ATTACHMENT 1 - Specifications Final 1-26-21.pdf

PROJECT MANUAL

FOR

EXPAND PRIMARY CARE

OSCAR G. JOHNSON VA MEDICAL CENTER

IRON MOUNTAIN, MICHIGAN

VA PROJECT NO. 585-336

ISSUED FOR 100% DESIGN DEVELOPMENT

JANUARY 26, 2021

PAGE INTENTIONALLY LEFT BLANK

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DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

TABLE OF CONTENTS

Section 00 01 10

DIVISION 00 - SPECIAL SECTIONS DATE

00 01 10 Table of Contents 12-20

00 01 15 List of Drawing Sheets 07-15

DIVISION 01 – GENERAL REQUIREMENTS

00 31 32 Geotechnical Data 06-14

Geotechnical Investigation Report

01 00 00 General Requirements 03-20

01 32 16.15 Project Schedules 02-15

01 33 23 Shop Drawings, Product Data, and Samples 05-17

01 35 26 Safety Requirements 02-20

01 42 19 Reference Standards 05-16

01 45 00 Quality Control 01-18

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 91 00 General Commissioning Requirements 10-15

DIVISION 03 – CONCRETE

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

03 45 00 Precast Architectural Concrete 02-19

DIVISION 04 – MASONRY

04 05 13.01 Masonry Mortaring 10-17

04 05 13.02 Mortar for Reinforced Block Masonry 10-17

04 05 16 Grout for Reinforced Block Masonry 02-16

04 21 13 Brick Masonry 08-17

04 22 35 Reinforced Block Masonry 08-17

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 11-18

05 31 00 Steel Decking 02-16

05 36 00 Composite Metal Deck 10-15

05 40 00 Cold Formed Metal Framing 05-16

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 13 52 Modified Bituminous Sheet Waterproofing 08-16

07 18 13 Pedestrian Traffic Coatings 05-15

07 21 13 Thermal Insulation

07 21 29 Spray Applied Insulation

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07 21 63 Fluid-Applied Insulation Coating

07 22 00 Roof and Deck Insulation 02-16

07 27 26 Fluid-Applied Air and Vapor Barrier

07 40 00 Roofing and Siding Panels 10-15

07 53 23 Ethylene-Propylene-Diene-Monomer Roofing 02-16

07 60 00 Flashing and Sheet Metal 09-18

07 71 00 Roof Specialties 10-15

07 81 00 Applied Fireproofing 10-17

07 84 00 Firestopping 02-16

07 92 00 Joint Sealants 10-17

07 95 13 Expansion Joint Cover Assemblies 02-16

DIVISION 08 – OPENINGS

08 11 13 Hollow Metal Doors and Frames 08-16

08 14 00 Interior Wood Doors 02-16

08 44 13 Glazed Aluminum Curtain Walls 04-20

08 51 13 Aluminum Windows 04-20

08 56 19 Pass Windows

08 56 53 Blast Resistant Windows 02-16

08 71 00 Door Hardware 01-16

08 80 00 Glazing 10-15

08 87 00 Glazing Surface Films

08 90 00 Louvers and Vents 05-15

DIVISION 09 – FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 02-15

09 06 00 Schedule for Finishes 04-15

09 22 16 Non-structural Metal Framing 06-18

09 29 00 Gypsum Board 04-20

09 30 13 Ceramic/Porcelain Tiling 10-15

09 51 00 Acoustical Ceilings 12-18

09 54 23 Linear Metal Ceilings 10-15

09 65 13 Resilient Base and Accessories 02-16

09 65 16 Resilient Sheet Flooring 05-18

09 65 19 Resilient Tile Flooring 05-18

09 68 00 Carpeting 10-15

09 91 00 Painting 01-16

DIVISION 10 – SPECIALTIES

10 14 00 Signage 10-15

Signage Schedule

10 21 23 Cubicle Curtain Tracks 05-15

10 22 26 Operable Partitions

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

DIVISION 12 – FURNISHINGS

12 24 00 Window Shades 08-17

12 32 00 Manufactured Wood Casework 09-15

12 36 00 Countertops 12-15

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DIVISION 21 – FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression Systems 11-16

21 13 13 Wet-Pipe Sprinkler Systems 06-15

Fire Pump Report

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 09-15

22 08 00 Commissioning of Plumbing Systems 11-16

22 11 00 Facility Water Distribution 11-19

22 13 00 Facility Sanitary and Vent Piping 09-15

22 14 00 Facility Storm Drainage 09-15

22 14 29 Sump Pumps 09-15

22 40 00 Plumbing Fixtures 09-15

DIVISION 23 – HEATING, VENTILATING, AND AIR

CONDITIONING (HVAC)

23 01 30 HVAC Air Duct Cleaning

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 14 Variable Frequency Drives

23 05 41 Noise and Vibration Control for HVAC Piping & Equipment 02-20

Selection Guide for Vibration Isolators 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 09 93 Sequence of Operation for HVAC Controls

23 11 23 Facility Natural-Gas Piping 04-20

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 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 40 00 HVAC Air Cleaning Devices 03-20

23 73 00 Indoor Central-Station Air-Handling Units 03-20

23 82 00 Convection Heating and Cooling Units 03-20

23 82 16 Air Coils 03-20

DIVISION 26 – ELECTRICAL

26 05 02 Electrical Demolition for Remodeling

26 05 11 Requirements for Electrical Installations 01-16

26 05 19 Low-Voltage Electrical Power Conductors and Cables 01-17

26 05 26 Grounding and Bonding for Electrical Systems 12-12

26 05 33 Raceway and Boxes for Electrical Systems 05-14

26 05 41 Underground Electrical Construction 01-17

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26 05 73 Overcurrent Protective Device Coordination Study 01-18

26 08 00 Commissioning of Electrical Systems 11-16

26 09 23 Lighting Controls 01-18

26 24 16 Panelboards 01-18

26 27 26 Wiring Devices 01-18

26 29 11 Motor Controllers 01-18

26 29 21 Enclosed Switches and Circuit Breakers 01-17

26 51 00 Interior Lighting 01-18

26 56 00 Exterior Lighting 01-18

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirement for Communications Installations 09-19

27 05 26 Grounding and Bonding for Communications Systems 06-15

27 05 33 Raceways and Boxes for Communications Systems 10-18

27 08 00 Commissioning of Communications Systems 11-16

27 10 00 Control, Communication and Signal Wiring 06-15

27 11 00 Telecommunications Room Fittings 06-15

27 15 00 Communications Structured Cabling 01-16

27 51 16 Public Address Systems 10-15

27 52 23 Nurse Call and Code Blue Systems 10-15

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety & Security 04-18

28 05 13 Conductors and Cables for Electronic Safety & Security 10-18

28 05 26 Grounding and Bonding for Electronic Safety & Security 09-11

28 05 28.33 Conduits and Backboxes for Electronic Safety & Security 09-11

28 08 00 Commissioning Systems for Electronic Safety & Security 11-16

28 13 00 Physical Access Control System 10-11

28 23 00 Video Surveillance 09-11

28 31 00 Fire Detection and Alarm 10-11

DIVISION 31 – EARTHWORK

31 20 01 Building Earthwork 07-16

31 20 11 Site Earthwork 10-12

31 23 23.33 Flowable Fill 10-12

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 40 High Security Fences and Gates 08-16

32 32 24 Segmental Unit Retaining Walls

DIVISION 33 UTILITIES

33 10 00 Water Utilities 01-14

33 30 00 Sanitary Sewer Utilities 06-13

33 40 00 Storm Sewer Utilities 10-11

DIVISION 34 TRANSPORTATION

34 71 13 Vehicle Barriers 08-16

34 75 13.13 Active Vehicle Barriers 08-16

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SECTION 00 01 15

LIST OF DRAWING SHEETS

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

Drawing No. Title

GENERAL

1 G000 COVER SHEET

2 G001 CODE MATRIX AND CODE COMPLIANCE

3 G002 STANDARD ABBREVIATIONS, MATERIALS, & SYMBOLS

4 G003 TYPICAL MOUNTING HEIGHTS

5 G100 BASEMENT LIFE SAFETY PLAN

6 G101 1ST FLOOR LIFE SAFETY PLAN

7 G102 2ND FLOOR LIFE SAFETY PLAN

8 G201 PHASING PLANS

CIVIL

9 C100 GENERAL NOTES, LEGENDS & DETAILS

10 C200 EXISTING CONDITIONS & REMOVALS

11 C300 SITE PLAN

12 C400 GRADING PLAN

13 C500 UTILITY PLAN

DEMOLITION

14 AD101 1ST FLOOR DEMOLITION PLAN

15 AD102 2ND FLOOR DEMOLITION PLAN

16 AD103 ROOF DEMOLITION PLAN

ARCHITECTURAL

17 AE100 PIPE BASEMENT PLAN

18 AE101 1ST FLOOR PLAN

19 AE102 2ND FLOOR PLAN

20 AE103 ROOF PLAN

21 AE104 PENTHOUSE ROOF PLAN

22 AE100-1 PIPE BASEMENT PLAN – ZONE 1

23 AE101-1 1ST FLOOR PLAN – ZONE 1

24 AE101-2 1ST FLOOR PLAN – ZONE 2

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25 AE101-3 1ST FLOOR PLAN – ZONE 3

26 AE101-4 1ST FLOOR PLAN – ZONE 4

27 AE102-1 2ND FLOOR PLAN – ZONE 1

28 AE103-1 ROOF PLAN – ZONE 1

29 AE150 PIPE BASEMENT REFLECTED CEILING PLAN

30 AE151 1ST FLOOR REFLECTED CEILING PLAN

31 AE152 2ND FLOOR REFLECTED CEILING PLAN

32 AE150-1 PIPE BASEMENT REFLECTED CEILING PLAN – ZONE 1

33 AE151-1 1ST FLOOR REFLECTED CEILING PLAN – ZONE 1

34 AE151-2 1ST FLOOR REFLECTED CEILING PLAN – ZONE 2

35 AE151-3 1ST FLOOR REFLECTED CEILING PLAN – ZONE 3

36 AE151-4 1ST FLOOR REFLECTED CEILING PLAN – ZONE 4

37 AE152-1 2ND FLOOR REFLECTED CEILING PLAN – ZONE 1

38 AE201 EXTERIOR ELEVATIONS

39 AE251 INTERIOR ELEVATIONS

40 AE252 INTERIOR ELEVATIONS

41 AE301 BUILDING SECTIONS

42 AE351 WALL SECTIONS

43 AE352 WALL SECTIONS

44 AE401 STAIR PLANS AND SECTIONS

45 AE501 INTERIOR DETAILS

46 AE502 EXTERIOR SECTION DETAILS

47 AE503 EXTERIOR PLAN DETAILS

48 AE504 WINDOW ELEVATIONS

49 AE505 WINDOW DETAILS

50 AE601 PARTITION TYPES

51 AE602 DOOR SCHEDULE

52 AE701 CASEWORK SECTIONS

INTERIORS

53 I001 ROOM FINISH SCHEDULE

54 I101 1ST FLOOR INTERIOR FLOOR SPECIAL PLAN

55 I102 1ST FLOOR INTERIOR WALL SPECIAL PLAN

56 I103 2ND FLOOR INTERIOR FLOOR SPECIAL PLAN

57 I104 2ND FLOOR INTERIOR WALL SPECIAL PLAN

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EQUIPMENT

58 QH101 1ST FLOOR EQUIPMENT PLAN

59 QH102 2ND FLOOR EQUIPMENT PLAN

60 QH101-1 1ST FLOOR EQUIPMENT PLAN – ZONE 1

61 QH101-2 1ST FLOOR EQUIPMENT PLAN – ZONE 2

62 QH101-3 1ST FLOOR EQUIPMENT PLAN – ZONE 3

63 QH101-4 1ST FLOOR EQUIPMENT PLAN – ZONE 4

64 QH102-1 2ND FLOOR EQUIPMENT PLAN – ZONE 1

65 QH420 ENLARGED EQUIPMENT PLANS AND ELEVATIONS

66 QH421 ENLARGED EQUIPMENT PLANS AND ELEVATIONS

67 QH422 ENLARGED EQUIPMENT PLANS AND ELEVATIONS

68 QH423 ENLARGED EQUIPMENT PLANS AND ELEVATIONS

69 QH424 ENLARGED EQUIPMENT PLANS AND ELEVATIONS

STRUCTURAL

70 S001 STRUCTURAL NOTES

71 S002 STRUCTURAL SCHEDULES

72 S003 STRUCTURAL SCHEDULES

73 S100 FOUNDATION PLAN – ZONE 1

74 S101 FIRST FLOOR FRAMING PLAN – ZONE 1

75 S102 SECOND FLOOR FRAMING PLAN – ZONE 1

76 S200 ROOF FRAMING PLAN – ZONE 1

77 S201 PENTHOUSE ROOF FRAMING PLAN – ZONE 1

78 S401 BRACE FRAME ELEVATIONS AND DETAILS

79 S800 FOUNDATION DETAILS

80 S810 STRUCTURAL DETAILS

81 S820 FRAMING DETAILS

FIRE PROTECTION

82 FD101 FIRST FLOOR DEMOLITION PLAN

83 FD102 SECOND FLOOR DEMOLITION PLAN

84 F101 BASEMENT NEW WORK PLAN

85 F102 FIRST FLOOR NEW WORK PLAN

86 F103 SECOND FLOOR NEW WORK PLAN

87 F104 PENTHOUSE NEW WORK PLAN

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PLUMBING

88 PD101 FIRST FLOOR DEMOLITION PLAN

89 PD102 BUILDING 3 DEMOLITION PLANS

90 PL101 SUB-BASEMENT SANITARY PIPING PLAN

91 PL102 BASEMENT SANITARY PIPING PLAN

92 PL103 FIRST FLOOR SANITARY PIPING PLAN

93 PL104 SECOND FLOOR SANITARY PIPING PLAN

94 PL105 PENTHOUSE SANITARY PIPING PLAN

95 PP101 BASEMENT SUPPLY PIPING PLAN

96 PP102 FIRST FLOOR SUPPLY PIPING PLAN

97 PP103 SECOND FLOOR SUPPLY PIPING PLAN

98 PP104 PENTHOUSE SUPPLY PIPING PLAN

99 PK501 DIAGRAMS AND DETAILS

100 PK502 SANITARY PIPING DIAGRAM

101 PK503 STORM PIPING DIAGRAM

HVAC

102 MD101 FIRST FLOOR DEMOLITION PLAN

103 MD102 SECOND FLOOR DEMOLITION PLAN

104 MD103 THIRD FLOOR DEMOLITION PLAN

105 MD104 BUILDING 3 – DEMOLITION

106 MP101 PIPE BASEMENT FLOOR PIPING PLAN

107 MP102 FIRST FLOOR PIPING PLAN

108 MP103 SECOND FLOOR PIPING PLAN

109 MP104 THIRD FLOOR PIPING PLAN

110 MH101 PIPE BASEMENT FLOOR DUCTWORK PLAN

111 MH102 FIRST FLOOR DUCTWORK PLAN

112 MH103 SECOND FLOOR DUCTWORK PLAN

113 MH104 THIRD FLOOR DUCTWORK PLAN

114 MK301 SECTIONS

115 MK501 DETAILS

116 MK502 DETAILS

117 MK503 DETAILS

118 MJ601 SCHEDULES

119 MJ602 SCHEDULES

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ELECTRICAL

120 E001 SYMBOLS & ABBREVIATIONS

121 EC101 FIRST AND SECOND FLOOR EGRESS CALCULATIONS

122 EZ101 SITE DEMOLITION

123 EZ102 SITE NEW WORK PLAN

124 ED101 FIRST FLOOR DEMOLITION PLAN

125 ED102 SECOND FLOOR & PENTHOUSE DEMOLITION PLAN

126 ED103 BUILDING #3 DEMOLITION PLANS

127 EL101 BASEMENT & EGRESS LANDING LIGHTING PLANS

128 EL102 FIRST FLOOR LIGHTING PLAN

129 EL103 SECOND FLOOR LIGHTING PLAN

130 EL104 ROOF LIGHTING PLAN

131 EP101 BASEMENT & EGRESS LANDING POWER PLANS

132 EP102 FIRST FLOOR POWER PLAN

133 EP103 SECOND FLOOR POWER PLAN

134 EP104 ROOF POWER PLAN

135 ES101 BASEMENT & EGRESS LANDING SYSTEMS PLANS

136 ES102 FIRST FLOOR SYSTEMS PLAN

137 ES103 SECOND FLOOR SYTEMS PLAN

138 ET101 BASEMENT TELLECOMMUNICATIONS PLAN

139 ET102 FIRST FLOOR TELECOMMUNICATIONS PLAN

140 ET103 SECOND FLOOR TELECOMMUNICATIONS PLAN

141 ET104 PARTIAL 2ND, 3RD, 4TH & 5TH TELECOMMUNICATIONS PLAN

142 E501 PARTIAL RISER DIAGRAMS

143 E502 DETAILS

144 E503 DETAILS

145 E601 MISC. SCHEDULES

146 E602 LIGHT FIXTURE SCHEDULE

147 E603 PANEL WORKSHEETS

148 E604 PANEL WORKSHEETS

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SECTION 00 31 32

GEOTECHNICAL DATA

1. GENERAL

A. REQUIREMENTS INCLUDE

1. Contractor:

a. Verify data and existing conditions.

b. At Contractor's option, perform additional subsurface investigation at own expense.

c. Contractor shall furnish ALL labor, materials, equipment and services necessary or incidental to the completion of all work of this section, as shown on the drawings, herein specified, or otherwise required.

B. RELATED REQUIREMENTS

1. Specified Elsewhere:

a. 01 45 29 – Testing Laboratory Services

2. By Others: Architect/Engineer has caused borings to be made at the site by Coleman Engineering Company, 200 East Ayer Street, Iron Mountain, MI. Contact: Garth C. Stengard, PE, phone: 906-932-5048.

a. Soil boring location diagram and log are included within the evaluation immediately following this Section.

b. Soil boring data is included for information only. VA and the

Architect/Engineer do not guarantee the accuracy or validity of the data, nor do they assume any responsibility for the

Contractor's interpretation of the data.

C. SOIL BORING DATA

1. Exploration Findings Report:

a. A report of the exploration findings is identified as “Report of Geotechnical Investigation for Proposed Expanded Community

Living Center” and is included in the Project Manual immediately following this Section.

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2. Quality Assurance:

a. The soils engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been promulgated after being prepared in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics and engineering geology. No other warranties are implied or expressed.

b. The Contractor may examine the logs, boring logs and other subsurface data which may be issued or otherwise made available by the Architect. The Contractor must interpret such data according to his own judgment and acknowledge that he is not relying upon the same as totally describing the subsurface conditions which may be found to exist. The Contractor assumes all risks contingent upon the nature of the subsurface conditions actually encountered by him in performing the work covered by the Contract, even though such actual conditions may result in the Contractor performing more or less work than he originally anticipated. In bidding, the Contractor may use soil borings, additional information from soil consultants, or he may make additional borings which he may deem necessary for accurate bidding. Approved Change Orders to the contract will be considered for existing soil conditions which require over excavation (and new structural fill) to remove unstable subsurface “fill” materials below areas of new building foundations and floor slabs; at locations which are not reasonably discernible from the contract documents, site visitation, and subsurface exploration report. In no case will extra amounts over and above the Contract be allowed for removing or adding top soil and organic matter or for making additional borings.

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GEOTECHNICAL INVESTIGATION

VETERANS ADMINISTRATION MEDICAL CENTER

EXPANDED PRIMARY CARE SITE DEVELOPMENT

OCTOBER 4, 2019

CEC PROJECT NO. GD‐190248

GEOTECHNICAL INVESTIGATION

VETERANS ADMINISTRATION MEDICAL CENTER – EXPANDED PRIMARY CARE SITE

DEVELOPMENT

OCTOBER 4, 2019

CEC PROJECT NO. GD‐190248

Prepared By:

COLEMAN ENGINEERING COMPANY

200 East Ayer Street Ironwood, MI 49938

October 4, 2019

Mr. Joseph Dettlaff, P.E.

Berners‐Schober Associates 310 Pine Street Green Bay, WI 54301

Re: Geotechnical Investigation Veteran Administration Medical Center – Expanded Primary Care Site Development Iron Mountain, Michigan

Dear Mr. Dettlaff:

Coleman Engineering Company (CEC) has completed the geotechnical investigation for the above referenced project. Enclosed are two (2) copies of a geotechnical report that includes a summary of the field and laboratory activities associated with the investigation.

If you have any questions about our report, please feel free to call me at (906) 932‐5048 or Mr.

John Edlebeck, President – Geotechnical Operations, in our Iron Mountain office at (906) 774‐ 3440.

Sincerely, Garth C. Stengard, P.E.

Geotechnical Engineering Manager

GCS/ks

Enclosure

CEC Project No. GD‐190248

TABLE OF CONTENTS

PAGE #

I. INTRODUCTION

II. FIELD PROCEDURES

III. LABORATORY PROCEDURES

.. V. SITE CONDITIONS

V. ANALYSIS AND RECOMMENDATIONS

Site Preparation and Grading

Shallow Foundations

Floor Slabs

Pavement Areas

Underground Utility Construction

Exterior Concrete Flatwork

Below Grade Walls

Inspection and Testing

Construction Considerations

VI. LIMITATIONS OF SUBSURFACE EXPLORATION

APPENDIX

APPENDIX A. LOCATION MAPS

‐ Project Location Map ‐ Boring Location Map

APPENDIX B. CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

(UNIFIED SOIL CLASSIFICATION SYSTEM)

APPENDIX C. SOIL EXPLORATION‐GENERAL NOTES AND LEGEND

APPENDIX D. BORING LOGS

Coleman Engineering Company 1 Geotechnical Investigation Report Veterans Administration Medical Center Expanded Primary Care Site Development

October 4, 2019

I. INTRODUCTION

The Veterans Administration (VA) Medical Center is proposing to construct an addition to the

Primary Care building at their facility in Iron Mountain, Michigan. The proposed addition will be a two‐story structure with a full basement encompassing 5,700 square feet. We assume column loads will be less than 150 kips and wall loads will be less than 7 kips per lineal foot. It is our understanding that the finished floor elevation will match the floor elevation of the existing building. Ancillary construction will include a retaining wall structure, truck access drive lanes, sidewalks, parking and underground utilities. Demolition of an existing building will also be completed along with associated site features.

The purpose of this report is to document the results of the limited field investigation and to provide recommendations/guidance for soil bearing capacity, settlement mitigation, groundwater management, earthwork quality assurance/quality control (QA/QC) and other geotechnical considerations.

Be aware that the recommendations contained in this report recognize that possible fill was found during this soils investigation. The representatives of the VA have been advised of the pitfalls of developing on undocumented fill and the risks of developing the site and decisions for construction lie with the VA.

II. FIELD PROCEDURES

The site of the proposed addition was evaluated with three (3) soil borings designated as Borings

B‐1 through B‐3 drilled to nominal depths of about 35 feet below the existing grade. The borings were advanced with a Geoprobe 7822 DT track mounted drill unit present at the site on September

20 through September 24, 2019. Drilling was completed using 3¼‐inch I.D. hollow‐shaft augers

(HSA).

HSA augers act as continuously‐advancing steel casing that prevent the borehole walls from collapsing in above the depths to be tested/sampled. Sampling tools are lowered inside the augers for testing into undisturbed soils ahead of the tip of the augers.

Drilling and field sampling were performed in accordance with ASTM D‐1586, “Penetration Test and

Split Barrel Sampling of Soils” with a 2‐inch O.D. split spoon. Thirty (30) such samples were obtained.

Coleman Engineering Company 2 Geotechnical Investigation Report

Expanded Primary Care Site Development

A field log was prepared for each boring during exploration which contained the work method, standard penetration test (SPT) data, samples recovered and the indication of the presence of various soil types. The field logs were submitted to Coleman Engineering Company’s (CEC) laboratory along with the soil samples for evaluation of the subsurface information and preparation of the final boring logs.

The boring locations were selected and established by CEC. Ground surface elevations at the boring locations were referenced to an on‐site temporary benchmark designated as the top of manhole cover located just east of Boring B‐2. The elevation of this temporary benchmark was assumed to be 100.0. The general project location and boring location maps are presented in

Appendix A.

III. LABORATORY PROCEDURES

All field soil samples collected were visually classified in accordance with ASTM D‐2488, “Description and Identification of Soils (Visual‐Manual Procedure).” Additional laboratory testing was deemed unnecessary for the classification purposes.

The final logs contain both factual and interpretive information. It should be emphasized that the recommendations are based only on the final boring logs. On the final logs, horizontal lines designating the interface between differing materials encountered represent approximate boundaries. The transition between soil strata is typically gradual.

IV. SITE CONDITIONS

The proposed addition is located at the southeast corner of the Medical Center. The site slopes slightly downward from north to south with corresponding elevations at the boring locations at

+103.70 to +100.20.

Possible fill was encountered in all of the borings to depths ranging from 18 to 23 feet consisting of silty sand. This soil was characterized as possible fill as it lacked structure making it difficult to classify it as native soil or fill. (We wish to note that we have observed existing fill at this site during other construction projects in the past.) Below the possible fill, native poorly graded sand was encountered to the maximum depths explored. The possible fill was in a loose to very dense

Coleman Engineering Company 3 Geotechnical Investigation Report

Expanded Primary Care Site Development

October 4, 2019 condition but generally medium dense. The native sand was in a medium dense condition. For a more detailed soil description, see the individual soil boring logs in Appendix D.

Groundwater was not observed in any of the borings at the time of drilling. It should be noted that groundwater levels may fluctuate several feet seasonally, owing to rainfall, snowmelt, surface runoff, and other factors.

V. ANALYSIS AND RECOMMENDATIONS

Our analysis and recommendations related to the geotechnical aspects of the proposed project include:

Site Preparation and Grading

Initially, the existing building and associated site features should be demolished with all demolition debris and foundations removed. Based on the borings, we were unable to define if the silty sand in the upper 18 to 23 feet was native soil or undocumented fill; therefore, the soils were characterized as possible fill. It was difficult to distinguish the fill from the native deposits in these borings as the fill likely originated as native soils placed during the grading operations of the original construction of the VA Campus building(s). The possible fill was encountered in all of the borings at depths ranging from 18 to 23 feet below the existing ground surface. The Standard

Penetration Test sampling completed for this investigation indicated the density of the granular soil was consistent throughout.

Normally it would be recommended that all undocumented fill and deleterious materials be stripped/excavated below the building footprint and to a lateral distance equal to the depth of removal (1 foot horizontal to 1 foot vertical) and replaced with engineered fill. In cases of sites with deep fill, supporting the building on a deep foundation system bearing on the native soils would be the preferred recommendation. However, Berners‐Schober Associates has requested recommendations to construct the building on the existing soils. Therefore, the remainder of this report will include recommendations for constructing the proposed structure on the existing soil based solely on the conditions encountered in the three (3) soil boings completed for the investigation. We wish to note that these recommendations will reduce, not eliminate, the risk of constructing on the existing soil as stated below. CEC can provide recommendations for the removal and replacement method or a deep foundation system upon request.

We must caution that constructing on existing fill, if present, could result in excessive total and

Coleman Engineering Company 4 Geotechnical Investigation Report

Expanded Primary Care Site Development

October 4, 2019 differential settlement to potential structures due to soft, loose, compressible or decomposable materials. Such settlement could result in uneven floors, cracks in the floor slabs, vertical faults in the floor slabs, which may create tripping hazards, and differential settlement where exterior slabs abut the perimeter foundations. The Owner must be willing to solely accept any risk of constructing on the existing fill at this site. If the Owner is not willing to accept the risk, we recommend conducting a supplemental investigation for a deep foundation system.

If the Owner is willing to take the risk of constructing on the existing soils, all subgrade exposed after stripping/excavation should be evaluated by a geotechnical engineer or person under the direction of a geotechnical engineer. The evaluation may include shallow hand auger borings and/or dynamic cone penetrometer tests to determine if the subgrade soils are similar to those encountered in the soil borings and appear to be suitable for support of proposed fill and structure loads. The subgrade exposed after stripping/excavation should be compacted to a minimum of ninety‐five percent (95%) of modified Proctor (ASTM D‐1557) maximum dry density prior to any backfilling or footing construction.

Engineered fill is recommended to be placed where backfill is required and should consist of sand and/or gravel with less than about ten percent (10%) by weight of fines passing the No. 200 sieve with a maximum rock size of about 4 inches. A soil meeting Michigan Department of

Transportation (MDOT) specifications for Class IIA sand would be acceptable for use as engineered fill. Fill shall be placed in lifts not exceeding about 12 inches in loose thickness compacted to a minimum of ninety‐five percent (95%) of modified Proctor (ASTM D‐1557) maximum dry density.

Shallow Foundations

We recommend that the proposed building foundation be supported on conventional spread footings founded on re‐compacted possible fill. Footings so supported can be proportioned for a net allowable soil bearing pressure of up to 3,000 psf. The net allowable soil bearing pressure refers to that pressure in excess of the final overburden pressure. The recommended net allowable bearing pressure can be increased by one‐third for short‐term transient type live loadings. For the recommended design soil bearing pressure, we estimate a total settlement of less than ¾ inch for column footings and for a 25‐foot span of continuous wall footing. Differential settlement is expected to approach fifty to seventy‐five percent (50 – 75%) of the total settlement for similarly sized and loaded footings.

Coleman Engineering Company 5 Geotechnical Investigation Report

Expanded Primary Care Site Development

October 4, 2019

All perimeter footings for heated structures should extend to a minimum depth of 42 inches or below frost depth, as defined by local building codes/practice. Interior footings in heated areas can be located immediately below the floor slab. All column footings should have a minimum width of

30 inches; all continuous wall footings should have a minimum width of 16 inches. An adequate thickness of insulation is recommended on the inside face of all footing/foundation walls exposed to cold weather. Footings for unheated structures or isolated exterior footings should extend a minimum depth of 60 inches below the ground surface.

Floor Slabs

As with the footings, earth supported interior floors are recommended to be constructed on re‐ compacted possible fill. The exposed subgrade should be surface compacted to a minimum of ninety‐five percent (95%) of modified proctor. We recommend that the base of the slab be separated from the subgrade by means of a minimum 10‐mil thick vapor barrier (Visqueen or similar). If the structure cannot accommodate curling or shrinkage of the floor, industry standards often recommend burying the vapor barrier beneath a minimum of 4 inches of free draining sand.

However, we would caution that this practice risks trapping water between the slab and vapor barrier. If required, earth supported floor slabs can be designed using a modulus of subgrade reaction of 200 pounds per square inch per inch (pci) of deflection.

Pavement Areas

In the pavement areas, we recommend that compaction tests be conducted prior to placing additional fill or pavement materials. We recommend that the soils be compacted to a minimum of ninety‐five percent (95%) modified Proctor density (ASTM D‐1557). Density tests should be conducted to confirm that these densities are achieved.

If there are areas which cannot be compacted, we recommend that the unstable materials be sub‐excavated to a depth of at least 2 feet and replaced with materials which can be compacted.

Subsequent fill should be similarly moistened and compacted.

We recommend “proof‐rolling” the subgrade with a rubber‐tire roller or heavy truck. The rolling should be observed by a geotechnical engineer or a field technician under the direction of a geotechnical engineer. Soft or spongy areas should be sub‐cut, replaced and compacted as directed.

For the assumptions of a firm subgrade and light traffic volumes, we recommend a pavement

Coleman Engineering Company 6 Geotechnical Investigation Report

Expanded Primary Care Site Development

October 4, 2019 section of 3 inches (1 ½ inches of surface course and 1 ½ inches of binder course) of MDOT bituminous concrete surface course and 6 inches of MDOT 22A base course for car and light truck areas. For heavy truck areas, we recommend increasing the bituminous concrete thickness to 4 inches (1 ½ of surface course and 2 ½ inches of binder course) and base course thickness to 10 inches.

The bituminous concrete should be compacted to ninety‐two percent (92%) Theoretical Maximum

Density; the base course should be compacted to ninety‐five percent (95%) modified Proctor density. Density tests should be run to confirm that these densities are achieved.

Paved areas should be inspected frequently, particularly in the fall, and cracks sealed as soon as possible.

Underground Utility Construction

Based on the borings, the soils encountered at typical invert elevations are generally suitable for utility support. In the event that unstable soils are encountered, it may be necessary to sub‐cut these soils 1 to 3 feet (depth to be determined by field observation) and replace them with engineered fill in order to provide a stable work surface.

All trench backfill should be compacted to a minimum of ninety percent (90%) of modified Proctor maximum dry density. Trench backfill should be placed in lifts not exceeding about 12 inches in loose thickness. Excavated soils are recommended for trench backfill above the pipe bedding material if they are at or can be brought, with reasonable effort, to the moisture content optimum for compaction as defined by the modified Proctor test (ASTM D‐1557). Also, the excavated soils shall be free of chunks of frozen soil, organics, cobbles and boulders larger than about 4 inches and other deleterious materials. If this is not the case, we recommend that all excavations be backfilled with a soil recommended by a geotechnical engineer familiar with site subsurface conditions.

Backfill to at least 12 inches above the pipe crown (pipe bedding) should consist of MDOT Class II sand.

Trench spoil, heavy equipment and any type of vibrating machinery should not be permitted within a lateral distance from the top of the trench/excavation equal to 0.5 times the depth of the trench/excavation.

Caving of trench sidewalls and soils at the site should be expected to occur at any depth and without warning. All utility trenches should be cut back or braced as required to provide safe

Coleman Engineering Company 7 Geotechnical Investigation Report

Expanded Primary Care Site Development trench working conditions. Trench safety is the responsibility of the utility contractor.

Exterior Concrete Flatwork

We recommend that exterior concrete flatwork be supported on a minimum of 12 inches of engineered backfill as defined in the “Site Preparation and Grading” section compacted to a minimum of ninety‐five percent (95%) of modified Proctor maximum dry density.

Exterior concrete should be pitched to drain away from the building. Any concrete flatwork that abuts side entrances should either be supported on frost depth foundations or sufficiently depressed to prevent any frost heave from negatively impacting door openings.

Below Grade Walls

We recommend using the following equivalent fluid pressures and a triangular shaped pressure distribution for the design of any below grade walls resisting lateral loads:

Wall Type Equivalent Active Fluid

Pressure* (psf/ft) Equivalent Passive Fluid

Pressure* (psf/ft)

Restrained at Top 60 300

* Assumes level wall backfill.

We further recommend using a co‐efficient of base friction equal to 0.4. A translation or rotation of approximately 1/1000 of the height of the fill would be required to develop the active state for granular soils. Backfill within 5 lateral feet of the back of the wall should consist of engineered fill.

The backfill should be compacted to at least eighty‐eight percent (88%) but not more than ninety‐ two percent (92%) of modified Proctor maximum dry density. Relatively light manually propelled compactors should be used within 5 feet of the walls. Compactors used beyond 5 feet should be limited in weight to 3,000 lbs. We recommend using an active earth pressure (Ka) of 0.3 for fill placed as specified with a moist unit weight of 120 pcf.

Where walls are adjacent to “green” areas or areas where surface water can penetrate below surface grades and at the base of retaining walls and below grade walls, a minimum 4‐inch diameter perforated flexible drainage pipe (ADS green stripe or similar) should be located behind, parallel to, and at the base of the wall/foundation. The pipe should be placed no closer than one diameter to the edge of the foundation. The pipe should be wrapped with filter fabric (Mirafi 140N or similar or a graded stone filter) to prevent the migration of fines into the drainage pipe. The

Coleman Engineering Company 8 Geotechnical Investigation Report

Expanded Primary Care Site Development pipe should be routed to a safe outlet or drain.

External loads on below grade wall foundations have not been taken into account in our recommendations. Surcharge loads imposed by vehicle parking, construction equipment and material storage should be considered during structural design.

During construction, adequate provision should be made for proper drainage, so as to prevent erosion and possible damage to this site and adjacent property. Temporary cut slopes during construction above the water table should not exceed about 2:1 (horizontal:vertical). Post‐ construction finished slopes above the water table should not exceed about 3:1

(horizontal:vertical).

Inspection and Testing

A qualified testing laboratory should be retained throughout the course of earthwork operations for testing and documentation of compliance with the recommendations of this report and related project specifications. As a guide, the following compaction testing schedule is recommended:

Area or Material To Be Tested

Recommended Minimum Testing Frequency

Native Subgrades 1 test per 2,500 sq. ft.

Engineered Fill 1 test per 2,500 sq. ft. per lift

Column Footings 1‐4 tests per footing depending on footing size

Wall Footings 1 test per 25 lineal feet

Utility Trenches 1 test per 50 lineal feet per lift

Construction Considerations

We anticipate that the sidewalls of excavations to depths greater than 4 feet below surrounding grades will cave to 1 vertical to 1.5 horizontal or flatter. Excavation spoil, heavy equipment and any type of vibrating machinery should not be permitted within a lateral distance from the top of the excavation to 0.5 times the depth of the excavation. Excavation safety is the excavation contractor's responsibility.

Coleman Engineering Company 9 Geotechnical Investigation Report

Expanded Primary Care Site Development

October 4, 2019

Again, we must caution that constructing on the existing fill, if present, could result in excessive total and differential settlement to potential structures due to soft, loose, compressible or decomposable materials. Such settlement could result in uneven floors, cracks in the floor slabs, vertical faults in the floor slabs which may create tripping hazards, and differential settlement where exterior slabs abut the perimeter foundations. The Owner must be willing to solely accept any risk of constructing on the existing fill at this site. If the Owner is not willing to accept this risk, an alternative subsurface investigation and recommendations consisting of a deep foundation system can be provided upon request.

During construction, adequate provision should be made for proper drainage, so as to prevent erosion and possible damage to this site and adjacent property. Temporary cut slopes during construction above the water table should not exceed about 2:1 (horizontal:vertical). Post‐ construction finished slopes above the water table should not exceed about 3:1

(horizontal:vertical).

Coleman Engineering Company 10 Geotechnical Investigation Report

Expanded Primary Care Site Development

October 4, 2019

VI. LIMITATIONS OF SUBSURFACE EXPLORATION

Services performed by Coleman Engineering Company as part of this investigation have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering profession currently practicing under similar conditions. No other warranty, expressed or implied, is made.

Subsurface conditions between borings will probably vary from those encountered at the locations where borings have been made. The data, interpretations and recommendations contained herein are based solely on the information obtained from the three (3) soil borings completed for this study.

The conclusions and recommendations contained in this report are based on the assumption that the materials encountered in the borings represent the site conditions. If any unforeseen difficulties or unusual conditions are encountered, Coleman Engineering Company should be contacted immediately in order to make supplemental recommendations.

This report completes our present assignment for this project. As the design nears completion, we recommend that you consult with us on unanticipated problems or questions regarding the design and/or review of any plans or specifications. The work assignments for the above services are subject to your prior approval and authorization.

OUR CONCLUSIONS AND RECOMMENDATIONS ARE PREDICATED ON OBSERVATION AND TESTING

OF THE EXCAVATION AND FOUNDATION PREPARATIONS BY QUALIFIED PERSONNEL. IT WOULD BE

LOGICAL FOR COLEMAN ENGINEERING COMPANY TO PROVIDE THAT SERVICE, SINCE WE ARE BEST

ABLE TO DETERMINE IF THE CONDITIONS ENCOUNTERED MATCH THOSE USED IN OUR ANALYSES, TO DETERMINE IF MODIFICATIONS OF OUR RECOMMENDATIONS ARE NEEDED AND TO MAKE SUCH

MODIFICATIONS OF OUR RECOMMENDATIONS AS MAY BE NECESSARY. MODIFICATIONS OF OUR

RECOMMENDATIONS BY OTHERS RELIEVES US OF RESPONSIBILITY FOR THEM.

This report has been completed by Garth C. Stengard, a registered engineer in the State of Michigan.

Garth C. Stengard, P.E.

Geotechnical Engineer Registration #: 50531

APPENDIX A

PROJECT LOCATION MAPS

Project Location Map

Boring Location Map

APPENDIX B

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

(UNIFIED SOIL CLASSIFICATION SYSTEM)

635 Circle Drive

Iron Mountain, Michigan 49801

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

ASTM Designation: D-2487 – 83

(Based on Unified Soil Classification System)

Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification

Group Group NameB Symbol

Coarse-Grained Soils More than 50 % retained on No. 200 sieve

Gravels More than 50 % of coarse fraction retained on No. 4 sieve

Clean Gravels Less than 5 % finesC

Cu > 4 and 1 < Cc < 3 E GW Well-graded gravel F

Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF

Gravels with Fines more than 12 % finesC

Fines classify as ML or MH GM Silty gravelF.G.H.

Fines classify as CL or CH GC Clayey gravelF.G.H.

Sands 50 % or more of coarse fraction passes No. 4 sieve

Clean Sands Less than 5 % finesD

Cu > 6 and 1 < Cc < 3E SW Well-graded sand

Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand l

Sands with Fines More than 12 % finesD

Fines classify as ML or MH SM Silty sandG.H.J.

Fines classify as CL or CH SC Clayey sandG.H.I.

Fine-Grained Soils 50 % or more passes the No. 200 sieve

Silts and Clays Liquid limit less than 50 inorganic Pl > 7 and plots on or above “A” lineJ CL Lean clayK.L.M.

Pl < 4 or plots below “A” lineJ ML SiltK.L.M.

organic Liquid limit – oven dried < 0.75 OL Organic clayK.L.M.N.

Liquid limit – not dried Organic siltK.L.M.O.

Silts and Clays Liquid limit 50 or more inorganic Pl plots on or above “A” line CH Fat clayK.L.M.

Pl plots below “A” line MH Elastic siltK.L.M.

organic Liquid limit – oven dried < 0.75 OH Organic clayK.L.M.P.

Liquid limit – not dried Organic siltK.L.M.Q.

Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-in. (75-mm) sieve.

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12 % fines require dual symbols:

GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay D Sands with 5 to 12 % fines require dual symbols:

SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay

E Cu = D60/D10 (D30)2 L If soil contains > 30 % plus No. 200, predominantly sand, add “sandy” to group name.

M If soil contains > 30 % plus No. 200, predominately gravel, add “gravelly” to group name.

N Pl > 4 and plots on or above “A” line.

O Pl < 4 or plots below “A” line.

P Pl plots on or above “A” line.

Q Pl plots below “A” line.

D10 x D60 F If soils contains > 15 % sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains > 15 % gravel, add “with gravel” to group name.

J If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29 % plus No. 200, add “with sand” or “with gravel”, whichever is predominant.

APPENDIX C

SOIL EXPLORATION‐GENERAL NOTES AND LEGEND

APPENDIX D

BORING LOGS

1.5

1.0

1.5

1.5

1.4

1.0

2-2-3

3-4-4

5-7-7

5-13-21

8-17-14

10-10-13

(5)

(8)

(14)

(34)

(31)

(23)

TOPSOIL

0.33'

(POSSIBLE FILL) SILTY SAND, brown, fine to coarse, with gravel, moist

...sand with silt, light brown

...light grayish brown

3-1/4" Hollow Stem Auger 2" SPT Sampling 140# wt., 30" drop Auto Hammer

Benchmark: Manhole cover near boring B-2 Assumed Elev.: 100.0

Driller's note: Cobbles and/or boulders 3.0' to 23.0'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

36.5BORING DEPTH:

JOB NO.:

B-1

HOLE CLOSURE:

CLIENT:

Per GPS - 45.810058808° N, -88.060461700° W - See soil boring location drawing

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

190248.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

10/4/19

-2SS-2" Split Spoon after drilling

N U

M B

E R

Veteran Administration Medical Center - Expanded Primary Care Site Development

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y a qu

BORING LOCATION:

103.7

98.7

93.7

88.7

83.7

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T

L E

G E

N D

-3SS-3" Split Spoon

Geoprobe 7822 DT

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-1

-MC-Macrocore

J. Gerber / D. Ebidon

DATE STARTED:

Telephone: (906)-774-3440 Fax: (906)-774-7776

COLEMAN ENGINEERING COMPANY

635 CIRCLE DRIVE

IRON MOUNTAIN, MICHIGAN 49801

TLL

PL

C O

N T

E N

T

DATE:

PROJECT:

3-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

Berners-Schober

-BS-Bag Sample

SOIL DESCRIPTION

103.70 +/-ELEV.:

9/24/19 9/24/19 q

0.5

1.2

1.5

1.5

7-11-11

2-3-6

4-7-11

8-10-7

(22)

(9)

(18)

(17)

(POSSIBLE FILL) SANDY GRAVEL WITH SILT,

light grayish brown, fine to coarse, angular to subangular, moist

± 23.0' (SP) POORLY GRADED SAND, light brown, fine, moist, loose

...medium dense

(Glacial Outwash) 36.5'

End of Boring

DRILLING METHOD:

D. Edlebeck hours

(tsf)

36.5BORING DEPTH:

JOB NO.:

B-1

HOLE CLOSURE:

CLIENT:

Per GPS - 45.810058808° N, -88.060461700° W - See soil boring location drawing

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

190248.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

10/4/19

-2SS-2" Split Spoon after drilling

N U

M B

E R

Veteran Administration Medical Center - Expanded Primary Care Site Development

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y a qu

BORING LOCATION:

83.7

78.7

73.7

68.7

63.7

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T

L E

G E

N D

-3SS-3" Split Spoon

Geoprobe 7822 DT

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-1

-MC-Macrocore

J. Gerber / D. Ebidon

DATE STARTED:

Telephone: (906)-774-3440 Fax: (906)-774-7776

COLEMAN ENGINEERING COMPANY

635 CIRCLE DRIVE

IRON MOUNTAIN, MICHIGAN 49801

TLL

PL

C O

N T

E N

T

DATE:

PROJECT:

3-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

Berners-Schober

-BS-Bag Sample

SOIL DESCRIPTION

103.70 +/-ELEV.:

9/24/19 9/24/19

1.3

1.0

0.3

1.0

1-2-6

9-8-10

12-12-13

5-8-12

28-50/0.2'

7-7-14

(8)

(18)

(25)

(20)

(21)

TOPSOIL

0.5'

(POSSIBLE FILL) SILTY SAND, brown, fine to coarse, with gravel, moist

...brown to grayish brown

...grayish brown

...sandy gravel, with silt, grayish brown, fine to coarse, angular to subangular, moist

...silty sand, grayish brown, fine to coarse, with gravel, moist

± 18.0' (SP) POORLY GRADED SAND, light brown, fine, moist, medium dense

3-1/4" Hollow Stem Auger 2" SPT Sampling 140# wt., 30" drop Auto Hammer

Benchmark: Manhole cover near boring B-2 Assumed Elev.: 100.0

Driller's note: Cobbles and/or boulders 1.5' to 16.5'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

36.5BORING DEPTH:

JOB NO.:

B-2

HOLE CLOSURE:

CLIENT:

Per GPS - 45.809904422° N, -88.060461783° W - See soil boring location drawing

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

190248.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

10/4/19

-2SS-2" Split Spoon after drilling

N U

M B

E R

Veteran Administration Medical Center - Expanded Primary Care Site Development

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Bentonite Chips & Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y a qu

BORING LOCATION:

100.2

95.2

90.2

85.2

80.2

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T

L E

G E

N D

-3SS-3" Split Spoon

Geoprobe 7822 DT

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-2

-MC-Macrocore

J. Gerber / D. Ebidon

DATE STARTED:

Telephone: (906)-774-3440 Fax: (906)-774-7776

COLEMAN ENGINEERING COMPANY

635 CIRCLE DRIVE

IRON MOUNTAIN, MICHIGAN 49801

TLL

PL

C O

N T

E N

T

DATE:

PROJECT:

3-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

Berners-Schober

-BS-Bag Sample

SOIL DESCRIPTION

100.20 +/-ELEV.:

9/20/19 9/23/19

0.5

1.4

1.5

1.5

5-6-10

3-5-10

3-9-9

5-7-11

(16)

(15)

(18)

(18)

(SP) POORLY GRADED SAND, light brown, fine, moist, medium dense

...fine to medium

(Glacial Outwash) 36.5'

End of Boring

DRILLING METHOD:

D. Edlebeck hours

(tsf)

36.5BORING DEPTH:

JOB NO.:

B-2

HOLE CLOSURE:

CLIENT:

Per GPS - 45.809904422° N, -88.060461783° W - See soil boring location drawing

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

190248.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

10/4/19

-2SS-2" Split Spoon after drilling

N U

M B

E R

Veteran Administration Medical Center - Expanded Primary Care Site Development

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Bentonite Chips & Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y a qu

BORING LOCATION:

80.2

75.2

70.2

65.2

60.2

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T

L E

G E

N D

-3SS-3" Split Spoon

Geoprobe 7822 DT

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-2

-MC-Macrocore

J. Gerber / D. Ebidon

DATE STARTED:

Telephone: (906)-774-3440 Fax: (906)-774-7776

COLEMAN ENGINEERING COMPANY

635 CIRCLE DRIVE

IRON MOUNTAIN, MICHIGAN 49801

TLL

PL

C O

N T

E N

T

DATE:

PROJECT:

3-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

Berners-Schober

-BS-Bag Sample

SOIL DESCRIPTION

100.20 +/-ELEV.:

9/20/19 9/23/19

1.1

1.5

1.4

1.2

0.2

3-3-7

6-12-9

10-7-6

6-12-13

18-16-21

50/0.2'

(10)

(21)

(13)

(25)

(37)

TOPSOIL

0.5'

(POSSIBLE FILL) SILTY SAND, brown, fine to coarse, with gravel, moist

...light grayish brown

...grayish brown

± 18.0' (SP) POORLY GRADED SAND, light brown, fine to medium, moist, loose

3-1/4" Hollow Stem Auger 2" SPT Sampling 140# wt., 30" drop Auto Hammer

Benchmark: Manhole cover near boring B-2 Assumed Elev.: 100.0

Driller's note: Cobbles and/or boulders and hard drilling 6.0' to 16.5'

Sampler bouncing

DRILLING METHOD:

D. Edlebeck hours

(tsf)

36.5BORING DEPTH:

JOB NO.:

B-3

HOLE CLOSURE:

CLIENT:

Per GPS - 45.810047310° N, -88.060826115° W - See soil boring location drawing

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

190248.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

10/4/19

-2SS-2" Split Spoon after…