Attachment 01 - Specifications_Iron Mountain_030526.pdf

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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 10-24 00 01 15 List of Drawing Sheets 10-24 00 31 32 Geotechnical Data Geotechnical Investigation Report 01-21 Geotechnical Investigation Report Supplement 02-21

DIVISION 01 – GENERAL REQUIREMENTS

01 00 00 General Requirements 11-21 01 32 16.15 Project Schedules 11-21 01 33 23 Shop Drawings, Product Data, and Samples 06-21 01 35 26 Safety Requirements 11-21 01 42 19 Reference Standards 11-20 01 45 00 Quality Control 02-21 01 45 29 Testing Laboratory Services 02-23 01 57 19 Temporary Environmental Controls 01-11 01 74 19 Construction Waste Management 11-21 01 91 00 General Commissioning Requirements Commissioning Plan – Design Phase 10-24

DIVISION 02 – EXISTING CONDITIONS

02 41 00 Demolition 08-17 02 82 13.13 Glovebag Asbestos Abatement

DIVISION 03 – CONCRETE

03 30 00 Cast-In-Place Concrete 11-22 03 35 00 Sealed Concrete Finishing 03 45 00 Precast Architectural Concrete 01-21

DIVISION 04 – MASONRY

04 05 13.02 Mortar for Reinforced Block Masonry 11-22 04 05 16 Grout for Reinforced Block Masonry 11-22 04 21 13 Brick Unit Masonry 08-17 04 22 35 Reinforced Block Masonry 11-22

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 11-22 05 31 00 Steel Decking 11-22 05 36 00 Composite Metal Decking 11-22 05 40 00 Cold Formed Metal Framing 11-22 05 50 00 Metal Fabrications 08-18

DIVISION 06 – WOOD, PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 10-17 06 20 00 Finish Carpentry 01-21

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DIVISION 07 – THERMAL AND MOISTURE PROTECTION

07 13 52 Modified Bituminous Sheet Waterproofing 01-21 07 18 13 Pedestrian Traffic Coatings 01-21 07 21 13 Thermal Insulation 01-21 07 21 63 Fluid-Applied Insulation Coating 07 22 00 Roof and Deck Insulation 01-21 07 27 26 Fluid-Applied Air and Vapor Barrier 07 40 00 Roofing and Siding Panels 01-21 07 53 23 Ethylene-Propylene-Diene-Monomer Roofing 01-21 07 60 00 Flashing and Sheet Metal 01-21 07 71 00 Roof Specialties 01-21 07 81 00 Applied Fireproofing 10-17 07 84 00 Firestopping 01-21 07 92 00 Joint Sealants 10-17 07 95 13 Expansion Joint Cover Assemblies 01-21

DIVISION 08 – OPENINGS

08 11 13 Hollow Metal Doors and Frames 01-21 08 14 00 Interior Wood Doors 01-21 08 31 13 Access Doors and Frames 01-21 08 34 53 Security Doors and Frames 01-21 08 41 13 Aluminum-Framed Entrances and Storefronts 01-21 08 56 20 Pass-Thru Cabinets 08 56 53 Blast Resistant Windows 02-16 08 56 59 Security Windows 01-21 08 71 00 Door Hardware 08-22 08 71 13.11 Low Energy Power Assist Door Operators 01-21 08 80 00 Glazing 01-21 08 87 00 Glazing Surface Films 08 90 00 Louvers and Vents 01-21

DIVISION 09 – FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 01-21 09 06 00 Schedule for Finishes 09 22 16 Non-structural Metal Framing 06-18 09 29 00 Gypsum Board 04-20 09 30 13 Ceramic/Porcelain Tiling 01-21 09 51 00 Acoustical Ceilings 12-18 09 65 13 Resilient Base and Accessories 01-21 09 65 16 Resilient Sheet Flooring 05-18 09 65 19 Resilient Tile Flooring 05-18 09 68 00 Carpeting 01-21 09 91 00 Painting 01-21 09 96 59 Resinous Specialty Glazed Coating Systems for Walls, Ceilings, Wallboard, and Block CMU 01-21

DIVISION 10 – SPECIALTIES

10 26 00 Wall and Door Protection 01-21 10 26 41 Ballistic Rated Panels 10 28 00 Toilet, Bath and Laundry Accessories 01-21 10 44 13 Fire Extinguisher Cabinets 08-18 10 51 13 Formed Metal Lockers

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DIVISION 12 – FURNISHINGS

12 24 00 Window Shades 08-17 12 32 00 Manufactured Wood Casework 01-21 12 36 00 Countertops 12-18

DIVISION 13 – SPECIAL CONSTRUCTION

13 49 26 Modular RFI / EMI Shielding Rooms 10-22

DIVISION 14 – CONVEYING SYSTEM

14 92 00 Pneumatic Tube System Relocation/Modification

DIVISION 21 – FIRE SUPPRESSION

21 13 13 Wet-Pipe Sprinkler Systems 06-15 Fire Pump Report

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing 09-20 22 05 12 General Motor Requirements for Plumbing Equipment 09-20 22 05 19 Meters and Gages for Plumbing Piping 09-20 22 05 23 General-Duty Valves for Plumbing Piping 09-20 22 07 11 Plumbing Insulation 09-19 22 08 00 Commissioning of Plumbing Systems 11-16 22 11 00 Facility Water Distribution 05-21 22 13 00 Facility Sanitary and Vent Piping 09-20 22 14 00 Facility Storm Drainage 09-15 22 14 29 Sump Pumps 09-15 22 15 00 Compressed-Air Systems 09-20 22 40 00 Plumbing Fixtures 09-15 22 62 00 Vacuum Systems for Healthcare Facilities 09-15 22 63 00 Gas Systems for Healthcare Facilities 09-15

DIVISION 23 – HEATING, VENTILATING, AND AIR

CONDITIONING (HVAC)

23 01 30.51 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 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 08-20 23 09 93 Sequence of Operation for HVAC Controls 23 21 13 Hydronic Piping 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

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23 40 00 HVAC Air Cleaning Devices 03-20 23 73 00 Indoor Central-Station Air-Handling Units 03-20 23 81 23 Computer Room Air Conditioners 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 01-17 26 05 33 Raceway and Boxes for Electrical Systems 01-18 26 05 41 Underground Electrical Construction 01-17 26 05 46 Utility Service Entrance 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 22 00 Low Voltage Transformers 01-18 26 24 13 Distribution Switchboards 01-18 26 24 16 Panelboards 01-18 26 25 11 Busways 01-17 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 41 00 Facility Lightning Protection 01-17 26 43 13 Surge Protective Devices 01-17 26 51 00 Interior Lighting 01-18

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirement for Communications Installations 09-19 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 15 00 Communications Structured Cabling 01-16 27 51 16 Public Address and Mass Notification Systems 10-18 27 52 23 Nurse Call System 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 Conduits and Backboxes for Electronic Safety and

Security 09-11

28 08 00 Commissioning of Electronic Safety and Security Systems 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 11-22 31 20 11 Earthwork (Short Form) 10-12 31 23 23.33 Flowable Fill 11-22

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DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 08-16 32 12 16 Asphalt Paving 09-15

DIVISION 33 – UTILITIES

33 10 00 Water Utilities 01-14 33 30 00 Sanitary Sewer Utilities 06-13 33 40 00 Storm Sewer Utilities 12-17

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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 G001K COVER SHEET

2 G002K CODE, TYPICAL MOUNTING HEIGHTS AND DETAILS

3 G003K PHASING PLANS

4 G004K PHASING PLANS

5 G005K BASEMENT LIFE SAFETY PLAN

6 G006K FIRST FLOOR LIFE SAFETY PLAN

7 G007K SECOND FLOOR LIFE SAFETY PLAN

CIVIL

8 C100 EXISTING SITE PLAN

9 C200 REMOVALS SITE PLAN

10 C300 PROPOSED SITE PLAN

11 C400 NOTES & DETAILS

12 C500 DETAILS

ARCHITECTURAL

13 AD101K BASEMENT DEMOLITION PLAN

14 AD102K FIRST FLOOR DEMOLITION PLAN

15 AD103K SECOND FLOOR DEMOLITION PLAN

16 AD104K THIRD FLOOR DEMOLITION PLAN

17 A101K BASEMENT NEW WORK PLAN

18 A102K FIRST FLOOR NEW WORK PLAN

19 A103K FIRST FLOOR DIMENSION PLAN

20 A104K SECOND FLOOR NEW WORK PLAN

21 A105K THIRD FLOOR AND ROOF NEW WORK PLANS

22 AR101K BASEMENT REFLECTED CEILING PLAN

23 AR102K FIRST FLOOR REFLECTED CEILING PLAN

24 A201K BUILDING ELEVATIONS

25 A301K BUILDING SECTIONS

26 A401K WALL SECTIONS

27 A402K WALL SECTIONS

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ARCHITECTURAL (continued)

28 A403K WALL SECTIONS

29 A404K WALL SECTIONS

30 A405K ENLARGED PLAN AND ELEVATIONS - POLICE

31 A406K ENLARGED PLAN AND ELEVATIONS - PHARMACY

32 A407K ENLARGED PLAN AND ELEVATIONS – MRI

33 A408K SHAFT PLANS AND SECTIONS

34 A501K EXTERIOR DETAILS

35 A502K EXTERIOR DETAILS

36 A503K EXTEROR DETAILS

37 A504K ELECTRICAL PENTHOUSE DETAILS

38 A505K WINDOW ELEVATIONS AND DETAILS

39 A506K INTERIOR DETAILS

40 A507K INTERIOR DETAILS

41 A601K DOOR SCHEDULE

42 A602K PARTITION SCHEDULE

43 A701K CASEWORK SECTIONS

INTERIORS

44 I001K EXISTING ROOM FINISH SCHEDULE

45 I002K NEW ROOM FINISH SCHEDULE

46 I101K INTERIOR FLOOR SPECIAL PLAN

47 I102K INTERIOR WALL SPECIAL PLAN

STRUCTURAL

48 S001 STRUCTURAL NOTES

49 S002 SCHEDULES

50 S100 FOUNDATION PLAN

51 S201 FIRST FLOOR FRAMING PLAN

52 S202 SECOND FLOOR FRAMING PLAN

53 S203 THIRD FLOOR FRAMING PLAN

54 S300 WALL REINFORCEMENT ELEVATIONS

55 S800 FOUNDATION DETAILS

56 S801 FOUNDATION DETAILS

57 S820 FRAMING DETAILS

58 S821 FRAMING DETAILS

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FIRE PROTECTION

59 FD101K BASEMENT DEMOLITION PLAN

60 FD102K FIRST FLOOR DEMOLITION PLAN

61 FD103K SECOND FLOOR DEMOLITION PLAN

62 F101K BASEMENT NEW WORK PLAN

63 F102K FIRST FLOOR NEW WORK PLAN

64 F103K SECOND FLOOR NEW WORK PLAN

65 F104K THIRD FLOOR NEW WORK PLAN

PLUMBING

66 PD101K FOOTING/FOUNDATION SANITARY PIPING DEMOLITION PLAN

67 PD102K SUB-BASEMENT SUPPLY PIPING DEMOLITION PLAN

68 PD103K BASEMENT SANITARY PIPING DEMOLITION PLAN

69 PD104K BASEMENT SUPPLY PIPING DEMOLITION PLAN

70 PD105K FIRST FLOOR SANITARY PIPING DEMOLITION PLAN

71 PD106K FIRST FLOOR SUPPLY PIPING DEMOLITION PLAN

72 PD107K SECOND FLOOR SANITARY PIPING DEMOLITION PLAN

73 PD108K THIRD FLOOR SANITARY PIPING DEMOLITION PLAN

74 PG101K FIRST FLOOR MEDICAL GAS PIPING PLAN

75 PL101K FOOTING/FOUNDATION SANITARY PIPING PLAN

76 PL102K BASEMENT FLOOR SANITARY PIPING PLAN

77 PL103K FIRST FLOOR SANITARY PIPING PLAN

78 PL104K SECOND FLOOR SANITARY PIPING PLAN

79 PL105K THIRD FLOOR SANITARY PIPING PLAN

80 PL106K FOURTH FLOOR SANITARY PIPING PLAN

81 PP101K BASEMENT SUPPLY PIPING PLAN

82 PP102K FIRST FLOOR SUPPLY PIPING PLAN

83 PP103K SECOND FLOOR SUPPLY PIPING PLAN

84 PK601K DETAILS

85 PK602K DIAGRAMS

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HVAC

86 MD101K BASEMENT PLAN – DEMOLITION (PIPING)

87 MD102K BASEMENT PLAN – DEMOLITION (DUCTWORK)

88 MD103K FIRST FLOOR PLAN – DEMOLITION (PIPING)

89 MD104K FIRST FLOOR PLAN – DEMOLITION (DUCTWORK)

90 MD105K SECOND FLOOR PLAN – DEMOLITION (PIPING)

91 MD106K SECOND AND THIRD FLOOR PLANS – DEMOLITION (DUCTWORK)

92 MP101K BASEMENT PLAN – NEW WORK (PIPING)

93 MP102K FIRST FLOOR PLAN – NEW WORK (PIPING)

94 MP103K SECOND FLOOR PLAN – NEW WORK (PIPING)

95 MH101K BASEMENT PLAN – NEW WORK (DUCTWORK)

96 MH102K FIRST FLOOR PLAN – NEW WORK (DUCTWORK)

97 MH103K SECOND FLOOR PLAN – NEW WORK (DUCTWORK)

98 MH104K THIRD FLOOR PLAN – NEW WORK (DUCTWORK AND PIPING)

99 MK301K SECTIONS AND ENLARGED PLANS

100 MK501K DETAILS

101 MK502K DETAILS

102 MK503K DETAILS

103 MK504K DETAILS

104 MJ601K SCHEDULES

105 MJ602K SCHEDULES

ELECTRICAL

106 EZ101K PARTIAL SITE PLAN DEMOLITION WORK

107 EZ102K PARTIAL SITE NEW WORK PLAN

108 ED101K BASEMENT DEMOLITION PLAN

109 ED102K FIRST FLOOR DEMOLITION PLAN - WALLS

110 ED103K FIRST FLOOR DEMOLITION PLANS - CEILINGS

111 ED104K SECOND FLOOR DEMOLITION PLAN

112 ED105K THIRD FLOOR DEMOLITION PLAN

113 EL101K BASEMENT LIGHTING PLAN

114 EL102K FIRST FLOOR LIGHTING PLAN

115 EL103K SECOND FLOOR LIGHTING PLAN

116 EL104K THIRD FLOOR LIGHTING PLAN

117 EP101K BASEMENT POWER PLAN

118 EP102K FIRST FLOOR POWER PLAN

119 EP103K SECOND FLOOR POWER PLAN

120 EP104K THIRD FLOOR POWER PLAN

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ELECTRICAL (continued)

121 EP105K ROOF POWER PLAN

122 ES101K BASEMENT SYSTEMS PLAN

123 ES102K FIRST FLOOR SYSTEMS PLAN

124 ES103K SECOND FLOOR SYSTEMS PLAN

125 ES104K THIRD FLOOR SYSTEMS PLAN

126 E401K PARTIAL FIRST FLOOR MEDICAL EQUIPMENT ROUGH-IN PLANS

127 E402K MEDICAL ROUGH-IN DETAILS

128 E501K DETAILS & RISER DIAGRAMS

129 E502K DETAILS

130 E601K LIGHTING SCHEDULES

131 E602K MISC POWER SCHEDULES

132 E603K PANEL WORKSHEETS - L1P, EQH AND EQH2

133 E604K PANEL WORKSHEETS - HMDP, HMDP2, LMDP AND CR1P

134 E605K LEGENDS AND SYMBOLS

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SECTION 00 31 32

GEOTECHNICAL DATA

PART 1 GENERAL

1.1 SUMMARY

A. A complete copy of the Report of Geotechnical Exploration is included herein. This information is available to the Contractor for information only.

B. Conditions are not intended as representations or warranties of accuracy or continuity between soil borings. The Owner will not be responsible for interpretations or conclusions drawn from this data.

PART 2 PRODUCTS - NOT USED

PART 3 EXECUTION - NOT USED

GEOTECHNICAL INVESTIGATION

FOR

PROPOSED PHARMACY AND RADIOLOGY EXPANSION

OSCAR G. JOHNSON VA MEDICAL CENTER

IRON MOUNTAIN, MICHIGAN

JANUARY 29, 2021

CEC PROJECT NO. GD‐200619

GEOTECHNICAL INVESTIGATION

FOR

PROPOSED PHARMACY AND RADIOLOGY EXPANSION

OSCAR G. JOHNSON VA MEDICAL CENTER

IRON MOUNTAIN, MICHIGAN

JANUARY 29, 2021

CEC PROJECT NO. GD‐200619

Prepared By:

COLEMAN ENGINEERING COMPANY

635 Circle Drive Iron Mountain, Michigan 49801

TABLE OF CONTENTS

PAGE #

I. INTRODUCTION

II. FIELD PROCEDURES

III. LABORATORY PROCEDURES

IV. SITE CONDITIONS

V. ANALYSIS AND RECOMMENDATIONS

Site Preparation and Grading

Foundations

Floor Slabs

Below Grade Walls

Underground Utility Construction

Exterior Concrete Flatwork

Inspection and Testing

Construction Considerations

VI. LIMITATIONS OF SUBSURFACE EXPLORATION

APPENDICES

A. LOCATION DRAWINGS

‐ Project Location Map ‐ Soil Boring Location Map

B. CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

(UNIFIED SOIL CLASSIFICATION SYSTEM)

C. SOIL EXPLORATION‐GENERAL NOTES AND LEGEND

D. BORING LOGS

Coleman Engineering Company 1 Report of Geotechnical Investigation

Proposed Pharmacy & Radiology Expansion Iron Mountain, Michigan January 29, 2021

I. INTRODUCTION

The Oscar G. Johnson VA Medical Center is proposing additions for the radiology and pharmacy services. The additions will be located on the north side of the existing medical center and east of the main entrance. The radiology expansion will be a single‐story slab on grade structure with no basement and have a footprint of about 2,600 square feet. The pharmacy expansion will be a single‐story structure with basement and have a footprint of about 1,500 square feet. We have assumed that maximum column loads will be less than about 100 kips and wall loads will be less than about 5 kips per lineal foot.

The purpose of this report is to document the results of the 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.

II. FIELD PROCEDURES

The proposed building additions were evaluated with two (2) soil borings, one within the footprint of each addition. Borings were advanced with a Diedrich D‐50 all‐terrain mounted drill unit present on site January 18, 2021. Drilling was performed using 4 ¼ inch hollow shaft augers

(HSA).

The HSA act as continuously‐advancing steel casing that prevents 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. Twenty (20) such tests were performed.

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/conditions. The field logs were submitted to Coleman Engineering Company’s

(CEC’s) Iron Mountain laboratory along with the soil samples for evaluation of the subsurface information and preparation of the final boring logs.

The as‐drilled boring locations and elevations were selected and established in the field by CEC with a Trimble R8 RTK unit. The project/boring location drawings are presented in Appendix A.

Coleman Engineering Company 2 Report of Geotechnical Investigation

Iron Mountain, Michigan

III. LABORATORY PROCEDURES

All soil samples collected were visually classified in accordance with ASTM D‐2488, “Description and Identification of Soils” (Visual‐Manual Procedure). Because of the relative uniformity and density of the subsurface conditions encountered and extensive past experience with local subsurface conditions, additional laboratory testing was deemed unnecessary.

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 two building additions are located in two green space courtyard areas east of the main entrance. The two areas are relatively flat with elevations of +1146.31 at Boring B‐1 and +1146.76 at Boring B‐2.

Surficially, the borings disclosed about 0.6 feet of topsoil. Boring B‐1 performed in the area of the pharmacy expansion disclosed fill consisting of gravelly poorly graded sand with silt to a depth of about 9.5 feet. Below this, a layer of possible fill was disclosed to a depth of up to about 18 feet. Fill was described as possible fill since it lacked distinguishing characteristics that would typically make it readily identifiable as fill or native soil. Boring B‐2 performed within the limits of the radiology expansion disclosed fill consisting of gravelly silty sand and gravelly silt with sand to a depth of about 7 feet and possible fill to a depth of 9.5 feet. Native soils disclosed in the soil borings consisted of medium dense to very dense poorly graded sand (SP), poorly graded sand with silt (SP‐SM), and poorly graded gravel (GP). An occasional layer of cobbles and boulders was observed while advancing the borings. Refer to the individual boring log, Appendix D, for a more detailed soil profile.

Groundwater was not observed in the borings at the depths explored. 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:

Coleman Engineering Company 3 Report of Geotechnical Investigation

Iron Mountain, Michigan January 29, 2021

Site Preparation and Grading

We recommend that the topsoil, exterior green space wall backfill along the existing building, uncontrolled fill (depths up to 9.5’ for the radiology expansion and depths of up to 18 feet for the pharmacy expansion) and deleterious materials be stripped/excavated from within the building addition footprints and appurtenances and to a lateral distance equal to the depth of removal (1 foot horizontal to 1 foot vertical) and replaced with engineered fill as defined below. Care should be taken to not undermine the existing building’s foundations. All exposed subgrade exposed after stripping/excavation should be evaluated by a geotechnical engineer or person under the direction of a geotechnical engineer. The evaluation should include shallow hand auger boring and/or dynamic cone penetrometer tests to determine if the native subgrade soils are similar to those encountered in the soil boring and suitable for support of fill and structure loads.

The native subgrade exposed after stripping is recommended to be compacted to a minimum of ninety percent (90%) of modified Proctor maximum dry density prior to commencing any site grading and filling operations.

Placement of native site soil should accommodate removing oversize cobbles and boulders to limit the maximum rock size of about 4 inches. 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.

Engineered fill is recommended to supplement any volume of soil brought to the site to supplement fill quantities. Engineered fill 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) Class II or IIA would be acceptable for use as engineered fill. Engineered fill should be placed in lifts not exceeding about 12 inches in loose thickness compacted as recommended above. The onsite soils classified as poorly graded sand, poorly graded sand with silt and poorly graded gravel may be acceptable as engineered fill pending laboratory testing.

The silty sand (SM) is highly sensitive to rubber tire construction traffic and may become unstable during periods of wet weather. If this is the case, we recommend eliminating all rubber tire traffic from the surface of exposed subgrade. Construction traffic should be limited to low ground contact pressure tracked equipment.

Coleman Engineering Company 4 Report of Geotechnical Investigation

Iron Mountain, Michigan

Foundations

Radiology Expansion

With the assumption that foundations will bear on compacted native soils and or engineered fill as outlined in the “Site Preparation and Grading Section”, we recommend that the radiology expansion be supported on conventional spread footings. 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.

Pharmacy Expansion

With the assumption that foundations will bear on compacted native soils and or engineered fill as outlined in the “Site Preparation and Grading Section”, we recommend that the pharmacy expansion be supported on conventional spread footings. Footings so supported can be proportioned for a net allowable soil bearing pressure of up to 2,000 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.

In the event that unstable soils are encountered at foundation depth, it may be necessary to sub‐ cut these soils 1 to 3 feet (depth to be determined by field observation) and replaced with engineered fill as previously defined or open graded stone (MDOT 6A or similar) completely enveloped in geotextile (Mirafi 140N or similar) in order to provide a stable work surface.

All perimeter footings should extend to a minimum depth of 42 inches or below frost depth, as defined by local building codes/practice. All isolated exterior footings should extend to a minimum depth of 60 inches or below frost depth, as defined by local building codes/practice.

Coleman Engineering Company 5 Report of Geotechnical Investigation

Iron Mountain, Michigan January 29, 2021

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 on the inside face of all footing/foundation walls exposed to cold weather frost penetration through the outside wall face is recommended.

Floor Slabs

Earth supported interior floors are recommended to be constructed on compacted native soils or engineered fill. It is further recommended that a minimum of 6 inches of base course be located immediately beneath the floor slab. The base course should consist of 6 inches of coarse aggregate base (MDOT 22A or similar). The base course should be separated from the base of the slab by means of an appropriate 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 layer of free draining sand. However, we would caution that this practice risks trapping water between the slab and vapor barrier. We recommend contacting the floor coverings manufacturer regarding the placement and type of vapor barrier. Earth‐supported floor slabs should be designed for the loads to be imposed upon the space. If required, earth supported floor slabs can be designed using a modulus of subgrade reaction of 250 pounds per cubic inch.

Below Grade Walls

We recommend that the below grade walls be designed to resist lateral earth pressures. For the engineered fill specified below, we recommend using an equivalent at‐rest pressure of

50 pounds per square foot per foot (psf/ft) of depth accompanied by appropriate drainage as described below.

The earth pressures will be resisted by the floor slab by passive pressure against the sides of the footings and friction between the bottoms of the footing subgrade. It is our opinion that an allowable equivalent passive fluid pressure of 300 psf/ft and allowable friction coefficient of 0.4 can be used to calculate resisting forces. These values include a factor of safety of about one and one‐half.

Backfill within 5 lateral feet of the back of the wall should consist of engineered fill as previously defined. The backfill should be compacted to a minimum of ninety percent (90%) of modified

Proctor maximum dry density. Care should be taken not to damage the wall during compaction.

Coleman Engineering Company 6 Report of Geotechnical Investigation

Iron Mountain, Michigan January 29, 2021

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 pounds.

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 below grade wall foundations. The pipe should be embedded in open graded aggregate (MDOT 6A or similar) completely enveloped with filter fabric (Mirafi® 140N or similar) to prevent migration of fine soil particles into the open graded material. The pipe should be routed to an appropriate gravity drain or a sump and pump.

External loads on below grade walls 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.

Underground Utility Construction

The borings indicate that generally firm subgrades will likely be encountered at invert elevations.

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.

Below structures and pavements all trench backfill should be compacted to a minimum of ninety‐ five percent (95%) of modified Proctor maximum dry density. Trench backfill in green areas should be compacted to a minimum of ninety percent (90%) of modified proctor 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). 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 engineered fill.

Chunks of frozen soil, organics, rock particles larger than about 4 inches and other deleterious materials should not be permitted in trench backfill material. All utility pipes that could be negatively impacted by freezing should be located below frost depth. Frost depth in road areas is expected to be greater than in off‐road areas. 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

Coleman Engineering Company 7 Report of Geotechnical Investigation

Iron Mountain, Michigan January 29, 2021 without warning. All utility trenches should be cut back or braced as required to provide safe 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 over a firm subgrade compacted to a minimum of ninety‐five percent (95%) of modified Proctor (ASTM D‐1557) maximum dry density.

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

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.

Building Area 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 8 Report of Geotechnical Investigation

Iron Mountain, Michigan January 29, 2021

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 should not exceed about 2:1. Post‐construction finished slopes should not exceed about 3:1.

The on‐site silty sand is highly moisture sensitive. If these soils become saturated, they will require discing and drying to achieve the required moisture for compaction. Care should be exercised during construction to grade site fill to drain in the event of prolonged wet weather and to prevent water from saturating moisture sensitive soils. In addition, if the soils are in a dry condition, they will require moisture conditioning to achieve the specified compaction.

The soils at this site may become unstable under construction traffic wheel loads during periods of wet weather. Should this become the case, the unstable areas should be undercut as necessary and replaced with engineered fill to create a stable working surface for both construction traffic and staging areas.

In the event construction takes place during freezing conditions, precautions should be taken to prevent frost from penetrating below exposed foundations. Exposed subgrade should be free of frost prior to placement of fill. Engineered fill containing ice chunks or frozen soil should not be incorporated in an engineered fill.

APPENDIX A

LOCATION DRAWINGS

Project Location Map Soil Boring Location Map

APPENDIX B

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

(UNIFIED SOIL CLASSIFICATION SYSTEM)

COLEMAN ENGINEERING COMPANY

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

0.8

1.1

1.0

0.3

0.6

1.3

1.5

4-6-15

8-8-12

5-4-4

3-5-3

3-3-6

3-3-3

4-2-4

(21)

(20)

(8)

(8)

(9)

(6)

(6)

TOPSOIL

0.6'

(FILL) GRAVELLY POORLY GRADED SAND

WITH SILT, brown, fine to medium, moist

...wood fibers

...wood fibers

± 9.5'

(POSSIBLE FILL) POORLY GRADED SAND,

brown, fine to medium, with gravel, moist

± 12.0'

(POSSIBLE FILL) GRAVELLY POORLY GRADED

SAND WITH SILT, brown, moist

± 18.0'

(SP-SM) POORLY GRADED SAND WITH SILT,

light brown, fine, to medium, with gravel

4-1/4" Hollow Stem Auger 2" SPT Sampling 140# wt., 30" drop Auto Hammer Frost to 2.0' deep

Driller's note: Cobbles and/or boulders 2.5' to 3.0'

Driller's note: Cobbles and/or boulders 17.0' to 17.5'

Driller's note: Hard drilling 18.0' to 21.0'

DRILLING METHOD:

C. Rasmussen hours

(tsf)

30.0BORING DEPTH:

JOB NO.:

B-1

HOLE CLOSURE:

CLIENT:

As-marked by GPS (45.8103914° N., -88.0613863° W.) - See soil boring location dwg

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

200619.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

1/20/21

-2SS-2" Split Spoon after drilling

N U

M B

E R

Pharmacy / Radiology Expansion

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Bentonite Chips / Native Soil Mix

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y a qu

BORING LOCATION:

1146.3

1141.3

1136.3

1131.3

1126.3

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

Diedrich D-50 ATV

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-1

-MC-Macrocore

R. Ochs / M. Sovey

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:

4-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

Iron Mountain Veterans Administration Medical Center

-BS-Bag Sample

SOIL DESCRIPTION

1146.31 +/-ELEV.:

1/18/21 1/18/21 q

0.3

0.7

1.5

50/0.3'

9-11-11

4-8-11

(22)

(19)

(SP-SM) POORLY GRADED SAND WITH SILT,

light brown, fine, to medium, with gravel

...no gravel

30.0'

End of Boring

Sampler pushed a cobble

DRILLING METHOD:

C. Rasmussen hours

(tsf)

30.0BORING DEPTH:

JOB NO.:

B-1

HOLE CLOSURE:

CLIENT:

As-marked by GPS (45.8103914° N., -88.0613863° W.) - See soil boring location dwg

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

200619.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

1/20/21

-2SS-2" Split Spoon after drilling

N U

M B

E R

Pharmacy / Radiology Expansion

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Bentonite Chips / Native Soil Mix

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y a qu

BORING LOCATION:

1126.3

1121.3

1116.3

1111.3

1106.3

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

Diedrich D-50 ATV

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-1

-MC-Macrocore

R. Ochs / M. Sovey

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:

4-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

Iron Mountain Veterans Administration Medical Center

-BS-Bag Sample

SOIL DESCRIPTION

1146.31 +/-ELEV.:

1.3

1.5

0.8

NR

1.4

1.2

1.5

4-8-7

12-7-9

7-9-13

14-14-21

9-7-16

6-9-9

13-18-20

(15)

(16)

(22)

(35)

(23)

(18)

(38)

TOPSOIL

0.6'

(FILL) GRAVELLY SILTY SAND, brown, fine to medium, moist

± 2.0' (FILL) GRAVELLY SILT WITH SAND, brown and black-brown, moist

± 7.0' (POSSIBLE FILL) No recovery

± 9.5' (GP) POORLY GRADED GRAVEL, brown, angular to rounded, moist, medium dense

...orange brown

...angular, dense

4-1/4" Hollow Stem Auger 2" SPT Sampling 140# wt., 30" drop Auto Hammer Frost to 2.0' deep

Driller's note: Cobbles and/or boulders 3.0' to 4.0'

Driller's note: Cobbles and/or boulders 6.0' to 6.5'

DRILLING METHOD:

C. Rasmussen hours

(tsf)

30.0BORING DEPTH:

JOB NO.:

B-2

HOLE CLOSURE:

CLIENT:

As-marked by GPS (45.8104458° N., -88.0610360° W.) - See soil boring location dwg

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

200619.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

1/20/21

-2SS-2" Split Spoon after drilling

N U

M B

E R

Pharmacy / Radiology Expansion

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:

1146.8

1141.8

1136.8

1131.8

1126.8

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

Diedrich D-50 ATV

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-2

-MC-Macrocore

R. Ochs / M. Sovey

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:

4-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

Iron Mountain Veterans Administration Medical Center

-BS-Bag Sample

SOIL DESCRIPTION

1146.76 +/-ELEV.:

1.5

NR

1.3

20-26-31

21-17-13

8-6-12

(57)

(30)

(18)

(GP) POORLY GRADED GRAVEL, brown, angular, moist, very dense

± 23.0' (SP) POORLY GRADED SAND, light brown, fine to medium, moist, medium dense

30.0'

End of Boring

DRILLING METHOD:

C. Rasmussen hours

(tsf)

30.0BORING DEPTH:

JOB NO.:

B-2

HOLE CLOSURE:

CLIENT:

As-marked by GPS (45.8104458° N., -88.0610360° W.) - See soil boring location dwg

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

200619.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

1/20/21

-2SS-2" Split Spoon after drilling

N U

M B

E R

Pharmacy / Radiology Expansion

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:

1126.8

1121.8

1116.8

1111.8

1106.8

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

Diedrich D-50 ATV

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-2

-MC-Macrocore

R. Ochs / M. Sovey

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:

4-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

Iron Mountain Veterans Administration Medical Center

-BS-Bag Sample

SOIL DESCRIPTION

1146.76 +/-ELEV.:

February 22, 2021

Mr. Robert Ray raSmith 16745 West Bluemound Road Brookfield, WI 53005

Re: Clarifications /Revisions Oscar G. Johnson VA Medical Center Proposed Pharmacy and Radiology Expansion Iron Mountain, Michigan

Dear Mr. Ray:

Coleman Engineering Company (CEC) is providing clarifications to questions asked, by Mr. Robert Ray of raSmith, regarding the Geotechnical Investigation report for the above referenced project.

This submittal also includes revisions to the original Geotechnical Investigation Report GD‐200619 dated January 29, 2021.

On page 4, you state that the perimeter footing should extend to a minimum depth of 42”, or below the frost depth as defined by local building codes and practices. To allow for uncertainties in exterior elevations and settlement of the ground surface, I usually drop the bottom of the footings 6” lower than the minimum recommended, which would be 48” below theoretical ground elevation. Are you aware of any local codes, conditions or practices that would suggest a lower footing elevation would be appropriate? I see no issue with lowering embed depth of the footings from 42 inches to 48 inches for heated structures.

On page 5 you provide both at‐rest and passive pressures for the design of the foundation walls. Apparently there will be a location on the Pharmacy expansion requiring an area well as part of an air intake for the mechanical system. There will not be lateral support for the top of the wall. The area well will be surrounded by earth on two sides, and by either the new addition or an existing building on the other two sides. Could you please provide an appropriate active design pressure for that wall? Below is a table that is a revision to the below grade wall section of the geotechnical investigation report. Should I maintain the frost cover for the footings at the bottom of the shaft, which occurs approximately 13’ below grade, or is something less than 42” acceptable in that circumstance? For unheated areas we recommend that footings extend a minimum of 60 inches below the ground surface. For heated structures perimeter footings can bear 42 inches below the ground surface. Interior footings for heated structures footings can be placed immediately below the floor slab.

February 22, 2021

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

Free to Rotate at Top 40 300

* 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 soil 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. Backfill below interior floor slabs and structures should be compacted to ninety-five percent (95%) of modified Proctor maximum dry density.

Relatively light manually propelled compactors should be used within 5 feet of 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 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 wrapped with filter fabric (Mirafi 140N or similar or a graded stone filter) to prevent the migration of fines into the drainage pipe. The 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 should not exceed about 2H:1V. Post-construction finished slopes should not exceed about 3H:1V.

There will be extensive excavation required for both portions of the project; for the pharmacy portion, to accommodate the basement, and for the MRI portion to lower the new footings far enough to avoid additional lateral loading on the existing basement walls. Acceptable construction slopes (and some additional design considerations) will likely govern the elevations

Expand Pharmacy & Radiology 01 00 00 - 1

SECTION 01 00 00

GENERAL REQUIREMENTS

GENERAL

1.1 SAFETY REQUIREMENTS

A. Refer to section 01-35-26, SAFETY REQUIREMENTS for safety and infection control requirements.

1.2 GENERAL INTENTION

A. Contractor shall completely prepare site for building operations, including demolition and removal of existing structures, and furnish labor, superintendence, materials, tools, equipment, transportation, licenses, certifications, insurance, temporary protection, and other items designated under the provision of this contract: Expand Pharmacy and Radiology – Project 585-337 at the Oscar G. Johnson VA Medical Center, Iron Mountain, MI. The

Project includes an addition of approximately 9,500 GSF to the north face of the existing main Hospital and the renovation of approximately 4,000 GSF of existing space on the basement and first floors. Work includes, but not limited to, Architectural, Site, Structural, Fire Protection, HVAC, Plumbing, Electrical, Earthwork, Exterior Utilities, and other aspects of construction as required by the contract drawings and specifications.

B. Information for visits to the site by Bidders are located on the solicitation cover. Verify existing conditions and locations in field prior to submitting bid.

C. Offices of Berners-Schober Associates, Inc., located in Green

Bay, WI, as Architect-Engineers, will render certain technical services during construction. Such services shall be considered as advisory to the Government and shall not be construed as expressing or implying a contractual act of the Government without affirmations by Contracting Officer or his duly authorized representative.

Expand Pharmacy & Radiology 01 00 00 - 2

D. Before placement and installation of work subject to tests by testing laboratory retained by Department of Veterans Affairs, the Contractor shall notify the COR in sufficient time to enable testing laboratory personnel to be present at the site in time for proper taking and testing of specimens and field inspection.

Such prior notice shall be not less than three workdays unless otherwise designated by the COR.

E. All employees of general contractor and subcontractors shall comply with VA security management program and obtain permission of the VA police, be identified by project and employer, and restricted from unauthorized access.

F. Schedule: To ensure such executions, Contractor shall furnish the

COR with a Baseline CPM schedule Per Spec Section 01 32 16.15

Project Schedules which indicates phasing dates on which the

Contractor intends to accomplish work in each specific area of site, building or portion thereof. No Work shall begin on-site by the contractor until the CPM schedule has been approved by the

COR.

The project duration will be limited to 610…