538-16-101 RENOVATE B25 TO IMPROVE EFFICIENCY - SPECS 20210309.pdf

PROJECT SPECIFICATIONS

PROJECT NAME: RENOVATE B25 TO IMPROVE EFFICIENCY

PROJECT NUMBER: 538-16-101

DEPARTMENT OF VETERAN AFFAIRS (VA)

VETERANS HEALTH ADMINISTRATION (VHA)

VETERANS INTEGRATED SERVICE NETWORK (VISN) 10

CHILLICOTHE VA MEDICAL CENTER (VAMC)

17273 STATE ROUTE 104

CHILLICOTHE, OHIO 45601

DOCUMENT DATE: 20 JULY 2020 REBID

CHILLICOTHE VAMC MISSION: OUR MISSION IS TO HONOR OUR VETERANS’ SERVICE AND

SACRAFICES BY PROVIDING EXCEPTIONAL CARE

CHILLICOTHE VAMC VISION: OUR VISION IS TO BE A HEALTHCARE PROVIDER OF CHOICE FOR

VETERANS; IMPROVE VETERAN’S QUALITY OF LIFE BY ENHANCING SERVICES, ACCESS AND

SAFETY; AND TO BE THE WORKPLACE OF CHOICE.

RENOVATE B25 TO IMPROVE EFFICIENCY PROJECT NO. 538-16-101

VAMC, CHILLICOTHE, OHIO

00 01 10-1

DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

TABLE OF CONTENTS

Section 00 01 10

DIVISION 00 - SPECIAL SECTIONS DATE

00 01 15 List of Drawing Sheets 07-15

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 General Requirements 03-20 01 00 02 Badging, information security, privacy, historic preservation, and parking permit requirements 01-21

01 32 16.15 Project Schedules (Small Projects – Design/Bid/Build 03-20 01 33 23 Shop Drawings, Product Data, and Samples 05-17 01 35 26 Safety Requirements 03-20 01 42 19 Reference Standards 09-19 01 45 29 Testing Laboratory Services 11-18 01 57 19 Temporary Environmental Controls 01-11 01 74 19 Construction Waste Management 09-13 01 81 13 Sustainable Construction Requirements 09-15 01 81 13.01 Sustainability Certification Requirements – LEED NC V3 09-15 01 91 00 General Commissioning Requirements

DIVISION 02 – EXISTING CONDITIONS

02 41 00 Demolition 08-17 02 82 13.13 Glove bag Asbestos Abatement 09-15 02 82 13.19 Asbestos Floor Tile / Mastic Abatement 09-15 02 82 13.41 Asbestos Abatement for Total Demolition Project 04-15 02 83 33.13 Lead-Based Paint Removal and Disposal 08-16

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete 07-19

DIVISION 04 – MASONRY

04 05 13 Masonry Mortaring 10-17 04 05 16 Masonry Grouting 02-16 04 05 31 Masonry Tuck Pointing 04 20 00 Unit Masonry 02-15 04 72 00 Cast Stone Masonry 02-15

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 11-18 05 21 00 Steel Joist Framing 11-18 05 31 00 Steel Decking 02-16

VAMC, CHILLICOTHE, OHIO TABLE OF CONTENTS

00 01 10-2

05 50 00 Metal Fabrications 08-18 05 51 00 Metal Stairs 10-15

DIVISION 06 – WOOD,PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 10-17 06 20 00 Finish Carpentry 08-16

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 08 00 Facility Exterior Closure Commissioning 11-16 07 13 00 Sheet Waterproofing 04-13 07 21 13 Thermal Insulation 10-17 07 22 00 Roof and Deck Insulation 02-16 07 27 27 Fluid-Applied Membrane Air Barrier, Vapor Retarding 02-16 07 31 13 Asphalt Shingles 02-16 07 40 00 Roofing and Siding Panels 10-15 07 54 23 Thermoplastic Polyolefin (TPO) Roofing 08-16 07 60 00 Flashing and Sheet Metal 07-14 07 84 00 Firestopping 02-16 07 92 00 Joint Sealants 10-17

DIVISION 08 - OPENINGS

08 11 13 Hollow Metal Doors and Frames 08-16 08 31 13 Access Doors and Frames 02-16 08 33 00 Coiling Doors and Grilles 09-18 08 41 13 Aluminum-Framed Entrances and Storefronts 08-16 08 56 53 Blast Resistant Windows 02-16 08 71 00 Door Hardware 04-20 08 71 13 Automatic Door Operators 02-16 08 80 00 Glazing 10-15 08 90 00 Louvers and Vents 05-15

DIVISION 09 – FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 02-15 09 22 16 Non-Structural Metal Framing 06-18 09 29 00 Gypsum Board 04-20 09 30 13 Ceramic/Porcelain Tiling 09-15 09 51 00 Acoustical Ceilings 12-18 09 65 13 Resilient Base and Accessories 02-16 09 65 19 Resilient Tile Flooring 05-18 09 91 00 Painting 01-16

DIVISION 10 – SPECIALTIES

10 21 13 Toilet Compartments 12-15 10 26 00 Wall and Door Protection 10-15 10 28 00 Toilet, Bath, and Laundry Accessories 02-16 10 44 13 Fire Extinguisher Cabinets 08-18

10 51 13 Metal Lockers 6-14

00 01 10-3

10 73 16 ALUMINUM CANOPY SYSTEM

DIVISION 11 – EQUIPMENT

DIVISION 12 – FURNISHINGS

12 24 00 Window Shades 08-17 12 32 00 Manufactured Wood Casework 09-15

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19 Metal Building Systems 08-16

DIVISION 21- FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 11-16 21 13 13 Wet-Pipe Sprinkler Systems 06-15 21 13 16 Dry-Pipe Sprinkler Systems 01-15

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing 07-16 22 05 12 General Motor Requirements for Plumbing Equipment 09-15 22 05 19 Meters and Gages for Plumbing Piping 09-15 22 05 23 General-Duty Valves for Plumbing Piping 09-15 22 07 11 Plumbing Insulation 09-19 22 08 00 Commissioning of Plumbing Systems 11-16 22 11 00 Facility Water Distribution 11-19 22 11 23 Domestic Water Pumps 09-15 22 13 00 Facility Sanitary and Vent Piping 09-15 22 14 00 Facility Storm Drainage 09-15 22 14 29 Sump Pumps 22 15 00 General Service Compressed-Air Systems 09-15 22 35 00 Domestic Water Heat Exchangers 09-15 22 40 00 Plumbing Fixtures 09-15

DIVISION 23 – HEATING, VENTILATING, AND AIR

CONDITIONING (HVAC)

23 05 11 Common Work Results for HVAC 02-20 23 05 12 General Motor Requirements for HVAC and Steam

Generation Equipment 02-20

23 05 41 Noise and Vibration Control for HVAC Piping and Equipment

02-20

23 05 93 Testing, Adjusting, and Balancing for HVAC 02-20 23 07 11 HVAC and Boiler Plant Insulation 02-20 23 08 00 Commissioning of HVAC Systems 02-20 23 09 23 Direct-Digital Control System for HVAC 09-11 23 21 13 Hydronic Piping 02-20 23 21 23 Hydronic Pumps 02-20 23 22 13 Steam and Condensate Heating Piping 02-20 23 22 23 Steam Condensate Pumps 04-20 23 23 00 Refrigerant Piping 02-20

00 01 10-4

23 25 00 HVAC Water Treatment 02-20 23 31 00 HVAC Ducts and Casings 02-20 23 34 00 HVAC Fans 02-20 23 36 00 Air Terminal Units 02-20 23 37 00 Air Outlets and Inlets 02-20 23 64 00 Packaged Water Chillers 03-20 23 72 00 Air-to-Air Energy Recovery Equipment 03-20 23 73 00 Indoor Central-Station Air-Handling Units 03-20 23 81 00 Decentralized Unitary HVAC Equipment 03-20 23 82 00 Convection Heating and Cooling Units 03-20

DIVISION 25 – INTEGRATED AUTOMATION

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations 01-16 26 05 13 Medium-Voltage Cables 01-17 26 05 19 Low-Voltage Electrical Power Conductors and Cables 01-17 26 05 26 Grounding and Bonding for Electrical Systems 01-17 26 05 33 Raceway and Boxes for Electrical Systems 01-18 26 05 41 Underground Electrical Construction 01-17 26 08 00 Commissioning of Electrical Systems 11-16 26 09 23 Lighting Controls 01-18 26 12 19 Pad-Mounted, Liquid-Filled, Medium-Voltage Transformers 01-18 26 22 00 Low-Voltage Transformers 01-18 26 24 16 Panelboards 01-18 26 27 26 Wiring Devices 01-18 26 29 11 Motor Controllers 01-18 26 43 13 Surge Protective Devices 01-17 26 51 00 Interior Lighting 01-18 26 56 00 Exterior Lighting 05-14

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communications Installations 01-19 27 05 26 Grounding and Bonding for Communications Systems 06-15 27 05 33 Raceways and Boxes for Communications Systems 01-18 27 08 00 Commissioning of Communications Systems 11-16 27 10 00 Control, Communication and Signal Wires 06-15 27 11 00 Communications Equipment Room Fittings 06-15 27 15 00 Communications Structured Cabling 01-16

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety and Security 04-18 28 05 13 Conductors and Cables for Electronic Safety and

Security 10-18

28 05 26 Grounding and Bonding for Electronic Safety and Security

09-11

28 05 28.33 Conduits and Backboxes for Electronic Safety and Security

09-11

28 08 00 Commissioning of Electronic Safety and Security Systems 11-16

00 01 10-5

28 13 00 Physical Access Control System 28 16 00 Intrusion Detection System

10-11

28 23 00 Video Surveillance 09-11 28 31 00 Fire Detection and Alarm 10-11

DIVISION 31 – EARTHWORK

31 20 00 Earthwork 10-12 31 23 19 Dewatering 31 23 23.33 Flowable Fill

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 08-16 32 12 16 Asphalt Paving 09-15 32 17 23 Pavement Markings 08-16 32 31 13 Chain Link Fences 05-16 32 90 00 Planting 07-16

DIVISION 33 – UTILITIES

33 08 00 Commissioning of Site Utility Systems 11-16 33 10 00 Water Utilities 03-17 33 40 00 Storm Sewer Utilities 12-17 33 46 13 Foundation Drainage 10-11

VAMC, CHILLICOTHE, OHIO LIST OF DRAWING SHEETS

SECTION 00 01 15

LIST OF DRAWING SHEETS

The drawings listed below accompanying this specification form a part of the contract.

Drawing No. Title

1 G000 COVER SHEET

2 G001 PROJECT GENERAL NOTES, ABBREVIATIONS AND SYMBOLS

3 G002 SITE PLAN

4 G003 LIFE SAFETY PLANS

5 C100 DEMOLITION PLAN

6 C101 UTILITY PLAN

7 C102 GRADING PLAN

8 C103 LOCATION AND MATERIAL PLAN

9 C500 DETAILS

10 L100 PLANTING PLAN

11 S001 GENERAL NOTES

12 SB100 OVERALL FOUNDATION PLAN

13 SB101 NEW BUILDING AND EAST LOADING DOCK FOUNDATION/SLAB

14 SB101.1 EAST LOADING DOCK FOUNDATION/SLAB PLANS - ALT. #3

15 SB102 FOUNDATION PLAN NORTH SIDE

16 SB301 FOUNDATION SECTIONS

17 SB501 FOUNDATION/SLAB DETAILS

18 SF100 OVERALL FRAMING LAYOUT

19 SF101 MAIN STRUCTURAL FRAME

20 SF301 FRAMING SECTIONS

21 SF501 FRAMING DETAILS

22 AD100 BASEMENT DEMOLITION PLAN

23 AD101 FIRST FLOOR DEMOLITION PLAN

24 AD102 FIRST FLOOR REFLECTED CEILING DEMOLITION

25 AD103 ROOF DEMOLITION PLAN

26 AD200 DEMOLITION ELEVATIONS

27 AD300 SITE DEMOLITION PLAN

28 A100 BASEMENT NEW WORK FLOOR PLAN

29 A101 FIRST FLOOR NEW WORK PLAN

30 A101.1 FIRST FLOOR NEW WORK PLAN - ALTERNATE 3

31 A102 CLERESTORY PLAN

32 A103 ROOF PLAN

33 A110 BASEMENT REFLECTED CEILING PLAN

34 A111 FIRST FLOOR REFLECTED CEILING PLAN

35 A200 BUILDING ELEVATIONS

36 A300 BUILDING SECTIONS

37 A301 BUILDING SECTIONS

38 A310 WALL SECTIONS

39 A311 WALL SECTIONS

40 A401 ENLARGED RESTROOM PLANS AND ELEVATIONS

41 A402 ENLARGED PLANS AND ELEVATIONS

42 A403 INTERIOR ELEVATIONS

43 A501 PARTITION TYPES AND DETAILS

44 A510 EXTERIOR SECTION DETAILS

45 A511 EXTERIOR SECTION DETAILS

46 A520 CASEWORK SECTIONS AND DETAILS

47 A530 PLAN DETAILS

48 A540 STORAGE RACK PLAN AND ELEVATIONS

49 A601 DOOR SCHEDULE AND DOOR DETAILS

50 A602 DOOR AND WINDOW DETAILS

51 A701 STAIR PLANS AND SECTIONS

52 A702 STAIR PLANS AND SECTIONS

53 A703 RAMP PLANS AND SECTIONS

54 A704 RAMP AND STAIR DETAILS

55 A901 FINISH SCHEDULE AND DETAILS

56 A902 WALL PROTECTION AND FLOOR FINISH PLAN

57 A903 EQUIPMENT PLANS

58 A904 FURNITURE PLAN

59 A905 INTERIOR SIGN LOCATION PLANS

60 FP001 FIRE PROTECTION LEGEND

61 FP101 BASEMENT & FIRST FLOOR FIRE PROTECTION PLANS

62 P001 PLUMBING LEGEND AND GENERAL NOTES

63 PD101 PLUMBING DEMOLITION - BASEMENT PLAN

64 PD102 PLUMBING DEMOLITION - FIRST FLOOR PLAN

65 PD103 PLUMBING DEMOLITION - BUILDINGS 228, 38, 39, 40, 41

66 PL101 PLUMBING NEW WORK - BASEMENT PLAN

67 PL102 PLUMBING NEW WORK - FIRST FLOOR PLAN

68 PL103 PLUMBING NEW WORK - ROOF PLAN

69 PL401 PLUMBING NEW WORK - ENLARGED PLANS

70 PL501 PLUMBING DETAILS

71 PL601 PLUMBING SCHEDULES AND DIAGRAMS

72 PL602 PLUMBING SANITARY & VENT ISOMETRICS

73 M001 MECHANICAL SYMBOLS

74 MD101 BASEMENT AND FIRST FLOOR DEMOLITION

75 MD102 MECHANICAL STEAM PIPING - DEMOLITION BASEMENT PLAN

76 MD103 MECHANICAL STEAM PIPING - DEMOLITION FIRST FLOOR PLAN

77 MD104 MECHANICAL STEAM PIPING - DEMOLITION BUILDINGS 228, 38, 39, 40, 41

78 MH101 BASEMENT HVAC NEW WORK

79 MH102 FIRST FLOOR HVAC NEW WORK

80 MH103 ROOF HVAC

81 MH501 DETAILS

82 MH502 CONTROL DETAILS

83 MH503 HVAC SECTION VIEW, AIRFLOW DIAGRAM

84 MH504 BASEMENT DETAILS

85 MH601 HVAC SCHEDULES

86 MH602 HVAC SCHEDULES

87 MP101 BASEMENT PIPING NEW WORK

88 MP102 FIRST FLOOR PIPING NEW WORK

89 MP103 MECHANICAL STEAM PIPING PLANS

90 MP501 MECHANICAL PIPING DETAILS

91 MP502 MECHANICAL PIPING DETAILS II

92 MP503 MECHANICAL PIPING CONTROL DETAILS

93 MP601 MECHANICAL PIPING SCHEDULES AND DIAGRAMS

94 E001 ELECTRICAL SYMBOL LEGEND & LIGHTING SCHEDULE

95 ED100 DEMOLITION ELECTRIC-BUILDNG 25-BASEMENT FLOOR PLAN

96 ED101 DEMOLITION POWER / SIGNAL-BUILDING 25-FIRST FLOOR

97 ED102 DEMOLITION LIGHTING FIRST FLOOR PLAN

98 ED103 DEMOLITION SITE POWER PLAN - BUILDING T41, T233, T313

99 ED104 DEMOLITION FIRE ALARM BUILDING 25 FLOOR PLAN

100 ED105 DEMOLITION FIRE ALARM SITE PLAN - BUILDING T228, T38, T39, T40

101 ED106 DEMOLITION FIRE ALARM SITE PLAN - BUILDING T41, T233, T313

102 ED202 ELECTRICAL DEMOLITION SINGLE LINE DIAGRAM

103 EL100 NEW LIGHTING BASEMENT & CRAWL SPACE PLAN

104 EL101 NEW LIGHTING FIRST FLOOR PLAN

105 EP100 NEW POWER BASEMENT FLOOR PLAN

106 EP101 NEW POWER FIRST FLOOR PLAN

107 EP102 NEW POWER ROOF PLAN

108 EP301 ELECTRICAL DETAILS

109 EP302 ENLARGED PRIMARY POWER PLAN & DETAILS

110 EP400 PARTIAL ELECTRICAL SINGLE LINE DIAGRAM - CAMPUS

111 EP401 ELECTRICAL SINGLE LINE DIAGRAM - BUILDING 25

112 EP601 PANEL SCHEDULES

113 EP602 PANEL SCHEDULES

114 ES100 ELECTRICAL SITE PLAN

115 ES101 SIGNAL SITE EXISTING MANHOLE PLAN

116 ES102 ELECTRICAL SITE PLAN

117 EY100 NEW SIGNAL & FIRE ALARM BASEMENT FLOOR PLAN

118 EY101 NEW SIGNAL & FIRE ALARM FIRST FLOOR PLAN

119 EY102 NEW FIRE ALAM BUILDING 213, T233, & T313

120 EY200 SECURITY FIBER SINGLE LINE DIAGRAM

121 EY201 FIRE ALARM SINGLE LINE DIAGRAM

122 EY300 SIGNAL CLOSET DETAILS

123 EY301 ACCESS CONTROL DETAILS

- - - END - - -

VAMC, CHILLICOTHE, OHIO

01 00 00 - 1

SECTION 01 00 00 GENERAL REQUIREMENTS

TABLE OF CONTENTS

1.01 SAFETY REQUIREMENTS

1.02 GENERAL INTENTION

1.03 STATEMENT OF BID ITEM(S)

1.04 SPECIFICATIONS AND DRAWINGS FOR CONTRACTOR

1.05 CONSTRUCTION SECURITY REQUIREMENTS

1.06 OPERATIONS AND STORAGE AREAS

1.07 ALTERATIONS

1.08 DISPOSAL AND RETENTION

1.09 PROTECTION OF EXISTING VEGETATION, STRUCTURES, EQUIPMENT,

UTILITIES, AND IMPROVEMENTS

1.10 RESTORATION

1.11 PHYSICAL DATA

1.12 NOT APPLICABLE

1.13 LAYOUT OF WORK

1.14 AS-BUILT DRAWINGS

1.15 WARRANTY MANAGEMENT

1.16 USE OF ROADWAYS

1.17 NOT APPLICABLE

1.18 TEMPORARY USE OF MECHANICAL AND ELECTRICAL EQUIPMENT

1.19 NOT APPLICABLE

1.20 NOT APPLICABLE

1.21 TEMPORARY TOILETS

1.22 AVAILABILITY AND USE OF UTILITY SERVICES

1.23 NOT APPLICABLE

1.24 TESTS

1.25 INSTRUCTIONS

1.26 NOT APPLICABLE

1.27 RELOCATED EQUIPMENT

1.28 NOT APPLICABLE

1.29 NOT APPLICABLE

1.30 NOT APPLICABLE

1.31 NOT APPLICABLE

Geotechnical Engineering Report VAMC Renovate Building 25

Chillicothe, Ohio

April 5, 2016

Terracon Project No. N1165126

Prepared for:

FFE, Inc.

Cincinnati, Ohio

Prepared by:

Terracon Consultants, Inc.

TABLE OF CONTENTS

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Page

EXECUTIVE SUMMARY ............................................................................................................. i

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Site Location and Description

2.2 Project Description

3.0 SUBSURFACE CONDITIONS

3.1 Typical Profile

3.2 Groundwater

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

4.2 Earthwork

4.2.1 Site Preparation

4.2.2 Material Types

4.2.3 Compaction Requirements

4.2.4 Utility Trench Backfill

4.2.5 Grading and Drainage

4.2.6 Construction Considerations

4.3 Foundations

4.3.1 Foundation Design Recommendations

4.3.2 Foundation Construction Considerations

4.4 Seismic Considerations

4.5 Lateral Earth Pressures

4.6 Floor Slab

4.6.1 Design Recommendations

4.6.2 Construction Considerations

4.7 Pavements

5.0 GENERAL COMMENTS

APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Site Location Map

Exhibit A-2 Exploration Plan

Exhibit A-2a Boring Location Plan

Exhibit A-3 Summary of Geotechnical Data

Exhibit A-4 Field Exploration Description

Exhibit A-5 to A-9 Boring Logs

APPENDIX B – SUPPORTING INFORMATION

Exhibit B-1 Laboratory Testing

Exhibits B-2 to B-3 Unconfined Compression Test Plots

Exhibit B-4 Grain Site Distribution Plot

TABLE OF CONTENTS (continued)

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APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1 General Notes

Exhibit C-2 Unified Soil Classification System

VAMC Renovate Building 25 ■ Chillicothe, Ohio April 5, 2016 ■ Terracon Project No. N1165126

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EXECUTIVE SUMMARY

A geotechnical study has been performed for the proposed Chillicothe Veterans Administration

Medical Center (VAMC) Building 25 Renovation located at 17273 State Route 104 in Chillicothe, Ohio. Five (5) borings were drilled to approximately 15 to 31.5 feet below the existing ground surface across the proposed addition and canopy footprint and at the proposed loading dock.

Based on the information obtained from our subsurface exploration, the following geotechnical considerations were identified:

Proposed grading plans revealed that new engineered fill soil will be required at the finished floor elevation level subgrade of the western portion of the building addition and stiff to very stiff lean clay or new engineered fill will be exposed at the proposed canopy/storage building finished floor elevation.

Borings revealed that the soils at the site typically consist of surficial pavement and granular base underlain by cohesive natural soil consisting of lean clay or sandy lean clay then underlain by silt, clayey sand, silty sand or poorly graded sand.

Analyses indicate that shallow foundations bearing in the at least stiff natural lean clay are recommended for building foundation support.

We anticipate that the new engineered fill will be suitable for direct support of the addition floor slab-on-grade floor slab.

In the canopy area, the anticipated lean clay or new engineered fill soil will be suitable for support of the slab-on-grade floor slab, if a floor slab is constructed in this area. If a canopy is constructed, a new slab-on-grade floor slab may not be constructed, since the canopy may use the existing asphalt concrete pavement beneath the canopy.

Per the 2015 International Building Code, a Seismic Site Class D is recommended for seismic design.

Close monitoring of the construction operations discussed herein will be critical in achieving the design subgrade and foundation support. We therefore recommend that the Terracon be retained to monitor this portion of the work.

This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations.

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GEOTECHNICAL ENGINEERING REPORT

VAMC RENOVATE BUILDING 25

CHILLICOTHE, OHIO

Terracon Project No. N1165126

April 5, 2016

1.0 INTRODUCTION

A geotechnical study has been performed for the proposed Chillicothe Veterans Administration

Medical Center (VAMC) Building 25 Renovation located at 17273 State Route 104 in Chillicothe, Ohio. Five (5) borings were drilled to approximately 15 to 31.5 feet below the existing ground surface across the proposed addition and canopy footprint and at the proposed loading dock areas. Logs of the borings along with a site location map, exploration plan, boring location plan and summary of geotechnical data drawing are included in Appendix A of this report.

The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

subsurface soil conditions foundation design and construction groundwater conditions slab design and construction earthwork seismic considerations pavement recommendations for repaired areas

2.0 PROJECT INFORMATION

2.1 Site Location and Description

ITEM DESCRIPTION

Location

Site is located immediately east and north of existing Building

25 at the Veterans Administration Medical Center (VAMC) in

Chillicothe, Ohio (See Exhibits A-1 and A-2).

Existing Improvements

Existing Building 25 and associated dock on the east side of the building. Also existing asphaltic concrete pavements on the north and east side of the existing building.

Current ground cover

Currently the proposed addition and canopy/storage building areas consists of asphalt concrete pavement areas with one grass-covered landscape island.

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Existing topography

The site is relatively level, gently sloping from northwest to southeast having grades ranging from about Elevation 663 to 661 feet MSL within the canopy and building addition areas. There is an existing 3H:1V slope to the north and west of the canopy area that ranges in grade from about

Elevation 663 to Elevation 675 feet MSL.

2.2 Project Description

Buildings

Building Addition - The building addition will have approximate plan dimensions of 20 feet by 50 feet and is located at the east side of existing Building 25 (See Exhibit A-2a).

Canopy – The canopy structure will have approximate plan dimensions of 20 feet by 28 feet and is located at the north side of existing Building 25 (See Exhibit A-2a).

Building Construction

The building addition will have foundation walls from existing grade to the proposed finished floor elevation and steel columns supported on top of the foundation walls. The exterior will have a brick façade/veneer.

The canopy will consist a pre-engineered, T-shaped steel structure.

Finished floor elevation

Building Addition, north half, finished floor elevation is about 665 feet MSL, structural slab with a pipe basement beneath..

Building Addition, south half, finished floor elevation is about 661 feet MSL, slab on grade.

Canopy finished floor elevation is about 662.5 feet MSL

(estimated), slab on grade.

Maximum loads

Building Addition – 20 to 37 kip column loads transferred to foundation walls with 5 to 7.5 kips/ft wall loads (wall load includes column loads)

Canopy - 30 kip column loads (estimated, since actual loads not known at time of report).

Floor loads assumed 150 psf or less.

Maximum allowable settlement Walls: ¾ inch over 40 feet (assumed)

Columns: 1 inch (assumed)

Cut and fill

About 4 feet of fill for portions loading docks ramping up to the portion with the pipe basement. Less than 2 feet of cut/fill for the canopy slab area.

Retaining walls Foundation walls for building addition and portions of loading dock walls about 4 feet tall.

Below Grade Areas None

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Other Items

Loading docks proposed along the entire east side of existing

Building 25, majority of loading docks have a structural slab and pipe basement beneath. Transformer and air-cooled chiller equipment on concrete pads located immediately west of the proposed canopy.

Pavement

Proposed parking areas to the east of existing Building 25, and no borings were requested in the proposed parking areas. Some patching of the existing asphaltic concrete pavement is anticipated along the building addition and loading docks and around the canopy.

3.0 SUBSURFACE CONDITIONS

3.1 Typical Profile

Typically, the surface materials encountered at the boring locations consisted of asphalt concrete pavement underlain by granular base. Asphalt concrete pavement was encountered at each boring to a depth of 3.5 to 7 inches below existing surface grades. The asphalt concrete pavement was underlain by granular base to a depth of about 9 to 12 inches below existing surface grades at each boring location. Based on the results of the borings, subsurface conditions beneath the surface materials on the project site can be generalized as follows:

Stratum

Approximate Depth to

Bottom of Stratum

(feet)

Material Description Consistency/

Density

1 8.5 to 151

Native lean clay consisting with varying amounts of silt, sand and gravel, brown with trace gray

Stiff to very stiff

2 15 2 Native silt, brown trace gray Loose

3 15 to 173 Native clayey sand to sandy lean clay with various amounts of gravel, brown

Loose – clayey sand

Medium stiff – sandy lean clay

3 20 to 31.54

Native silty sand or poorly graded sand, fine to coarse grained, various amount of gravel, brown

Loose to medium dense

1. Boring 16-3 was terminated within this stratum.

2. Boring 16-2 was terminated within this stratum.

3. This stratum was only encountered in Borings 16-1, 16-4 and 16-5.

4. Borings 16-1, 16-4 and 16-5 were terminated within this stratum.

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Conditions encountered at each boring location are indicated on the individual boring logs.

Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. Details for each of the borings can be found on the boring logs in Appendix A of this report. Graphic representations of the borings are shown on attached Exhibit A-3.

3.2 Groundwater

The boreholes were observed while drilling and after completion for the presence and level of groundwater. No long-term water level readings were recorded. No groundwater was encountered in any of the borings performed for this project at the time of drilling.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

The borings for the Building 25 Renovation (Borings 16-1 to 16-5) encountered stiff to very stiff natural lean clay soils at the anticipated foundation bearing elevation (at or below Elevation 660 feet) for the building addition, the loading dock and the canopy. The stiff to very stiff natural lean clay soils are considered suitable for direct foundation support of spread footings.

The floor slab subgrade is anticipated to consist of new engineered fill soil underlain by stiff natural soils. The slab subgrade in the canopy area is anticipated to consist of either stiff natural soil or a thin layer of new engineered fill soil underlain by stiff natural soil. The natural lean clay soils and new engineered fill should be adequate for support of the slab-on-grade construction.

4.2 Earthwork

4.2.1 Site Preparation

Prior to placing any engineered fill or beginning excavation, all asphalt, vegetation, topsoil and any otherwise unsuitable material should be removed from the construction areas. Any encountered granular base beneath the removed pavement can be stockpiled and evaluated at the time of construction for reuse as engineered fill materials. Any stripped topsoil can be stockpiled for reuse in any planned landscape areas. The stripped asphalt should be properly disposed of off-site.

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Any existing utilities that will be abandoned within the addition areas should be completely removed. Any resulting excavations should be backfilled with engineered fill or controlled density fill. If the utilities are abandoned in-place, the utilities should be completely grouted full under pressure.

After stripping and grubbing and relocation of any underground utilities, the subgrade should be proof-rolled where possible to aid in locating loose or soft areas. Proof-rolling should be performed with a loaded tandem-axle dump truck (minimum 20-ton) under close observation by geotechnical personnel. Soft, dry and low-density soil should be removed or compacted in place prior to placing fill. Areas where soft, disturbed or existing fill are exposed at the floor slab subgrade elevation or prior to placing new fill in the floor slab areas should be completely undercut and replaced as engineered fill.

4.2.2 Material Types

Engineered fill should meet the following material property requirements:

Fill Type 1 USCS Classification Acceptable Location for Placement

Lean clay

CL

(LL<40)

All locations and elevations

Lean to fat clay

CL/CH

(40<LL<50)

> 3 ft. below building finished grade (not encountered in the borings)

Fat clay 2

CH

(LL >50)

In non-structural fill areas (not encountered in the borings)

Well graded granular GW 3 All locations and elevations

On-site soils Varies

The on-site soils typically appear suitable for use as fill; however, if they do not meet the plasticity criteria, they should not be utilized within 3 feet of finished grade beneath building areas. Appropriate moisture conditioning may be needed.

1. New engineered fill should consist of approved materials that are free of organic matter and debris.

Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineer for evaluation.

2. Delineation of fat clays should be performed in the field by a qualified geotechnical engineer or their representative. Generally it is preferred not to use high plasticity clay within the engineered fill areas.

3. Similar to ODOT No. 304 stone or crushed limestone aggregate or granular material such as sand, gravel or crushed stone containing no more than 18% low plasticity fines.

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4.2.3 Compaction Requirements

ITEM DESCRIPTION

Fill Lift Thickness (Structural Areas)

8-inches or less in loose lift thickness when self-propelled heavy-duty compaction equipment is used.

6-inches or less if hand compaction equipment is used.

Compaction Requirements 1

(Structural Areas)

Minimum of 98% of the material’s Standard Proctor maximum dry density (ASTM D 698)

Compaction Requirements

(Landscape Areas)

95% of the material’s Standard Proctor maximum dry density

(ASTM D 698) provided long-term plans do not include a structure in these areas

Moisture Content - Cohesive Soil

(Low Plasticity)

Within ±3% of optimum moisture content (OMC) as determined by the Standard Proctor test at the time of placement and compaction

Moisture Content - Granular Material Within ±2% of OMC / Within workable moisture levels

1. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.

2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the cohesionless fill material pumping when proofrolled.

All materials to be used as engineered fill should be tested in the laboratory to determine their suitability and compaction characteristics.

4.2.4 Utility Trench Backfill

All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. If utility trenches are backfilled with relatively clean granular material, they should be capped with at least 18 inches of cohesive fill in non-pavement areas to reduce the infiltration and conveyance of surface water through the trench backfill.

Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the building should be effectively sealed to restrict water intrusion and flow through the trenches that could migrate below the building. We recommend constructing an effective clay “trench plug” that extends at least 5 feet out from the face of the building exterior. The plug material should consist of clay compacted at a water content at or above the soils optimum water content. The clay fill should be placed to completely surround the utility line and be compacted in accordance with recommendations in this report.

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4.2.5 Grading and Drainage

Final surrounding grades should be sloped away from the structure on all sides to prevent ponding of water. Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of the proposed structures are recommended. This can be accomplished through the use of splash-blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity-drains collected water. Splash-blocks should also be considered below hose bibs and water spigots. Alternatively, the down spouts can be connected directly to a storm water collection system.

4.2.6 Construction Considerations

Although the exposed subgrade is anticipated to be relatively stable upon initial exposure, unstable subgrade conditions will likely develop during general construction operations, particularly if the soils are wetted and/or subjected to repetitive construction traffic. Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of floor slabs and pavements. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to floor slab and pavement construction.

Trees or other vegetation whose root systems have the ability to remove excessive moisture from the subgrade and foundation soils should not be planted next to the structure. Trees and shrubbery should be kept away from the exterior edges of the foundation element a distance at least equal to 1.5 times their expected mature height. Consideration should also be given to removal of any existing mature trees within the zone that is 1.5 times the tree height.

As a minimum, all temporary excavations should be sloped or braced as required by OSHA regulations to provide stability and safe working conditions. Temporary excavations will probably be required during grading operations. The grading contractor, by his contract, is usually responsible for designing and constructing stable, temporary excavations and should shore, slope or bench the sides of the excavations as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, state and federal safety regulations, including the current Occupational Health and Safety Administration (OSHA)

Excavation and Trench Safety Standards.

The geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation;

proof-rolling; placement and compaction of controlled compacted fills; backfilling of excavations into the completed subgrade, and just prior to construction of building floor slabs.

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4.3 Foundations

Based on the encountered conditions in the borings, it is recommended that shallow footings bearing directly on the at least stiff natural lean clay soils be used for foundation support of the proposed building addition, canopy and loading dock walls. Bearing on the at least stiff natural soil will require the footings bearing below existing surface grades which would result in a bearing elevation of about Elevation 660 feet or possibly lower for frost protection or to match existing building footing bearing elevations.

4.3.1 Foundation Design Recommendations

Description Column Wall

Net allowable bearing pressure 1 2,500 psf 2,500 psf

Minimum dimensions 30 inches 24 inches

Minimum embedment below finished grade 2 36 inches 36 inches

Approximate total settlement from foundation loads 3 <1 inch <3/4 inch

Estimated differential settlement from foundation loads 3

<¾ inch between columns <¾ inch over 40 feet

Ultimate passive pressure 4 Not recommended

Ultimate coefficient of sliding friction 4 0.35

1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable disturbed or soft soils, if encountered, will be undercut and replaced lean concrete to the design bearing elevation. Based upon a minimum Factor of Safety of 3.

2. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils.

For perimeter footing and footings beneath unheated areas. Where the new footings are constructed adjacent to the existing building, the new footings should match the bearing elevation of the existing footings. When excavating new footings, care should be taken to avoid undermining the existing building footings.

3. The foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footings, the thickness of compacted fill, and the quality of the earthwork operations.

4. Due to anticipated conditions, only coefficient of sliding along the base of the footing poured directly on the bearing soils is recommended.

Some additional settlement of the existing footings adjacent to the new addition footings will likely occur due to the stress influence of the new footings. To avoid differential settlement between new and existing footings, the new footing reinforcement could be doweled into the existing footings.

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4.3.2 Foundation Construction Considerations

The base of all foundation excavations should be free of water and loose soil prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance.

Should the soils at bearing level become excessively dry, disturbed or saturated, or frozen, the affected soil should be removed prior to placing concrete. Place a lean concrete mud-mat over the bearing soils if the excavations must remain open over night or for an extended period of time.

We recommend that the geotechnical engineer be retained to observe and test the soil foundation bearing materials.

If unsuitable bearing soils are encountered in footing excavations in the greenhouse, retail or basement area, the excavations should be extended deeper to suitable soils and the footings could bear directly on these soils at the lower level or on lean concrete backfill (minimum 28-day compressive strength of 500 psi or greater) placed in the excavations to the design bearing elevation.

4.4 Seismic Considerations

Code Used Site Classification

2015 IBC 1 D2

1. In general accordance with the 2015 International Building Code, Seismic Site Class is based on the characteristics of the upper 100 feet of the subsurface profile.

2. The International Building Code (IBC) requires a site soil profile determination extending a depth of

100 feet for seismic site classification. The current scope requested does not include the required

100-foot soil profile determination. Borings extended to a maximum depth of 31.5 feet and borings from an adjacent project were extended to 75 feet below existing grades. The recommended Site

Class D is based upon the assumption that the encountered outwash soils extend to at least 100 feet below the basement floor level. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. Alternatively, a geophysical exploration could be utilized to obtain a higher seismic site class.

As required in the International Building Code, evaluation of slope instability, liquefaction and surface rupture due to failure or lateral spreading should be evaluated on sites categorized as

Seismic Design Category C. Due to the high fines content and unsaturated nature of the shallow overburden soils, liquefaction of the soils is not considered a significant concern. The proposed building site is relatively flat; therefore, slope stability should not be an issue. The overburden soils are not considered susceptible to surface rupture due to faulting or lateral spreading.

4.5 Lateral Earth Pressures

Loading dock walls will be required at this site. The majority of the loading dock walls do not have unbalanced earth pressures; however, a small portion of the loading dock walls are backfilled and have unbalanced earth pressures. There is also a portion of the building addition foundation wall

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Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated below. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. The recommended design lateral earth pressures do not include a factor of safety.

Foundation walls and loading dock walls on the order of 4 feet in height will be required. The below grade walls must be reinforced to resist unbalanced earth pressures. We recommend that the foundation walls and loading dock walls with level backfill be designed for a rectangular “at-rest” lateral earth pressure distribution of 30H, where H is the height of the wall in feet and the pressure is computed in pounds per square foot. If any surface surcharge loading occurs above the wall, 50% of its pressure should be added to the 30H earth pressure given here. This earth pressure recommendation assumes that the wall is relatively rigid and not free to move at the top, and will be backfilled with free-draining granular material having no more than 7% passing the

No. 200 sieve. Also, the granular backfill must have adequate drainage provisions; no hydrostatic pressure is included here.

Granular backfill placed against the wall should extend at least 3 feet horizontally from the face of the wall and be placed in loose lifts no greater than about 4 to 6 inches. The granular backfill should be compacted to a minimum of 98% of the Standard Proctor maximum dry density. To avoid overstressing the wall, hand compaction equipment should be used within at least 5 feet of the wall face. Drainage measures should be incorporated at the base of the granular backfill by means of foundation drains or the walls should be designed for hydrostatic forces. The backfill should be capped with a minimum of 18 inches of compacted cohesive soil or covered with a concrete slab to prevent direct infiltration of surface water into the retaining wall backfill.

We recommend that subsurface wall drains be installed around the perimeter of the dock and foundation walls to aid in removing water, which infiltrates from precipitation thorough control/construction joints in the loading dock slab or other sources. Wall drains should be installed just above the foundation bearing elevation and discharge to the storm sewer system or storm water collection system. The use of “weeps” with drains set at an elevation just above the ground line should only be considered if water discharge will be directed to ditches and not pavements (due to potential ice hazards). Wall drains should consist of a minimum 4-inch-diameter perforated drain pipe surrounded by a minimum of 6 inches of clean, coarse, free-draining gravel, with the gravel encased in a suitable geotextile fabric to minimize siltation of fines into the gravel.

4.6 Floor Slab

The floor slab recommendations have been divided into design recommendations and construction considerations in the following report sections. The south half of the proposed building addition, a portion of the loading dock and possibly the canopy area will require slab on grade construction

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4.6.1 Design Recommendations

The following table outlines the floor slab recommendations for the slab on grade areas of building addition, loading dock and canopy.

Floor slab support

Natural lean clay or engineered fill. No existing fill soils were encountered in the borings, but some potential for existing fill soil exists at the project site from previous construction activities.

Special Preparation Undercut any exposed existing fill or soils disturbed by construction activity and replace with new engineered fill

Modulus of subgrade reaction 125 pounds per square inch per in (psi/in) for point loading conditions

Aggregate base course/capillary break 2

6 inches of free-draining granular material

1. Floor slabs should be structurally independent of any building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation.

2. Free-draining granular material should have less than 5 percent fines (material passing the #200 sieve). Other design considerations such as cold temperatures and condensation development could warrant more extensive design provisions.

Saw-cut control joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations refer to the ACI Design Manual. Joints or any cracks that develop should be sealed with a water-proof, non-extruding compressible compound specifically recommended for heavy duty concrete pavement and wet environments.

The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder.

Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other construction objectives, our experience indicates that any differential movement between the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks that occur beyond the length of the structural dowels. The structural engineer should account for this potential differential settlement through use of sufficient control joints, appropriate reinforcing or other means.

4.6.2 Construction Considerations

On most project sites, the site grading is generally accomplished early in the construction phase.

However as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be suitable

Responsive ■ Resourceful ■ Reliable 12 for placement of aggregate base and concrete and corrective action will be required. We recommend floor subgrades be maintained in a relatively moist condition until floor slabs and pavements are constructed. If the subgrade should become desiccated prior to construction of floor slabs and pavements, the affected material should be removed or the materials scarified, moistened, and recompacted. Upon completion of grading operations in the building areas, care should be taken to maintain the recommended subgrade moisture content and density prior to construction of the building floor slabs.

We recommend the area underlying the floor slab in the canopy area and in the building addition area be rough graded and then thoroughly proofrolled with appropriate construction equipment.

Particular attention should be paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the affected material with properly compacted fill. All floor slab subgrade areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to placement of the aggregate base and concrete.

Proofrolling of the loading dock floor slab subgrade is likely not feasible, since the subgrade area is relatively narrow and is supported by foundation walls. It is recommended that if cohesionless soils are used as the engineered fill soil in the loading dock area that the subgrade soil be moisture conditioned and compacted with a plate compactor prior to placing the granular base beneath the floor slab. Otherwise any visually observed disturbed areas, wet areas or dessicated areas should be reworked prior to placing the floor slab granular base.

4.7 Pavements

It is anticipated that some pavement repair will be required surrounding the proposed construction. In addition, consideration to using Portland cement pavement adjacent to the loading docks may be warranted, since the rigid pavement is less susceptible to damage from turning truck tires that typically occur around loading dock areas.

Prior to constructing pavements, the subgrade should be proof-rolled as outlined in the Section

4.2.1 Site Preparation. Soft/loose soils delineated by the proof-rolling operations should be undercut and backfilled as directed by the geotechnical engineer. Upon completion of any necessary remedial work, the subgrade should be adequate for support of the pavement sections recommended below.

Based on the anticipated soils (compact cohesive soil) and recommended compaction requirements, we recommend using a CBR value of 3 for the design of flexible asphalt pavement sections. A corresponding modulus of subgrade reaction of 100 pci is recommended for design of rigid Portland cement concrete pavement sections. These values have not been developed from site-specific laboratory testing and are based on experience and engineering judgement.

The following comments should be considered for a concrete pavement design option:

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Control joints should have a maximum spacing of about 30 times the thickness of the concrete slab, as per the American Concrete Institute (ACI) recommendations, and should be placed in a roughly square pattern (where possible).

At construction joints, an adequately designed keyed construction joint or a butt end construction joint is recommended. For a butt end construction joint, an adequate number of deformed tie bars should be provided.

Tie bars are also recommended along the first longitudinal joint from the pavement edge to keep the outside slab from separating from the pavement.

Isolation joints are recommended for concrete pavement areas that abut fixed objects such as around light poles curb, inlets, etc.

For asphalt pavements, construction methods, drainage, and materials will have a significant long-term effect on the pavement life. We recommend the following be included in the pavement specifications.

The aggregate base should consist of a crushed limestone complying with ODOT 304 specifications. Please note that although the ODOT Section 703.17 allows up to 15% fines in

ODOT…