Bulk Storage – Facility 712

1.22 KJU003 (1) Demolish Tank G-102, C-110

C-510, F-501, E-401

26 20 00 31 00 00 02 41 00 31 11 00 31 32 11 32 92 19

B

Bulk Storage – Facility 713

1.23 KJU003 (2) Demolish Tank G-102, C-111

C-510, F-515, E-408

26 20 00 31 00 00 02 41 00 31 11 00 31 32 11 32 92 19

B

Military Service Station – Facility 2136

1.24 N-037447-08 Replace Brass Valves G-101, F-513 33 52 43.13 A

Military Service Station – Facility 2137

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Deficiency Title Drawings UFGS Sections

Design

Level Required1

1.25 KJU006 (1) Demolish Ground Product Tank G-101, C-130

F-511, E-403

26 20 00 31 00 00 02 41 00 31 11 00 31 32 11 32 92 19

A

Military Service Station – Facility 2138

1.26 KJU006 (2) Demolish Ground Product Tank G-101, C-131

F-514, E-407

26 20 00 31 00 00 02 41 00 31 11 00 31 32 11 32 92 19

A

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

BULK STORAGE - FACILITY 1305

Facility 1305 is a bladder fuel farm located next to the apron near the hardened aircraft shelters on the north side of the base.

1.1 Deficiency Number: N-007586-05 (1)

Facility: 1305 Deficiency Title: Repair Containment Deficiency Summary: Provide spill containment curb around sump separator on top of tank.

1.1.2 Basis of Design

None of the sump separator tanks have a concrete shop keeping pad around the base to collect incidental spills.

The Contractor shall provide a 3.0m x 3.0m x 0.15m thick concrete containment pad and 0.5m high curb to provide spill containment for sump separator and aboveground flanged

16 March 2016

Appendix A and threaded pipe and equipment connections. The pad shall be equipped with a lockable drain valve capable of draining the pad of collected rainfall after inspection.

Applicable Codes and Standards.

(a) API 510 Pressure Vessel Inspection Code.

(b) NFPA 30 Flammable and Combustible Liquids Code.

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

(d) UFC 3-250-04 Standard Practice for Concrete Pavements.

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

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

(g) 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 00.00 10 Cast-In-Place Concrete.

(b) UFGS 31 00 00 Earthwork.

(c) UFGS 31 11 00 Clearing and Grubbing.

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

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

(f) UFGS 32 92 19 Seeding.

(g) UFGS 33 40 00 Storm Drainage Utilities.

(h) UFGS 03 30 53 Miscellaneous Cast-In-Place Concrete.

Applicable Drawings.

(a) G-104 Deficiency Site Plan Enlarged Bulk Storage Facility.

(b) C-101 Provide Concrete Containment Facility 1305.

a. Civil.

Concrete Pad and Curb

The Contractor shall provide (5000psi) 3.0m x 3.0m x 0.15m thick concrete equipment pad to surround the existing sump separator unit and associated drain line flanges. Concrete pad

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Appendix A will include 0.3m wide, 0.6m depth, thickened-edge on the outermost portion of the new slab to secure the slab in place. Concrete pad will include 0.15m high and 0.15m thick concrete curb surrounding all sides. Reinforcement shall be 152x152 MW18.7/18.7 wire reinforcement installed 40mm below the concrete surface with continuous #13 M rebar (2) installed throughout the thickened edge perimeter. The concrete pad shall be poured flush with the existing concrete pad supporting the sump separator unit. All pipe penetrations through the concrete pad shall have a pipe sleeve. The space between the pipe and the sleeve shall have a gasket and shall be sealed with water and fuel resistant joint sealant to prevent potential fuel spill from entering the subgrade. The construction joint between the new and existing concrete, as well as any contraction joints cut in the new concrete, will be filled with backer rod and sealed using water and fuel resistant joint sealant. Concrete pad must include 150mm aggregate base compacted to 95% laboratory maximum density.

Subgrade must be compacted to 95% of laboratory maximum density. The Contractor shall relocate the conduit for start/stop buttons to accommodate the new containment curb.

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 storm water to be released. The 50mm stainless steel pipe shall be equipped with a 50mm stainless steel ball valve which will remain normally closed to provide spill containment. The valve will be opened and storm water will be released upon inspection and only when it is determined that there is no presence of suspended hydrocarbons. 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.

b. Structural.

Not applicable to this deficiency.

c. Electrical.

Not applicable to this deficiency.

d. Mechanical.

Not applicable to this deficiency.

e. Fire.

Not applicable to this deficiency.

f. Architectural.

Not applicable to this deficiency.

g. Other engineering disciplines (as required).

Not applicable to this deficiency.

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Appendix A

1.1.3 Permitting Requirements and Compliance.

The Contractor shall coordinate with base personnel at Kwangju 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.

1.2 DEFICIENCY NUMBER: KJU005

Facility: 1305 Deficiency Title: Replace Tank 1305 Branch Valve Pit.

Deficiency Summary: Provide a new valve pit for tank 1305 including new piping, double block and bleed valves and elastomeric seals around piping penetrations.

1.2.1 BASIS OF DESIGN

There is no provision to isolate and/or pressure test the piping system from the tank pit.

In addition, there is no seal around the piping entering and exiting the valve pit to contain fuel leaks inside the pit.

The Contractor shall demolish existing pit and remove all mechanical equipment associated with the MOGAS tank. Turn over all removed valves and equipment to the government for possible reuse following inspection. Excavate soil around pit and demolish existing pit walls.

The Contractor shall install a new concrete valve pit and new isolation valves to isolate and control the system flow. The new valve pit shall be installed in demolished pit location. New pit shall have internal dimensions of 2.5m x2.3m x 2.4m. 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. The new pit shall be equipped with two DN300, one DN200 and three (3) DN150 double block and bleed valves, as well as relief systems and mechanical wall penetrations and boots to prevent water intrusion.

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

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

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

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

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Appendix A

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

(f) AISC 360 Specification for Structural Steel Buildings.

(g) API SPEC 6D Specification for Pipeline Valves.

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

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 31 00 00 Earthwork.

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

(d) UFGS 33 52 43.13 Aviation Fuel Piping.

Applicable Drawings.

(a) G-104

(b) S-304

(c) S-305

(d) F-502

Deficiency Site Plan Enlarged Bulk Storage Facility.

Replace Tank 1305 Branch Valve Pit.

Replace Tank 1305 Branch Valve Pit.

Replace Pipe Penetrations in Tank 1305 Branch Valve Pit.

Excavate, Backfill, and Grading

The Contractor shall demolish and remove existing valve pit concrete (5 cubic meters).

Excavate approximately 15 cubic meters of soil as part of the removal and replacement of valve pit 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.

(1) General

Design shall be performed and signed by a registered professional engineer.

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Appendix A

The Design analysis shall include basis of design, detailed calculations, and any additional information required.

Pit shall be designed and constructed to safely support all loads without exceeding the allowable stress for the materials of construction in the structural members and connections.

(2) Design Criteria

a. Dead and Live Loads

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

b. Snow Loads

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

c. 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”.

d. Seismic Loads

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

(3) 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

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Appendix A

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 flash 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.

(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.

(5) 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.

(6) 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 water stop.

(7) Rolling Pit Cover

The Contractor shall provide a 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 new 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.

(8) 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 new wall. For pit dimensions requiring additional

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Appendix A 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.

(9) 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.

(10) Geotechnical Considerations

(a) 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.

(b) Final Geotechnical Report

The contractor will 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-

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Appendix A 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.

Pipe 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, weld and tie-in new valve pit piping as indicated on the drawings. New pipe material shall match existing pipe.

The piping in the valve pit requires two (2) DN300, one (1) DN200 and three (3) DN150 double block and bleed valves.

Thermal Relief Valves

The Contractor shall install valve thermal relief on isolated piping runs to prevent over pressurization due to thermal expansion. The Contractor shall 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.

Pipe Penetration

The Contractor shall isolate, render vapor free, and drain existing piping within and around the pit. Cut and remove piping protruding through the wall in order to allow access to the wall opening. Core drill and remove concrete surrounding the six (6) piping penetrations through the pit wall approximately 50mm larger than the pipe diameter of the penetration.

Install new standard weight carbon steel pipe sleeves sized for the respective DN200, DN250, & DN350 cores that will extend through the pit wall. Connect piping system together by welding tie-in spool pieces to cut piping routed through the new sleeve. New pipe material shall match existing pipe. Install three (3) DN150, one (1) DN200, and two (2) DN300 adjustable elastomeric mechanical seals for the respective piping in the pit penetration sleeves along with a nonconductive centering element. The sleeve shall be sealed to the piping by buna-n penetration boots secured with stainless steel screw bands and an epoxy sealant shall be applied to seal the sleeve/concrete interface. 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.

e. Fire.

Not applicable to this deficiency.

f. Architectural.

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Appendix A

1.2.2 Permitting Requirements and Compliance.

The Contractor shall coordinate with base personnel at Kwangju 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 Permit.

1.3 Deficiency Number: KJU009

Facility: 1305 Deficiency Title: Provide Rolling Pit Covers Deficiency Summary: Provide Rolling Pit Covers.

1.3.1 Basis of Design

Two meter pits and one LPD pit share piping from abandoned tanks and are not covered with watertight lids.

Install water-tight pit lids above two existing metering pits and one existing LPD pit.

Existing pit dimensions are assumed to be 3.21m x 2.64m, but should be confirmed with field verification.

The pits shall be provided with a stationary steel sheet cover over half of the pit opening where equipment protrusions are located. At half of pit opening free of equipment, provide water tight rolling pit cover to allow access to pit.

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

16 March 2016

Appendix A

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

Applicable Specifications.

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

Applicable Drawings.

(a) G-105

(b) S-302

Deficiency Site Plan Enlarged Bulk Storage

Rolling Pit Cover Details.

b. Structural.

(1) General

Design shall be performed and signed by a registered professional engineer.

The Design analysis shall include basis of design, detailed calculations, and any additional information required.

The Contractor shall verify the design of the existing pit shall be to ensure it can safely support all loads without exceeding the allowable stress for the materials of construction in the structural members and connections.

(2) Design Criteria

(a) Dead and Live Loads

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

(b) Snow Loads

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

(c) 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”.

(d) Seismic Loads

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

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Appendix A

(3) 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.

(4) Rolling Pit Cover

The Contractor shall provide a 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.

c. Electrical.

Not applicable to this deficiency.

d. Mechanical.

Not applicable to this deficiency.

e. Fire.

Not applicable to this deficiency.

f. Architectural.

Not applicable to this deficiency.

g. Other engineering disciplines (as required).

Not applicable to this deficiency.

1.3.2 Permitting Requirements and Compliance.

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

(1) Base Work Clearance Request.

(2) Confined Space Permit.

BULK STORAGE - FACILITY 1311

Facility 1311 is a 100 MBBL tank used for storing JP-8 fuel. It is located in the main bulk storage tank farm.

1.4 Deficiency Number: N-007586-05 (2)

Facility: 1311 Deficiency Title: Repair Containment

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Appendix A

Deficiency Summary: Provide spill containment curb around sump separator on top of tank.

1.4.1 Basis of Design

None of the sump separator tanks have a concrete shop keeping pad around the base to collect incidental spills.

The Contractor shall provide a 3m x 3m x 150mm concrete containment pad and curb to provide spill containment for sump separator and aboveground flanged and threaded pipe and equipment connections. The pad shall be equipped with a lockable drain valve capable of draining the pad of collected rainfall after inspection.

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

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

(c) UFC 3-250-04 Standard Practice for Concrete Pavements.

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

(e) 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 00.00 10 Cast-In-Place Concrete.

(b) UFGS 31 00 00 Earthwork.

(c) UFGS 31 11 00 Clearing and Grubbing.

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

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

(f) UFGS 32 92 19 Seeding.

(g) UFGS 33 40 00 Storm Drainage Utilities.

(h) UFGS 03 30 53 Miscellaneous Cast-In-Place Concrete.

(a) G-104

Deficiency Site Plan Enlarged Bulk Storage

Provide Concrete Containment Facility 1311.

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Appendix A

(b) C-102

a. Civil.

Concrete Pad and Curb

The Contractor shall provide (5000psi) a 3.0m x 3.0m x 0.15m thick concrete equipment pad to surround the existing sump separator unit and associated drain line flanges. Concrete pad will include 0.3M wide, 0.6m depth, thickened-edge on the outermost portion of the new slab to secure the slab in place. Concrete pad will include 0.15m high and 0.15M thick concrete curb surrounding all sides.

Reinforcement shall be 152x152 MW 18.7/187 wire reinforcement installed 40mm below the concrete surface with continuous #13 M rebar (2) installed throughout the thickened edge perimeter. The concrete pad will be poured flush with the existing concrete pad supporting the sump separator unit. All pipe penetrations through the concrete pad shall have a pipe sleeve. The space between the pipe and the sleeve shall have a gasket and are to be sealed with water and fuel resistant joint sealant to prevent potential fuel spill from entering the subgrade. The construction joint between the new and existing concrete, as well as any contraction joints cut in the new concrete, will be filled with backer rod and sealed using water and fuel resistant joint sealant. Concrete pad must include 150mm aggregate base compacted to 95% laboratory maximum density. Subgrade must be compacted to 95% of laboratory maximum density. Conduit for start/stop buttons will be relocated to accommodate new containment curb.

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 storm water to be released.

The 50mm stainless steel pipe shall be equipped with a 50mm stainless steel ball valve which will remain normally closed to provide spill containment. The valve will be opened and storm water will be released upon inspection and only when it is determined that there is no presence of suspended hydrocarbons. 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.

b. Structural.

Not applicable to this deficiency.

c. Electrical.

Not applicable to this deficiency.

d. Mechanical.

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Appendix A

e. Fire.

Not applicable to this deficiency.

f. Architectural.

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 Kwangju 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.

BULK STORAGE - FACILITY 1315

Facility 1315 is a 60 MBBL tank used for storing JP-8 fuel. It is located in the main bulk storage tank farm.

1.5 Deficiency Number: N-007586-05 (3)

Facility: 1315 Deficiency Title: Repair Containment Deficiency Summary: Provide spill containment curb around sump separator on top of tank.

1.5.1 Basis of Design

None of the sump separator tanks have a concrete shop keeping pad around the base to collect incidental spills.

The Contractor shall provide a 3m x 3m x 150mm concrete containment pad and curb to provide spill containment for sump separator and aboveground flanged and threaded pipe and equipment connections. The pad shall be equipped with a lockable drain valve capable of draining the pad of collected rainfall after inspection.

Applicable Codes and Standards.

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

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

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Appendix A

(c) UFC 3-250-04 Standard Practice for Concrete Pavements.

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

(e) 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 00.00 10 Cast-In-Place Concrete.

(b) UFGS 31 00 00 Earthwork.

(c) UFGS 31 11 00 Clearing and Grubbing.

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

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

(f) UFGS 32 92 19 Seeding.

(g) UFGS 33 40 00 Storm Drainage Utilities.

(h) UFGS 03 30 53 Miscellaneous Cast-In-Place Concrete.

(a) G-106

(b) C-103

Facility.

Provide Concrete Containment Facility 1315.

a. Civil.

Concrete Pad and Curb

The Contractor shall provide (5000psi) a 3.0m x 3.0m x 0.15m thick concrete equipment pad to surround the existing sump separator unit and associated drain line flanges. Concrete pad will include 0.3M wide, 0.6M depth, thickened-edge on the outermost portion of the new slab to secure the slab in place. Concrete pad will include 0.15m high and 0.15m thick concrete curb surrounding all sides.

Reinforcement shall be 152x152 MW 18.7/187 wire reinforcement installed 40mm below the concrete surface with continuous #13 M rebar (2) installed throughout the thickened edge perimeter. The concrete pad will be poured flush with the existing concrete pad supporting the sump separator unit. All pipe penetrations through the concrete pad shall have a pipe sleeve. The space between the pipe and the sleeve shall have a gasket and are to be sealed with water and fuel resistant joint sealant to prevent potential fuel spill from entering the subgrade. The construction joint between the new and existing concrete, as well as any contraction joints cut in the new concrete, will be filled with backer rod and sealed using water and fuel resistant joint sealant. Concrete pad must include 150mm aggregate base compacted to 95%

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Appendix A laboratory maximum density. Subgrade must be compacted to 95% of laboratory maximum density. Conduit for start/stop buttons will be relocated to accommodate new containment curb.

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 storm water to be released.

The 50mm stainless steel pipe shall be equipped with a 50mm stainless steel ball valve which will remain normally closed to provide spill containment. The valve will be opened and storm water will be released upon inspection and only when it is determined that there is no presence of suspended hydrocarbons. 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.

b. Structural.

Not applicable to this deficiency.

c. Electrical.

Not applicable to this deficiency.

d. Mechanical.

Not applicable to this deficiency.

e. Fire.

Not applicable to this deficiency.

f. Architectural.

Not applicable to this deficiency.

g. Other engineering disciplines (as required).

Not applicable to this deficiency.

1.5.2 Permitting Requirements and Compliance.

The Contractor shall coordination with base personnel at Kwangju AB regarding required permits for construction will need to be verified prior to construction. A potential list of typical permits may include:

(1) Base Work Clearance Request.

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Appendix A

1.6 Deficiency Number: N-007604-06

Facility: 1315 Deficiency Title: Replace Valves, Perform Pipe Pressure Test Deficiency Summary: Replace multiple valves at filter building, in valve pits, and in tank pump houses to ensure line integrity during pressure test. For valves in pits, upgrade pits with grating, valves with hand wheels extended above grating and correct pit penetrations. Turn over all removed valves and equipment to the government for possible reuse following inspection.

1.6.1 Basis of Design

Ball valves are installed in the issue and receipt lines from the tank. These valves do not provide the sealing capability required for pressure testing.

The Contractor shall replace two (2) DN 200 & one (1) DN 150 ball valves in the issue and receipt lines with Double-Block and Bleed Valves of respective size.

The Contractor shall perform pipe pressure testing on newly isolated piping systems.

Applicable Codes and Standards.

(a) NFPA 30 Flammable and Combustible Liquids Code.

(b) ASME B31.3 Process Piping Guide.

(c) API RP1110 Pressure Testing of Liquid Petroleum Pipelines.

(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.

Applicable Drawings.

(a) G-106 Deficiency Site Plan Enlarged Bulk Storage Facility.

(b) F-503 Replace Valves, Perform Pipe Pressure Test.

a. Civil.

Not applicable to this deficiency.

b. Structural.

Not applicable to this deficiency.

c. Electrical.

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Appendix A

d. Mechanical.

Valve Replacement

The Contractor shall unbolt and remove two (2) existing DN200 ball valves from the pump discharge header and one (1) existing DN150 ball valve from the receipt line.

Install two (2) DN200 and one (1) DN150 double-block and bleed valves in the gap of the removed valves. The new DBB valves shall be non-lubricated, double seated, and trunnion mounted. Seals shall be Viton, or approved equal, and held in place by dovetail connections.

Testing

The piping shall be pneumatically and hydrostatically tested once new valves are installed. The Contractor shall ensure both tests are conducted in accordance with UFC requirements.

The pneumatic test pressure shall be applied in increments. A preliminary test of 175 kPa shall be applied with any identified leaks being repaired. The primary test shall be 690 kPa for 2 hours without a drop in pressure. Any leaks during the primary test shall be repaired and the test repeated.

The hydrostatic test shall take place upon completion of the pneumatic testing. Piping shall be tested to 1.8 MPa with no leakage or reduction in gauge pressure for 4 hours.

e. Fire.

Not applicable to this deficiency.

f. Architectural.

Not applicable to this deficiency.

g. Other engineering disciplines (as required).

Not applicable to this deficiency.

1.6.2 Permitting Requirements and Compliance.

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

1.7 Deficiency Number: KJU010

Facility: 1315 Deficiency Title: Replace Elastomeric Seals in Pit Deficiency Summary: Provide elastomeric seals around piping penetrations.

1.7.1 Basis of Design

There is no provision around the piping entering and exiting the valve pit to contain fuel in the pit when a leak occurs.

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Appendix A

The Contractor shall provide elastomeric seals around piping penetrations.

Civil Scope

Excavate soil around pit penetrations.

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 Design: Petroleum Fuel Facilities.

(d) 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 33 52 43.13 Aviation Fuel Piping.

(b) UFGS 31 00 00 Earthwork.

Applicable Drawings.

(a) G-106 Deficiency Site Plan Enlarged Bulk Storage

(b) F-504 Replace Leak Seals in Pit.

Excavate, Backfill, and Grading

During excavation of approximately 75 cubic meters of soil around pump vault penetrations the Contractor shall inspect for contaminated soils and notify contracting officer if contaminated soils are detected. Once new penetrations work has been completed, 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.

Not applicable to this deficiency.

c. Electrical.

Not applicable to this deficiency.

d. Mechanical.

Pipe Penetration

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Appendix A

The Contractor shall isolate, render vapor free, and drain existing piping within and around the pit. Cut and remove piping protruding through the wall in order to allow access to the wall opening. Core drill and remove concrete surrounding the seven (7) piping penetrations through the pit wall approximately 50mm larger than the pipe diameter of the penetration. Install a new standard weight carbon steel pipe sleeve sized for the respective DN50, DN200 and DN250 core extending through the pit wall. Connect piping system together by welding tie-in spool pieces to cut piping routed through the new sleeve. New pipe material shall match existing pipe. Install two (2) DN50, three (3) DN200 and two (2) DN150 adjustable elastomeric mechanical seals for the respective piping, in the pit penetration sleeves along with a nonconductive centering element. The sleeve shall be sealed to the piping by buna-n penetration boots secured with stainless steel screw bands and an epoxy sealant shall be applied to seal the sleeve/concrete interface. 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.

e. Fire.

Not applicable to this deficiency.

f. Architectural.

Not applicable to this deficiency.

g. Other engineering disciplines (as required).

Not applicable to this deficiency.

1.7.2 Permitting Requirements and Compliance.

The Contractor shall coordinate with base personnel at Kwangju 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 Permit.

BULK STORAGE - FACILITY 1312

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Appendix A

Facility 1312 is a pump station controls building located near the bulk storage tank farm.

1.8 Deficiency Number: KJU023

Facility: 1312 Deficiency Title: Tempered Eyewash Deficiency Summary: Provide tempered water for emergency eyewash.

1.1.1 Basis of Design

Eyewash station not equipped with tempered water supply.

The Contractor shall provide tempered water to the existing eyewash/shower at Facility 1312. The tempered water shall be provided by a new water heater which will be enclosed within a weather proof enclosure to protect the heater and equipment. Design equipment pad and anchorage for water heater enclosure per ACI 318 Appendix D.

Power to the new tank water heater shall be provided as well as new circuit for the horn/strobe and safety shower alarm. Provide 480/277V, 3-phase power to the new tank water heater and 240/120V, 1 phase power for space heater. Provide a circuit from EFSO panel to the horn/strobe and safety shower alarm.

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

(g) NFPA 30 Flammable and Combustible Liquids Code.

(h) NFPA 70 National Electric Code.

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

(j) UFC 3-460-03 Maintenance of Petroleum Systems 2.1.3.2.

(k) API RP 540 Electrical Installation in Petroleum Processing Plants.

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

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

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Appendix A

Applicable Specifications.

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

(b) UFGS 22 00 00 Plumbing, General Purpose.

(c) UFGS 26 00 00.00 20 Basic Electrical Materials and Methods.

(d) UFGS 26 20 00 Interior Distribution System.

(e) UFGS 31 00 00 Earthwork.

(f) UFGS 03 30 00 Cast-In-Place Concrete.

(a) G-105

(b) C-160

Deficiency site plan enlarged bulk storage facility.

Tempered Eyewash.

(c) P-102 Tempered Eyewash.

(d) P-502 Tempered Eyewash Plumbing Schedules and Details.

(e) E-502 Tempered Eyewash.

Pipe Trench

The Contractor shall install standard pipe trench (approximately 16m in length) to house DN 20mm electrical conduit line, DN 40mm insulated water supply line, and DN 20mm insulated water return line. The proposed pipe trench shall have a minimum width of 450mm with a minimum center-to-center spacing of 80mm between the three pipes to be installed. The electrical conduit, insulated water supply line, and insulated water return line shall be installed in the trench and encased pipe at a minimum depth of 900mm below the ground surface.

b. Structural.

(1) General

Design shall be performed and signed by a registered professional engineer.

The Design analysis shall include basis of design, detailed calculations, and any additional information required.

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Appendix A

Structure shall be designed and constructed to safely support all loads without exceeding the allowable stress for the materials of construction in the structural members and connections.

(2) Design Criteria

(a) Dead and Live Loads

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

(b) Snow Loads

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

(c) 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”.

(d) Seismic Loads

The structure shall be designed for the seismic requirements as defined by the International Building Code, IBC 2012. For Kwangju South Korea, use Spectral Response Ss=0.14g and S1=0.06g, and assumed Site Class “D” (to be verified by qualified geotechnical engineer).

(3) 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.

pavement and all exterior structural concrete. The accepted standard for

16 March 2016

Appendix A 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.

(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.

(5) 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.

(6) Concrete Pad & Enclosure

The Contractor shall…