Specifications_Package_1_of_4.pdf

FY19 GAAF REFUELING FACILITY CONSTRUCTION PROJECT NO. DESC 1905 19006

Joint Base Lewis McChord, WA

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 01 15 LIST OF DRAWINGS - R0002

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 14 00 SUPPLEMENTARY REQUIREMENTS FOR JOINT BASE LEWIS-MCCHORD

01 22 00.00 10 PRICE AND PAYMENT PROCEDURES - R0002

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 33 29 SUSTAINABILITY REPORTING

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE(RMS CM)

01 45 35 SPECIAL INSPECTIONS

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

01 78 23.33 OPERATION AND MAINTENANCE MANUALS FOR AVIATION FUEL

SYSTEMS

01 78 36 WARRANTY OF CONSTRUCTION

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

02 65 00 UNDERGROUND STORAGE TANK REMOVAL

02 82 00 ASBESTOS REMEDIATION

02 83 00 LEAD REMEDIATION

DIVISION 03 - CONCRETE

03 11 13.00 10 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

03 15 00.00 10 CONCRETE ACCESSORIES

03 20 00.00 10 CONCRETE REINFORCING

03 30 00.00 10 CAST-IN-PLACE CONCRETE

03 35 00.00 10 CONCRETE FINISHING

03 35 43 GROUND AND POLISHED CONCRETE

03 39 00.00 10 CONCRETE CURING

DIVISION 04 - MASONRY

04 20 00 UNIT MASONRY

DIVISION 05 - METALS

05 05 23.16 STRUCTURAL WELDING

05 12 00 STRUCTURAL STEEL

05 21 00 STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 00 METAL STAIRS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

PROJECT TABLE OF CONTENTS Page 1

W912DW19R0017 R0002

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 41 16.00 10 PLASTIC-LAMINATE-CLAD ARCHITECTURAL CABINETS

06 61 16 SOLID POLYMER (SOLID SURFACING) FABRICATIONS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 05 23 PRESSURE TESTING AN AIR BARRIER SYSTEM FOR AIR TIGHTNESS

07 21 13 BOARD AND BLOCK INSULATION

07 21 16 MINERAL FIBER BLANKET INSULATION

07 22 00 ROOF AND DECK INSULATION

07 27 26 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 60 00 FLASHING AND SHEET METAL

07 61 14.00 20 STEEL STANDING SEAM ROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 51 13 ALUMINUM WINDOWS

08 51 23 STEEL WINDOWS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 10 CERAMIC AND PORCELAIN TILING

09 51 00 ACOUSTICAL CEILINGS

09 65 00 RESILIENT FLOORING

09 67 23.16 FUEL RESISTIVE RESINOUS FLOORING, 5-COAT SYSTEM

09 68 00 CARPETING

09 90 00 PAINTS AND COATINGS

09 97 13.17 THREE COAT EPOXY INTERIOR COATING OF WELDED STEEL

PETROLEUM FUEL TANKS

09 97 13.27 EXTERIOR COATING OF STEEL STRUCTURES

DIVISION 10 - SPECIALTIES

10 14 00.20 INTERIOR SIGNAGE

10 21 13 TOILET COMPARTMENTS

10 28 13 TOILET ACCESSORIES

10 44 16 FIRE EXTINGUISHERS

DIVISION 12 - FURNISHINGS

12 21 00 WINDOW BLINDS

12 35 70 LABORATORY CASEWORK

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 20 METAL CANOPY SYSTEMS (CANOPIES)

13 48 00 SEISMIC PROTECTION FOR MISCELLANEOUS EQUIPMENT

13 48 00.00 10 SEISMIC PROTECTION FOR MECHANICAL EQUIPMENT

PROJECT TABLE OF CONTENTS Page 2

DIVISION 21 - FIRE SUPPRESSION

21 13 13.00 10 WET PIPE SPRINKLER SYSTEM, FIRE PROTECTION

DIVISION 22 - PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 23 DIRECT DIGITAL CONTROL FOR HVAC AND OTHER LOCAL BUILDING

SYSTEMS

23 81 00.00 20 UNITARY AIR CONDITIONING EQUIPMENT

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 19.10 10 INSULATED WIRE AND CABLE

26 05 48.00 10 SEISMIC PROTECTION FOR ELECTRICAL EQUIPMENT

26 08 00 APPARATUS INSPECTION AND TESTING

26 12 19.10 THREE-PHASE PAD-MOUNTED TRANSFORMERS

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 27 13.10 30 ELECTRIC METERS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION - R0002

26 32 14.00 10 DIESEL-GENERATOR SET, STATIONARY 15-300 KW, STANDBY

APPLICATIONS

26 41 00 LIGHTNING PROTECTION SYSTEM

26 42 14.00 10 CATHODIC PROTECTION SYSTEM (SACRIFICIAL ANODE)

26 42 17.00 10 CATHODIC PROTECTION SYSTEM (IMPRESSED CURRENT)

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

26 56 20.00 10 AIRFIELD LIGHTING AND VISUAL NAVIGATION AIDS

DIVISION 27 - COMMUNICATIONS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 16.71 COLD MILLING ASPHALT PAVING

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID

PAVEMENTS

32 05 33 LANDSCAPE ESTABLISHMENT

PROJECT TABLE OF CONTENTS Page 3

32 11 20 BASE COURSE FOR RIGID PAVING

32 11 23 AGGREGATE BASE COURSES

32 12 13 BITUMINOUS TACK AND PRIME COATS

32 12 15.13 HOT-MIX ASPHALT AIRFIELD PAVING

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 13 14.13 CONCRETE PAVING FOR AIRFIELDS AND OTHER HEAVY DUTY

PAVEMENTS

32 13 73 COMPRESSION JOINT SEALS FOR CONCRETE PAVEMENTS

32 16 13 CONCRETE SIDEWALKS AND CURBS AND GUTTERS

32 17 23 PAVEMENT MARKINGS

32 31 13.53 HIGH-SECURITY CHAIN LINK FENCES AND GATES

32 92 19 SEEDING

32 93 00 EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 08 53 AVIATION FUEL DISTRIBUTION SYSTEM START-UP

33 08 55 COMMISSIONING OF FUEL FACILITY SYSTEMS

33 09 53 AVIATION FUEL PUMP CONTROL AND ANNUNCIATION SYSTEM

33 11 00 WATER UTILITY DISTRIBUTION PIPING

33 30 00 SANITARY SEWERAGE

33 40 00 STORM DRAINAGE UTILITIES

33 52 10 FUEL SYSTEMS PIPING (SERVICE STATION)

33 52 23.15 POL SERVICE PIPING WELDING

33 52 43 AVIATION FUEL DISTRIBUTION (NON-HYDRANT)

33 52 43.11 AVIATION FUEL MECHANICAL EQUIPMENT - R0002

33 52 43.12 AVIATION FUEL PANTOGRAPHS

33 52 43.13 AVIATION FUEL PIPING - R0002

33 52 43.14 AVIATION FUEL CONTROL VALVES - R0002

33 52 43.23 AVIATION FUEL PUMPS

33 52 43.28 FILTER SEPARATOR, AVIATION FUELING SYSTEM

33 52 80 LIQUID FUELS PIPELINE COATING SYSTEMS

33 56 10 FACTORY-FABRICATED FUEL STORAGE TANKS

33 57 55 FUEL SYSTEM COMPONENTS (NON-HYDRANT)

33 58 00 LEAK DETECTION FOR FUELING SYSTEMS

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 4

FILE NAME SHEET SHEET TITLE REVISION NO. DATE

NO.

W912DW19R0017 00 01 15-A – Page 1 R0002

ATTACHMENT 00 01 15-A

INDEX OF DRAWINGS

1. GENERAL

WA13G-001.PDF G-001 COVER

WA13G-002.PDF G-002 INDEX

WA13G-003.PDF G-003 ABBREVIATIONS

WA13GI101.PDF GI101 HAUL ROUTE AND NOTES

2. SITE/CIVIL

WA13B-101.PDF B-101 SOIL TEST PIT LOCATION PLAN

WA13B-301.PDF B-301 SOIL TEST PIT LOGS, LEGEND AND NOTES

TEST PITS LM18-01 THROUGH LM18-08

WA13B-302.PDF B-302 TEST LOGS LM18-10 THROUGH LM18-16 AND LM18-18

WA13B-303.PDF B-303 TEST PIT LOGS LM18-19 THROUGH LM18-26

WA13GC100.PDF GC100 PHASING PLAN - OVERALL

WA13GC101.PDF GC101 PHASING PLAN - PHASE 1 CAZ

WA13GC102.PDF GC102 PHASING PLAN - PHASE 2 CAZ

WA13GC103.PDF GC103 LOW PROFILE BARRICADE DETAILS

WA13VF100.PDF VF100 EXISTING CONDITIONS

WA13CD100.PDF CD100 CIVIL DEMOLITION PLAN - OVERALL

WA13CD101.PDF CD101 CIVIL DEMOLITION PLAN - BULK FUELS AREA

WA13CD102.PDF CD102 CIVIL DEMOLITION PLAN - HOT FUEL POINTS

WA13CD103.PDF CD103 CIVIL OVEREXCAVATION PLAN - HOT FUEL POINTS

WA13CD201.PDF CD201 AIRFIELD PAVEMENT REMOVAL SECTIONS

WA13CD202.PDF CD202 EXISTING STRUCTURAL PAVEMENT REMOVAL SECTIONS

WA13CS100.PDF CS100 SITE PLAN - OVERALL

WA13CS101.PDF CS101 SITE PLAN - BULK FUELS AREA

WA13CS102.PDF CS102 SITE PLAN - HOT FUEL POINTS

WA13CS103.PDF CS103 TRUCK OFFLOAD - ENLARGED PLAN

WA13CS104.PDF CS104 FILLSTANDS ENLARGED PLAN

WA13CS105.PDF CS105 REFUELER PARKING - ENLARGED PLAN

WA13CS106.PDF CS106 FUEL STORAGE AREA - ENLARGED PLAN

WA13CS107.PDF CS107 HORIZONTAL CONTROL PLAN - BULK FUELS AREA

WA13CS108.PDF CS108 HORIZONTAL CONTROL PLAN - HOT FUEL POINTS

WA13CS501.PDF CS501 REMOTE CONTAINMENT BASIN DETAILS

WA13CS502.PDF CS502 FILLSTAND & OFFLOAD DETAILS

WA13CS503.PDF CS503 MISCELLANEOUS SITE DETAILS

WA13CS504.PDF CS504 FENCING DETAILS

WA13CS505.PDF CS505 FENCING DETAILS

WA13CS506.PDF CS506 PROJECT SIGN DETAILS

WA13CS507.PDF CS507 AIRFIELD PAVEMENT MARKING DETAILS

WA13CP100.PDF CP100 PAVING PLAN - OVERALL

WA13CP101.PDF CP101 PAVING PLAN - BULK FUELS AREA

WA13CP102.PDF CP102 PAVING PLAN - HOT FUEL POINTS

WA13CP401.PDF CP401 JOINT LAYOUT PLAN - BULK FUELS AREA

WA13CP402.PDF CP402 JOINT LAYOUT PLAN - HOT FUEL POINTS

WA13CP501.PDF CP501 PAVEMENT SECTIONS

WA13CP502.PDF CP502 PAVEMENT DETAILS

WA13CP503.PDF CP503 AURFIELD PAVEMENT REPLACEMENT SECTIONS

WA13CP504.PDF CP504 AIRFIELD PAVEMENT JOINT DETAILS

WA13CP505.PDF CP505 AIRFIELD PAVEMENT JOINT SEALANT DETAILS

WA13CG100.PDF CG100 GRADING AND DRAINAGE PLAN - OVERALL

WA13CG101.PDF CG101 GRADING AND DRAINAGE PLAN - BULK FUELS AREA

WA13CG102.PDF CG102 GRADING PLAN - HOT FUEL POINTS

WA13CG103.PDF CG103 GRADING AND DRAINAGE PLAN - TRUCK OFFLOAD AREA

WA13CG104.PDF CG104 GRADING AND DRAINAGE PLAN - FILLSTANDS

WA13CG105.PDF CG105 GRADING AND DRAINAGE PLAN - REFUELER PARKING

WA13CG106.PDF CG106 GRADING AND DRAINAGE PLAN - FUEL STORAGE AREA

WA13CG107.PDF CG107 GRADING AND DRAINAGE PLAN - HOT FUEL POINT CONTAINMENT

BASIN

W912DW19R0017 00 01 15-A – Page 2 R0002

WA13CG108.PDF CG108 STORM DRAIN ALIGNMENTS

WA13CG201.PDF CG201 ROAD PROFILES - BULK FUELS AREA

WA13CG202.PDF CG202 REFUELING TAXIWAY CENTERLINE PROFILE

WA13CG203.PDF CG203 REFUELING APRON CENTERLINE PROFILES

WA13CG204.PDF CG204 STORM PROFILES - BULK FUELS AREA

WA13CG205.PDF CG205 STORM PROFILES - HOT FUEL POINTS

WA13CG206.PDF CG206 STORMWATER INFILTATION AREA PROFILES

WA13CG401.PDF CG401 SPOT ELEVATION PLAN - BULK FUELS AREA

WA13CG402.PDF CG402 SPOT ELEVATION PLAN - HOT FUEL POINTS

WA13CG501.PDF CG501 STORM WATER INFILTRATION DETAILS

WA13CG502.PDF CG502 GRADING AND DRAINAGE DETAILS

WA13CG503.PDF CG503 HOT FUEL POINTS TRENCH DRAIN DETAILS

WA13CE100.PDF CE100 EROSION CONTROL PLAN

WA13CE501.PDF CE501 EROSION CONTROL DETAILS

WA13CU100.PDF CU100 CIVIL UTILITY PLAN - OVERALL

WA13CU201.PDF CU201 WATER LINE PROFILES SHEET 1 OF 4

WA13CU202.PDF CU202 WATER LINE PROFILES SHEET 2 OF 4

WA13CU203.PDF CU203 WATER LINE PROFILES SHEET 3 OF 4

WA13CU204.PDF CU204 WATER LINE PROFILES SHEET 4 OF 4

WA13CU205.PDF CU205 SANITARY SEWER PROFILE

WA13CU501.PDF CU501 WATER DETAILS SHEET 1 OF 4

WA13CU502.PDF CU502 WATER DETAILS SHEET 2 OF 4

WA13CU503.PDF CU503 WATER DETAILS SHEET 3 OF 4

WA13CU504.PDF CU504 WATER DETAILS SHEET 4 OF 4

WA13CU505.PDF CU505 SANITARY SEWER DETAILS SHEET 1 OF 3

WA13CU506.PDF CU506 SANITARY SEWER DETAILS SHEET 2 OF 3

WA13CU507.PDF CU507 SANITARY SEWER DETAILS SHEET 3 OF 3

WA13CU508.PDF CU508 STORMWATER INFILTRATION GALLERY CONCEPT LAYOUT

3. STRUCTURAL SITE

WA13SS001.PDF SS001 SITE CANOPY FOUNDATION LOADS

WA13SS101.PDF SS101 SITE STRUCTURAL PLAN

WA13SS101A.PDF SS101A SITE STRUCTURAL PLAN WITH CANOPY /

(ADDITIONAL OPTION)

WA13SS102.PDF SS102 50,000 GALLON TANK / CONTAINMENT SLAB LAYOUT

WA13SS103.PDF SS103 PIPE SUPPORT SITE PLAN R0002 June 2019

WA13SS104.PDF SS104 LARGE CANOPY LAYOUT / CONTAINMENT STRUCTURE LAYOUTS

WA13SS104A.PDF SS104A FILLSTAND/OFFLOAD CANOPY LAYOUT / (ADDITIONAL OPTION)

WA13SS301.PDF SS301 FOUNDATION AND SLAB SECTIONS

WA13SS302.PDF SS302 TANK PEDESTAL SECTIONS / TANK PEDESTAL REINFORCEMENT

TIE DETAILS

WA13SS303.PDF SS303 CONTAINMENT BASIN SECTIONS

WA13SS304.PDF SS304 LOW POINT DRAIN PIT

WA13SS305.PDF SS305 FILLSTAND/OFFLOAD CANOPY FOUNDATIONS / (OPTION)

WA13SS501.PDF SS501 TYPICAL DETAILS

WA13SS502.PDF SS502 RC WALL PIPE PENETRATION REINFORCING DETAIL

WA13SS503.PDF SS503 PIPE SUPPORT DETAILS

WA13SS504.PDF SS504 STEEL PIPE RACK DETAILS

WA13SS505.PDF SS505 ADJUSTABLE PIPE SUPPORTS / SMALL DIAMETER PIPE

SUPPORTS

WA13SS601.PDF SS601 PIPE SUPPORT SCHEDULE R0002 June 2019

4. MECHANICAL SITE

WA13MD100.PDF MD100 DEMOLITION PLAN - OVERALL

WA13MS101.PDF MS101 MECHANICAL OVERALL SITE PLAN

WA13MS102.PDF MS102 MECHANICAL ENLARGED PLAN SHEET 1 OF 2 R0002 June 2019

WA13MS103.PDF MS103 MECHANICAL ENLARGED PLAN SHEET 2 OF 2

WA13MS104.PDF MS104 HOT REFUELING ENLARGED PLAN

WA13MS105.PDF MS105 RETAIL FUELING SITE PLAN

WA13MS201.PDF MS201 OFFLOAD PLANS AND PROFILES

WA13MS202.PDF MS202 FILLSTAND PLANS AND PROFILES

W912DW19R0017 00 01 15-A – Page 3 R0002

WA13MS203.PDF MS203 LOOP PLANS AND PROFILES SHEET 1 OF 4 R0002 June 2019

WA13MS204.PDF MS204 LOOP PLANS AND PROFILES SHEET 2 OF 4

WA13MS205.PDF MS205 LOOP PLANS AND PROFILES SHEET 3 OF 4

WA13MS206.PDF MS206 LOOP PLANS AND PROFILES SHEET 4 OF 4 R0002 June 2019 WA13MS501.PDF MS501 FUEL PIT DETAILS (OFF APRON) R0002 June 2019

WA13MS502.PDF MS502 TRUCK FILLSTAND DETAILS

WA13MS503.PDF MS503 PANTOGRAPH HOSE END TYPE SHEET 1/2 R0002 June 2019 WA13MS504.PDF MS504 PANTOGRAPH HOSE END TYPE SHEET 1/2 R0002 June 2019 WA13MS505.PDF MS505 TRUCK OFFLOAD SECTIONS AND DETAILS R0002 June 2019

WA13MS506.PDF MS506 TRUCK OFFLOAD DETAILS

WA13M-001.PDF M-001 FUEL SYSTEM LEGEND R0002 June 2019 WA13M-101.PDF M-101 PIPING PLAN R0002 June 2019 WA13M-201.PDF M-201 FLOW DIAGRAM R0002 June 2019 WA13M-202.PDF M-202 ISOMETRIC DIAGRAM R0002 June 2019 WA13M-203.PDF M-203 SEQUENCE OF OPERATIONS (SOO) 1/2 R0002 June 2019 WA13M-204.PDF M-204 SEQUENCE OF OPERATIONS (SOO) 2/2 R0002 June 2019

WA13M-301.PDF M-301 FILTER SHELTER PIPING SECTIONS

WA13M-302.PDF M-302 FILTER SECTIONS

WA13M-303.PDF M-303 TANK (FRONT) SECTIONS

WA13M-401.PDF M-401 JET FUEL STORAGE TANK SECTIONS R0002 June 2019 WA13M-402.PDF M-402 PRODUCT RECOVERY TANK SECTIONS AND DETAILS R0002 June 2019

WA13M-403.PDF M-403 DS2 TANK (OPTION) SECTIONS AND DETAILS

WA13M-501.PDF M-501 MECHANICAL DETAILS

WA13M-502.PDF M-502 MECHANICAL DETAILS

WA13M-601.PDF M-601 DS2 FUEL SYSTEM (OPTION) DISPENSER DETAILS

SHEET 1 OF 2

WA13M-602.PDF M-602 DS2 FUEL SYSTEM (OPTION) DISPENSER DETAILS

SHEET 2 OF 2

WA13M-701.PDF M-701 EQUIPMENT SCHEDULES R0002 June 2019

5. ELECTRICAL SITE

WA13E-001.PDF E-001 SUPPLEMENTAL LEGEND

WA13EA101.PDF EA101 ENLARGED SITE DETAIL SHEET 1 OF 1 AIRFIELD LIGHTING

WA13EA501.PDF EA501 AIRFIELD LIGHTING DETAILS

WA13EA502.PDF EA502 ILLUMINATED SIGNAGE DETAILS

WA13EC101.PDF EC101 CATHODIC PROTECTION SITE PLAN

WA13EC501.PDF EC501 CATHODIC PROTECTION DETAILS - SHEET 1

WA13EC502.PDF EC502 CATHODIC PROTECTION DETAILS - SHEET 2

WA13EC503.PDF EC503 CATHODIC PROTECTION DETAILS - SHEET 3

WA13ED101.PDF ED101 DEMOLITION PLAN-BULK FUELS AREA

WA13ED102.PDF ED102 DEMOLITION PLAN - AIRFIELD LIGHTING AREA

WA13EG101.PDF EG101 BUILDING GROUNDING DETAIL

WA13EG102.PDF EG102 ENLARGED LIGHTNING & GROUNDING PLAN

WA13EG103.PDF EG103 AIRFIELD GROUNDING PLAN

WA13EG104.PDF EG104 OFFLOAD GROUNDING PLAN (BID OPTION)

WA13EG121.PDF EG121 GROUNDING FLOOR PLAN

WA13EG401.PDF EG401 ENLARGED TYPICAL AIRFIELD GROUNDING PLAN

WA13EG501.PDF EG501 ELECTRICAL GROUNDING DETAILS

WA13EG502.PDF EG502 GROUNDING DETAILS

WA13EG503.PDF EG503 GROUNDING DETAILS

WA13EG504.PDF EG504 GROUNDING DETAILS

WA13EG505.PDF EG505 ELECTRICAL GROUNDING DETAILS

WA13EG506.PDF EG506 STATIC GROUND RECEPTACLE ASSEMBLY

WA13ES100.PDF ES100 KEYPLAN

WA13ES101.PDF ES101 ELECTRICAL SITE PLAN SHEET 1 OF 4

WA13ES102.PDF ES102 ELECTRICAL SITE PLAN SHEET 2 OF 4 R0002 June 2019 WA13ES103.PDF ES103 ELECTRICAL SITE PLAN SHEET 3 OF 4 R0002 June 2019

WA13ES104.PDF ES104 ELECTRICAL SITE PLAN SHEET 4 OF 4

WA13ES401.PDF ES401 ENLARGED AIRFIELD PLANS

WA13ES402.PDF ES402 ENLARGED OFFLOAD SITE PLAN

WA13ES403.PDF ES403 ENLARGED TANK SITE PLAN R0002 June 2019

W912DW19R0017 00 01 15-A – Page 4 R0002

WA13ES404.PDF ES404 ENLARGED OFFLOAD CANOPY SITE PLAN (BID OPTION)

WA13ES405.PDF ES405 ENLARGED BUILDING SITE PLAN

WA13ES501.PDF ES501 SITE DETAILS

WA13ES502.PDF ES502 TYPICAL RACK DETAIL

WA13ES504.PDF ES504 ELECTRICAL TRENCH DETAILS

WA13ES505.PDF ES505 HAZARDOUS AREA DETAILS

WA13ES506.PDF ES506 HAZARDOUS AREA DETAILS R0002 June 2019

WA13ES507.PDF ES507 TYPICAL AIRFIELD HAZAARDOUS AREA

WA13ES508.PDF ES508 TYPICAL AIRFIELD RACK DETAIL

WA13ES510.PDF ES510 DISPENSER AND SUBMERSIBLE PUMP DETAIL

WA13ES511.PDF ES511 TYPICAL DISPENSER DIAGRAM

WA13ES512.PDF ES512 TYPICAL DISPENSER SYSTEM DIAGRAM

WA13ES513.PDF ES513 OFFLOAD STAND DETAIL

WA13ES514.PDF ES514 SITE DETAIL

WA13ES515.PDF ES515 PRODUCT RECOVERY TANK SECTION AND DETAILS

WA13ES516.PDF ES516 TYPICAL PUMP CONDUIT CONNECTION

WA13ET101.PDF ET101 COMMUNICATION PLAN

WA13ET500.PDF ET500 COMMUNICATION DETAILS

WA13ET501.PDF ET501 COMMUNICATION DETAILS

WA13ET502.PDF ET502 COMMUNICATION DETAILS

WA13FA001.PDF FA001 FIRE ALARM SUPPLEMENTAL LEGEND

WA13FA101.PDF FA101 FIRE ALARM PLAN

WA13FA501.PDF FA501 FIRE ALARM MATRIX

WA13FA502.PDF FA502 FIRE ALARM RISER DIAGRAM

6. POL OPERATIONS BUILDING

A. STRUCTURAL

WA13S-001.PDF S-001 GENERAL STRUCTURAL NOTES

WA13S-002.PDF S-002 GENERAL CONCRETE REINFORCEMENT NOTES

WA13S-003.PDF S-003 MASONRY REINFORCEMENT NOTES

WA13S-101.PDF S-101 COMPONENTS & CLADDING WIND LOAD DIAGRAMS

WA13S-102.PDF S-102 OPERATIONS BUILDING ROOF JOIST LOADING DIAGRAM

WA13S-500.PDF S-500 CMU AND ROOF STEEL DECK DETAILS

WA13S-501.PDF S-501 FOOTING, STOOP, AND SLAB DETAILS

WA13S-502.PDF S-502 TYPICAL OVEREXCAVATION

WA13SB101.PDF SB101 OPERATIONS BUILDING FOUNDATION AND SLAB PLAN

WA13SF101.PDF SF101 OPERATIONS BUILDING ROOF SUPPORT PLAN

WA13ST101.PDF ST101 OPERATIONS BUILDING MASONRY WALL PLAN

WA13ST301.PDF ST301 OPERATIONS BUILDING SHEAR WALL SECTION PAGE 1 OF 2

WA13ST302.PDF ST302 OPERATIONS BUILDING SHEAR WALL SECTION PAGE 2 OF 2

B. ARCHITECTURAL

WA13A-011.PDF A-011 POL OPERATIONS BUILDING - LIFE SAFETY FLOOR PLAN

WA13A-101.PDF A-101 POL OPERATIONS BUILDING - FLOOR PLAN

WA13A-102.PDF A-102 POL OPERATIONS BUILDING - REFLECTED CEILING PLAN

WA13A-103.PDF A-103 POL OPERATIONS BUILDING - ROOF PLAN

WA13A-104.PDF A-104 POL OPERATIONS BUILDING - ENLARGED PLANS

WA13A-201.PDF A-201 POL OPERATIONS BUILDING - BUILDING ELEVATIONS

WA13A-202.PDF A-202 POL OPERATIONS BUILDING - BUILDING ELEVATIONS

WA13A-301.PDF A-301 POL OPERATIONS BUILDING - BUILDING SECTIONS

WA13A-311.PDF A-311 POL OPERATIONS BUILDING - WALL SECTIONS

WA13A-401.PDF A-401 POL OPERATIONS BUILDING - WALL TYPES AND TOILET ACCESSORIES

WA13A-501.PDF A-501 POL OPERATIONS BUILDING - ROOF DETAILS

WA13A-601.PDF A-601 POL OPERATIONS BUILDING - ROOM FINISH AND DOOR SCHEDULES -

DOOR AND WINDOW TYPES

WA13A-602.PDF A-602 POL OPERATIONS BUILDING - WINDOW AND LOUVER - SCHEDULES AND

TYPES

WA13A-701.PDF A-701 POL OPERATIONS BUILDING - DOOR DETAILS

WA13A-702.PDF A-702 POL OPERATIONS BUILDING - WINDOW AND LOUVER DETAILS

WA13A-901.PDF A-901 POL OPERATIONS BUILDING - CASEWORK ELEVATIONS

WA13A-902.PDF A-902 POL OPERATIONS BUILDING - CASEWORK SECTIONS AND DETAILS

W912DW19R0017 00 01 15-A – Page 5 R0002

C. FIRE PROTECTION

WA13FX101.PDF FX101 POL OPERATIONS BUILDING - FIRE SUPPRESSION PLAN

D. MECHANICAL

WA13P-101.PDF P-101 POL OPERATIONS BUILDING - WASTE & VENT PLAN

WA13P-102.PDF P-102 POL OPERATIONS BUILDING - DOMESTIC WATER PLAN

WA13P-501.PDF P-501 POL OPERATIONS BUILDING - PLUMBING DETAILS

WA13P-502.PDF P-502 POL OPERATIONS BUILDING - PLUMBING DETAILS

WA13P-601.PDF P-601 POL OPERATIONS BUILDING - PLUMBING SCHEDULES

WA13MH101.PDF MH101 POL OPERATIONS BUILDING - HVAC PLAN

WA13MH102.PDF MH102 POL OPERATIONS BUILDING - HVAC ROOF PLAN

WA13MH601.PDF MH601 POL OPERATIONS BUILDING - HVAC SCHEDULES

WA13MH701.PDF MH701 POL OPERATIONS BUILDING - HVAC CONTROLS

E. ELECTRICAL

WA13EI501.PDF EI501 PUMP CONTROL PANEL R0002 June 2019 WA13EI502.PDF EI502 GRAPHIC DISPLAY R0002 June 2019 WA13EI503.PDF EI503 TERMINAL BLOCK CONNECTIONS R0002 June 2019 WA13EI504.PDF EI504 TERMINAL BLOCK CONNECTIONS R0002 June 2019

WA13EI601.PDF EI601 CONTROL SYSTEM DIAGRAM

WA13EI602.PDF EI602 CONTROL SYSTEM DIAGRAM R0002 June 2019 WA13EI603.PDF EI603 CONTROL SYSTEM DIAGRAM R0002 June 2019 WA13EI604.PDF EI604 CONTROL SYSTEM DIAGRAM R0002 June 2019

WA13EI605.PDF EI605 CONTROL SYSTEM DIAGRAM

WA13EL101.PDF EL101 LIGHTING PLAN

WA13EL501.PDF EL501 LIGHT FIXTURE DETAILS

WA13EL502.PDF EL502 LIGHTING DETAILS FIXTURE SCHEDULE

WA13EL503.PDF EL503 LIGHT FIXTURE SCHEDULE

WA13EL504.PDF EL504 AIRFIELD FUEL LIGHTING DETAILS

WA13EL505.PDF EL505 LIGHT FIXTURE SCHEDULE

WA13EP101.PDF EP101 POWER PLAN

WA13EP502.PDF EP502 TYPICAL PUMP CONDUIT CONNECTION

WA13EP601.PDF EP601 ONE-LINE & DETAILS R0002 June 2019

WA13EP602.PDF EP602 EPDS CONTROLS

WA13EP603.PDF EP603 MOTOR DIAGRAMS R0002 June 2019 WA13EP604.PDF EP604 PANEL SCHEDULES R0002 June 2019 WA13EP605.PDF EP605 PANEL SCHEDULES R0002 June 2019 WA13EP606.PDF EP606 SCHEDULES R0002 June 2019

WA13EP607.PDF EP607 OFFLOAD PUMP CONTROL DIAGRAM

WA13EP609.PDF EP609 EMERGENCY CONTROLS

WA13EP610.PDF EP610 EMERGENCY CONTROLS

7. CANOPIES

A. ARCHITECTURAL

WA13A-111.PDF A-111 FILLSTAND/OFFLOAD CANOPY - FLOOR AND REFLECTED CEILING

PLANS (BID OPTION)

WA13A-112.PDF A-112 FILLSTAND/OFFLOAD CANOPY - ROOF PLAN (BID OPTION)

WA13A-121.PDF A-121 FILTER SEPARATOR EQUIPMENT CANOPY - FLOOR, REFLECTED

CEILING, ROOF PLAN, AND ELEVATIONS (BID OPTION)

WA13A-211.PDF A-211 FILLSTAND/OFFLOAD CANOPY - CANOPY ELEVATIONS (BID OPTION)

Final Geotechnical Report

Construct Hot Refueling System Joint Base Lewis-McChord, WA

Geotechnical Engineering & Sciences Branch Geotechnical Engineering Section

August 2018

FY19 GAAF REFUELING FACILITY CONSTRUCTION PROJECT NO. DESC 1905

Joint Base Lewis McChord, WA 19006

00 01 15-B-1

W912DW19R0017

R0002

Contents Scope Subsurface Investigation

Soil Sampling Disturbed Sampling Bulk Sampling

Laboratory Testing Geotechnical Profile

General Geology Site Specific Geology Groundwater Soil Percolation Testing Seismic Evaluation

Engineering Recommendations Expansive Soil Structural Fill Foundation Design

Chemistry Testing General Sulfate Risk Corrosion Potential

Pavement Design Design and Construction Consideration Geotechnical Risk and Limitations References Appendices

Appendix A – Boring Location Plan Appendix B – Boring Logs Appendix C – Soil Test Results Appendix D – Chemistry Test Results Appendix E – Groundwater Report

FY19 GAAF REFUELING FACILITY CONSTRUCTION PROJECT NO. DESC 1905

Joint Base Lewis McChord, WA 19006

00 01 15-B-2

Scope This report provides soil information and engineering properties for the proposed construction of the hot refueling system located at Joint Base Lewis-McChord (JBLM), Washington. The information in the report was obtained from a subsurface investigation and laboratory testing programs performed for the site.

Gray Army Airfield is located between 2nd Division Drive and Striker Drive. The new hot fuel system project has multiple components to it; which includes the construction of a fuel unloading facility, four 50,000 gallon storage tanks and operations buildings. Airfield pavements that are related to this project include expanding the taxiway, shoulder and constructing concrete refueling pads for the hot refuel area.

Subsurface Investigation Native soils range from large gravel to small cobbles with some sand. These in-situ conditions prevent conventional drilling and disturbed sampling methods from being conducted. The geotechnical investigation for this project consisted of excavating test pits and laboratory testing for soil properties. Lab test results and information on the test pit logs were referenced to determine engineering properties, identify site conditions and provide geotechnical recommendations.

Exploration operations for the project were conducted from 31 March to 2 April 2018 and consisted of 26 test pits numbered LM18-01 through LM18-26, with the exception of LM18-09 and LM18-17 being omitted due to utility conflicts. Subsurface data from previous test pits and subsurface investigations conducted in 1991 were reviewed and used for this geotechnical report. The test pit location plan layouts can be referenced in Appendix A of this report. The 24 test pits excavated in 2018 ranged from 8 – 10 feet bgs and groundwater was not encountered.

Test pit locations were marked by the geotechnical engineer. Utility clearances and dig permits were provided by the Joint Base Lewis McChord Department of Public Works.

Excavating, soil sampling and logging was performed by the USACE – Omaha District Drill Crew using a Case 580N Loader Backhoe for all test pits. The drill crew experienced cobbles throughout the soil profile. Excavation of the test pits indicated that the material medium dense to dense. The contractor should anticipate encountering cobbles and boulders during excavation and prepare a separate line item in his bid to accommodate this material.

Bulk samples of soil were collected from borings throughout the project. Each bulk sample consisted of a five gallon bucket with lids sealed with electrical tape. This particular project did not collect any disturbed or undisturbed samples.

Groundwater information, boring depths, sampling information, and top of weathered bedrock where refusal was encountered are shown below in tables one and two. This information is also notated on the boring logs which are included in Appendix B of this report. The following notations are defined as: N/E – Not Encountered and N/A – Not Available. The test pit information in table 1 and table 2 represent different geotechnical investigations. The test pit information in table 1 represents data taken from the current investigation, while table 2 represents information taken from the 1991 investigation.

FY19 GAAF REFUELING FACILITY CONSTRUCTION PROJECT NO. DESC 1905

Joint Base Lewis McChord, WA 19006

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Table 1: 2018 Test Pit Information

Test Pit Northing Easting Depth (ft)

24 Hour Depth to

Groundwater Table (ft)

24 Hour Cave In Depth

LM18-01 1123078.2 641898.3 8.5 N/E N/E

LM18-02 1123256.1 641933.3 8.0 N/E N/E

LM18-03 1123431.7 641967.8 8.0 N/E N/E

LM18-04 1123547.8 641991.0 8.0 N/E N/E

LM18-05 1123584.6 641799.2 8.0 N/E N/E

LM18-06 1123622.4 641605.2 8.0 N/E N/E

LM18-07 1123327.4 641546.2 8.0 N/E N/E

LM18-08 1123904.9 641409.9 8.0 N/E N/E

LM18-10 1123813.0 641431.3 8.0 N/E N/E

LM18-11 1123744.9 641457.9 8.0 N/E N/E

LM18-12 1123656.1 641543.0 8.0 N/E N/E

LM18-13 1123693.9 641360.7 10.0 N/E N/E

LM18-14 1123624.7 641381.5 10.0 N/E N/E

LM18-15 1123485.0 641414.4 8.0 N/E N/E

LM18-16 1123718.0 641310.1 8.0 N/E N/E

LM18-18 1123743.8 641264.9 8.0 N/E N/E

LM18-19 1123675.7 641291.1 10.0 N/E N/E

LM18-20 1123604.0 641313.8 9.0 N/E N/E

LM18-21 1123700.8 641251.8 8.0 N/E N/E

LM18-22 1123659.5 641111.7 10.0 N/E N/E

LM18-23 1123569.9 641194.3 10.0 N/E N/E

LM18-24 1123252.3 641117.3 8.0 N/E N/E

LM18-25 1123496.8 640936.8 8.0 N/E N/E

LM18-26 1123337.9 640985.9 8.5 N/E N/E

Table 2: 1991 Test Pit Information

Test Pit Northing Easting Depth (ft)

24 Hour Depth to

Groundwater Table (ft)

24 Hour Cave In Depth

91-BH-52 N/A N/A 7.0 N/E N/E

91-BH-53 N/A N/A 6.0 N/E N/E

91-BH-54 N/A N/A 6.0 N/E N/E

91-BH-55 N/A N/A 6.0 N/E N/E

FY19 GAAF REFUELING FACILITY CONSTRUCTION PROJECT NO. DESC 1905

Joint Base Lewis McChord, WA 19006

00 01 15-B-4

Table 2 Continued: 1991 Test Pit Information

Test Pit Northing Easting Depth (ft)

24 Hour Depth to

Groundwater Table (ft)

24 Hour Cave In Depth

91-BH-56 N/A N/A 6.0 N/E N/E

91-BH-57 N/A N/A 6.0 N/E N/E

91-BH-58 N/A N/A 6.0 N/E N/E

91-BH-59 N/A N/A 6.0 N/E N/E

91-BH-60 N/A N/A 6.0 N/E N/E

91-BH-61 N/A N/A 6.0 N/E N/E

91-BH-62 N/A N/A 6.0 N/E N/E

91-BH-63 N/A N/A 6.0 N/E N/E

91-BH-64 N/A N/A 6.0 N/E N/E

91-BH-65 N/A N/A 6.0 N/E N/E

91-BH-66 N/A N/A 6.0 N/E N/E

91-BH-67 N/A N/A 6.0 N/E N/E

91-BH-68 N/A N/A 6.0 N/E N/E

91-BH-69 N/A N/A 6.0 N/E N/E

91-BH-70 N/A N/A 6.0 N/E N/E

91-BH-71 N/A N/A 6.0 N/E N/E

91-BH-72 N/A N/A 6.0 N/E N/E

91-BH-73 N/A N/A 6.0 N/E N/E

91-BH-74 N/A N/A 6.0 N/E N/E

91-BH-75 N/A N/A 6.0 N/E N/E

91-BH-76 N/A N/A 6.0 N/E N/E

91-BH-77 N/A N/A 6.5 N/E N/E

General Notes N/E - Not Encountered; N/A - Not Available

The nomenclature for test pit naming is broken down by the project location, year drilled and the test pit number. All test pits from the 2018 exploration were backfilled with excavated material.

Soil Sampling There are various means and methods that geotechnical engineers depend on to obtain field samples for laboratory testing. The soil investigation depended on bulk sampling for various laboratory testing.

Disturbed Sampling Soil consisted of large gravel with some cobbles to extending approximately ten feet bgs. These conditions did not allow the drill crew to utilize vertical drilling or collect disturbed samples.

FY19 GAAF REFUELING FACILITY CONSTRUCTION PROJECT NO. DESC 1905

Joint Base Lewis McChord, WA 19006

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Bulk Sampling Bulk sampling consisted of collecting soil from a given depth specified by the geotechnical engineer. Soil samples were collected from every layer, extending ten feet below ground surface.

In total, there were 24 bulk samples were taken. Bulk samples were required for index tests, modified proctor and California Bearing Ratio (CBR) tests. Bulk samples were placed in five gallon buckets and the lids sealed airtight with electrical tape. Each bulk sample was labeled, denoting the hole and sample number, depth, date collected, and the project name.

Laboratory Testing Laboratory testing was assigned by the geotechnical engineer. Specific laboratory testing for typical index properties included the following testing: visual manual classification, mechanical sieve analysis, moisture content, modified proctors and California Bearing Ratio (CBR) tests. Soil samples were also tested for general chemistry values; which include the following tests: pH, chloride, sulfates, conductivity, and resistivity. The soil index testing was performed by Terracon;

whereas the chemistry testing was performed by Midwest Laboratories located in Omaha, Nebraska. Test results are notated on the boring logs and in the appendix of this report.

Geotechnical Profile General Geology JBLM is located in the Puget Lowland region, which is a wide low-lying area between the Cascade Range to the east and the Olympic Mountains to the west. These lowlands are east of the Olympic Mountains and the west of the Cascade Mountains. Puget Bay extends south into Washington and north into British Columbia, Canada. The Puget Sound Lowlands also include the land along the Chehalis River that runs into the Pacific Ocean between the Olympic Mountains in the north and the Willapa Hills in the south.

Site Specific Geology JBLM sits on a large area of glacial recessional outwash that mostly consists of the Steilacoom Gravel. The Steilacoom Gravel is made up of pebble to boulder sized material that is consistently coarse. Locally, there can be crossbedding. The Steilacoom gravel is commonly less than 20 feet thick, but can range up to 60 feet thick or more. Kettle hole ponds and other ice contact features are common. The undifferentiated part of the recessional outwash can consist of clay, silt, sand and gravel that forms kames, eskers, kettles, drumlins and deltas. The glacial outwash overlies the Vashon Till which has both low permeability and porosity.

Groundwater Groundwater was not encountered while conducting the current geotechnical investigation. The primary investigation method involved digging test pits; collapse depths were not taken. Soils in the test pits were described as dry, slightly damp, or slightly moist. Test pits, LM18-19 and LM18- 20 had slightly moist to moist gravel from approximately 4 feet to the bottom of the test pits. Test pit LM18-26 had moist silt from the ground surface to a depth of 0.9 feet. No free water was observed. A Groundwater Monitoring Plan from JBLM Public Works Department in 2017 indicated that groundwater is typically 25-35 feet bgs near Gray Army Fuel Facility, which can be referenced to in Appendix E.

FY19 GAAF REFUELING FACILITY CONSTRUCTION PROJECT NO. DESC 1905

Joint Base Lewis McChord, WA 19006

00 01 15-B-6

Soil Percolation Testing Soil percolation testing was attempted at five locations. In three of these, the water pumped into the pit percolated into the subsurface so quickly that no test could be done. In the other two test pits, percolation tests were performed using the fast method. In percolation test 1; 2,000 gallons of water was pumped into the excavation in 27 minutes. At the end of the pre-saturation period there was 4 inches of water in the test pit which took 4 seconds to percolate out. In percolation test 2; 1,200 gallons of water was pumped into the excavation in 21 minutes. At the end of the pre-saturation period there was 8 inches of water in the test pit which took 16 seconds to percolate out.

In percolation test 3; 2,000 gallons of water was pumped into the excavation in 27 minutes. At the end of the pre-saturation period there was 8 inches of water in the test pit which took 2 seconds to percolate out. In percolation test 4; 600 gallons of water was pumped into the excavation in 35 minutes. At the end of the pre-saturation period there was 12 inches of water in the test pit which took 2 minutes to percolate out. The water level was then brought back to 6 inches and five tests using the fast test method were run and used to determine the average percolation rate, which was

31.2 seconds per inch. In percolation test 5; 500 gallons of water was pumped into the excavation in 11 minutes. At the end of the pre-saturation period there was 12 inches of water in the test pit which took 4 minutes to percolate out. The water level was then brought back to 6 inches and five tests using the fast test method were run and used to determine the percolation rate, which was

26.6 seconds per inch. It was not possible to calculate the average infiltration rate in tests one through three since water percolated out too fast to accurately measure. The average infiltration rate at test pit 4 is 115 inches per hour and 135 inches per hour at test pit 5.

Seismic Evaluation In reference to the American Society of Civil Engineers “Minimum Design Loads for Buildings and other Structures” (ASCE 7 – 16), the Department of Defense (DoD) “Unified Facilities Criteria (UFC) Seismic Design for Buildings (UFC 3 – 310 – 04) dated 1 May 2012, and the International Building Code (IBS) 2012, JBLM has a 0.2 second spectral response acceleration (Ss) of 1.281g and a 1.0 second spectral response acceleration (S1) of 0.507g.

These accelerations are interpolated from a 1:5,000,000 scale map prepared by the U.S. Geological Survey (USGS), the Building Seismic Safety Council (BSSC), and the ASCE 7 Seismic Subcommittee for the 0.2 second spectral response acceleration (5% critical damping), Site Class B, and a 1.0 second spectral response acceleration (5% critical camping), Site Class D, respectively. These accelerations were confirmed by using the USGS Seismic Design Maps web based tool.

For all structures located within regions of the maps having Ss values greater than 0.15g, or values of S1 greater than 0.04g, the spectral response accelerations taken from these maps must be adjusted for site class effects using coefficients provided in the aforementioned guidance. Chapter 20 of ASCE 7-16, Site Classification provides six site classes: Class A through Class F, which are defined on various geotechnical parameters (shear wave velocity, standard penetration resistance or undrained shear strength values). For this investigation, shear wave velocity and undrained shear strength were not determined. Additionally, since there were no standard penetration resistance tests (SPT / blow counts), default values were used. For design purposes, the reference site condition for this project is taken as site class D.

00 01 15-B-7

Chapter 20 of ASCE 7-16 defines a site class D as having an average standard penetration resistance of 15-50 for the top 100 feet of the site profile. Since no SPTs were obtained, the default site class D was used with a default N value for the site of 15-50.

The adjusted maximum considered earthquake spectral response acceleration parameters (USGS values) using the site class D response coefficients for Ss greater than or equal to 1.25 and S1 greater than or equal to 0.550 are as follows:

The short-period spectral acceleration (SMS = FaSS) is (1.0 x 1.281) = 1.281

The 1-second period spectral acceleration (SM1 = FvS1) is (1.5 x 0.507) = 0.761

Engineering Recommendations Engineering properties utilized for pavement and or foundation design are based on both previous geotechnical investigations and the current geotechnical investigation. This geotechnical report also identifies soil conditions that the contractor must consider for proper foundation design.

Expansive Soil Foundation materials that exhibit volume change from change in soil moisture are referred to as expansive or swelling soils. Typically, soils that are classified as highly plastic clay can be considered expansive or swelling. Below, listed in table 3, are parameters developed by the Department of the Army; Technical Manual 5 – 818 – 7 “Foundations in Expansive Clays” which use Atterberg limits to correlate the potential for swell.

Table 3: Swell Potential (TM 5-818-7)

Liquid Limit

Plasticity Index

Swell Potential

< 50 < 25 Low 50-60 25 - 35 Marginal > 60 > 35 High

Native in-situ soils were primarily poor graded and well graded gravel, with some poorly graded sand layers. Sieve analysis indicated that the percent of material passing the #200 sieve ranged from 0.3 – 12.8 percent by weight. Laboratory analysis determined that the fines classified as silt, thus expansive soil conditions do not apply to this site.

Structural Fill Structural fill shall be used as backfill for over-excavations below both pavement and foundation systems – to include spread footings, continuous footings and slab on grade foundations and grading requirements. Where structural fill is required to accommodate the parameters identified above, the following soils and in-situ soils are acceptable as noted. If the fill is imported, these soils should be classified according to ASTM D2487 as GW, GP, GM, SM, SP, SW, or SP-SM.

Imported fill with fines shall have the following Atterberg limit properties: a liquid limit not greater than 35 and a plasticity index not greater than 15. Soils not classified as acceptable or soils that do not meet the specified Atterberg limit requirements are not acceptable to be used as

FY19 GAAF REFUELING FACILITY CONSTRUCTION PROJECT NO. DESC 1905

Joint Base Lewis McChord, WA 19006

00 01 15-B-8 structural fill. All soil deemed acceptable as structural fill shall be compacted to 95% modified proctor, +/- 2% optimal moisture content. Lift thickness for either fine or coarse materials should not exceed 8 inches in any circumstance. It is the contractors’ responsibility to complete all proctor and relative density tests to determine required in field densities and submit them to USACE construction representative.

Foundation Design The frost depth at Joint Base Lewis McChord is nine inches below ground surface (UFC-3-301- 01). Thus, to mitigate the threat of frost heave, foundation embedment depth must be a minimum of one foot bgs. For continuous, spread, and slab on grade foundations; a minimum of two feet of material shall be excavated and reworked from the bottom of foundation and or footing. In addition to the contractor meeting all compaction requirements and lift thickness, the contractor shall ensure that there is no material larger than 4” in the compacted section, which is dependent on the lift thickness placed in the field. The contractor may excavate and scalp all material through a screen to separate material larger than 4 inches. Requirements for satisfactory placed structural fill is outlined in the Structural Fill section and must be used for any backfill. For foundation systems that require structural fill, an allowable bearing capacity of 2,500 pounds per square foot may be used for all design. Total settlement should be limited to one inch and differential settlement shall not exceed one half of an inch between any two members.

Chemistry Testing General Soil resistivity, conductivity, pH and sulfate tests were performed on two representative samples obtained from near surface depths and the results can be reviewed in table 4.

Table 4: Joint Base Lewis McChord Chemistry Results

Boring Depth

(ft) pH Sulfate

(mg/L) Resistivity (ohm-cm)

Conductivity (µS/cm)

LM18-01 3.0-4.5 7.18 12 6620 151

LM18-15 3.0-4.5 7.19 25 5890 170

Chemistry testing revealed that the soil was neutral. Soils having a pH of 8 (alkaline) or above can lead to extreme corrosion rates and premature pitting of metallic objects, however resistivity is better suited for determining corrosion potential.

Sulfate Risk Sulfate attack is an issue that can be damaging to any concrete pavements and or foundations.

Sulfate ion content tests were performed on three representative samples from various depths across the project site and can be seen in table 3 above. According to table 5, taken from the American Concrete Institution publication 201.2R a “Guide to Durable Concrete”, there is a moderate exposure of Sulfate Attack when sulfate in water exceeds 150 ppm.

00 01 15-B-9

Table 5: Sulfate Classification

Exposure Classification

Sulfate (SO4 2-) in water (ppm)

N/A < 150 Moderate 150 to 1500

Severe 1500 to 10,000 Very Severe > 10,000

Based on criteria outlined in ACI 201.2, native soils near the surface do not pose a risk of sulfate attack and preventative measures do not need to be incorporated.

Corrosion Potential Resistivity is another measure that gages corrosion potential. Test results shown in table three ranged from 5,890 to 6,620 ohm-cm. According to table 6, the reported soil resistivity values indicate that there is a moderate corrosion potential.

Table 6: Soil Resistivity Classification

Resistance Classification

Soil Resistivity (ohm-cm)

Corrosion Potential

Low 0 - 2,000 Severe Medium 2,000 - 10,000 Moderate

High 10,000 - 30,000 Mild Very High > 30,000 Unlikely

There are several methods of preventing corrosion of buried pipes, though most of these methods are only practical for application prior to installation of the piping. Design engineers should strongly consider the use of nonmetallic pipes for underground utilities. However, if steel pipes and or foundations are used, design engineers may increase the thickness of steel members and or steel walled pipes. Cathodic protection is another method to control corrosion. Incorporating cathodic protection early on can prevent corrosion from the start.

Pavement Design It is anticipated that there will be hardstand pavement sections composed of hot mix asphalt (HMA) and Portland Cement Concrete (PCC); supported by a subbase material to accommodate pavement design. Exploration of subgrade material located below existing and located in the near vicinity of existing pavements revealed that the subgrade contained predominantly poorly graded gravels, well graded gravel and some poorly graded sand layers, extending from the surface to approximately ten feet bgs in some areas. As built drawings for the fueling aprons were provided prior to the original investigation. These drawings indicated that there was a 0.5 to 6 foot layer of silty gravel above the sandy gravel. The existing air field pavement footprint constructed under the Hot Refueling Point project over excavated all unsatisfactory subgrade materials (organic material) and backfilled with satisfactory materials. It is reasonable to assume that these materials

FY19 GAAF REFUELING FACILITY CONSTRUCTION PROJECT NO. DESC 1905

Joint Base Lewis McChord, WA 19006

00 01 15-B-10 were compacted to a minimum of 95% standard proctor to meet engineering requirements in original design. New airfield pavement areas that fall outside of the original Hot Refueling Point project unsatisfactory material limits under this project will be excavated and replaced with satisfactory material and appropriate compaction requirements must be adhered to as defined in 31 00 00.

In-situ materials on this project are typically excavated a minimum of 18” and reworked and compacted. Material larger than four inches located within the base is not acceptable for paving sections. When an acceptable structural fill for grading purposes is required a coefficient of subgrade reaction of 200 pounds per cubic inch (pci) and a CBR of 20 are suitable design values. However, for portions of the grading that require cut and fill, the contractor shall excavate and scarify a minimum of 18 inches such that all requirements listed above are met. In the event that pavement is placed on native soils, the contractor shall scarify eight inches and design engineers are restricted to using a value of 20 for the California Bearing Ratio and a coefficient of subgrade reaction of 200 pci.

Proof-rolling of pavement subgrade should be performed prior to placing base course or other pavement layers. A loaded tandem-axle dump truck should traverse the subgrade area and a visual inspection for excessive rutting or deflection (greater than 0.75-inch typically) made.

Deflecting or rutting subgrade is to be reworked or otherwise improved to bring performance within tolerance. If the area is too soft to achieve adequate compaction, during construction they may be reinforced with a tri-axial geogrid with a minimum radial stiffness of 15,000 pounds/foot. Tensar TX130S meets this specification; similar suitable products are available from other suppliers. A layer of one-inch minus crushed aggregate between 6 and 12 inches thick may be placed over the geogrid for particularly soft zones if required.

Materials, quality assurance, quality control and any construction and maintenance methods shall meet all requirements outlined in the project specifications. If materials cannot meet their recommendations, then the pavement design should be re-evaluated based upon available materials. For this project, the California Bearing Ratio (CBR) and Subgrade Coefficient (k) provided in this report were determined from laboratory testing under ASTM D1883 using ASTM D1557 and USCS soil classifications, respectively.

Design and Construction Consideration The addition of new utility lines requires either open trench or trenchless construction. For any open trench construction, both EM 385-1-1 Section 25 titled “Excavation and Trenching” and 29 Code of Federal Regulations (CFR) Part 1926, Subpart P titled “Excavations” should be consulted to ensure adequate trench and or excavation protection is in place. Cobbles and or boulders may be encountered at any depth of this site. Excavation sidewalls were subject to collapse through many of the test pits.

It is critical that all recommendations in this report are reviewed during construction. Construction managers and project engineers must assume responsibility for using appropriate practices. The project site is located in a drainage pathway that has the potential to experience a large water volume. Diversion of storm water around the construction site is critical for proper placement of structural foundations and pavement subgrades. The recommendations made in this report are

FY19 GAAF REFUELING FACILITY CONSTRUCTION PROJECT NO. DESC 1905

Joint Base Lewis McChord, WA 19006

00 01 15-B-11 based on the assumption that the site will have surface and subsurface water controls typical of any construction site. Despite dewatering efforts, soft subgrade due to high moisture content may exist.

Subgrade that cannot be dried sufficiently to achieve proper compaction may be bridged using rock or crushed concrete.

Improvements made after construction shall be completed in accordance with recommendations provided in this report and may require additional soil investigation and consultation.

Geotechnical Risk and Limitations The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of the subsurface conditions. Any analysis must be tempered with engineering judgment and experience. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. The borings were spaced to obtain a reasonably accurate picture of the subsurface conditions for the COF Company project.

The borings are representative of conditions encountered only at the boring locations. The recommendations presented in this report are based on the proposed site development as currently planned and described in this report. Revisions to the site development could affect the provided recommendations. If any of the directions or recommendations in this report are not clear please seek clarification of the intent Omaha District, Geotechnical Engineering Branch, Geotechnical Engineering Section.

00 01 15-B-12

References ACI 201.2R-16, Guide to Durable Concrete, ACI Committee 201, 27 March 2018

ASCE 7-16, Minimum Design Loads and Associated Criteria for Buildings and Other Structures, Reston, VA, 2017

ASTM C150 / C150M-17, Standard Specification for Portland Cement, ASTM International, West

Conshohocken, PA, 2017

ASTM D1557-12e1, Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Modified Effort, ASTM International, West Conshohocken, PA, 2012

ASTM D2487-17, Standard Practice for Classification of Soils for Engineering Purposes (Unified

Soil Classification System), ASTM International, West Conshohocken, PA, 2017

Department of the Army USA, Technical Manual TM 5-818-7, Foundations in Expansive Soils, 1 September 1983

J. Eric Schuster, Ashley A. Cabibbo, Joseph H. Schilter, and Ian J. Hubert, 2015, Geological

Map of the Tacoma 1:100,000-scale Quadrangle, Washington. Map Series 2015-03, Washington Division of Geology and Earth Resources, Washington State Department of Natural Resources.

Occupational Safety and Health Administration. “Safety and Health Regulations for

Construction.” U.S. Department of Labor, Occupational Safety and Health Administration.

OSHA, 2012.

United Facilities Criteria 3-301-01. “Structural Engineering.” Naval Facilities Engineering

Command. 2016.

00 01 15-B-13

SECTION TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

DOCUMENT 00 01 15

LIST OF DRAWINGS

02/11

PART 1 GENERAL

1.1 SUMMARY

1.2 CONTRACT DRAWINGS

1.3 SUPPLEMENTARY DRAWINGS

1.3.1 Boring Logs

1.3.2 Subsurface Data

-- End of Section Table of…