36C25218B1092-003.pdf

01-01-17

Expanded Community Living 00 01 10-1

Center (CLC)

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 01-17

00 01 15 List of Drawing Sheets 07-15

00 31 32 Geotechnical Data 06-14

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 General Requirements 11-15

01 32 16.15 Project Schedules 02-15

01 33 23 Shop Drawings, Product Data, and Samples 02-17

01 35 26 Safety Requirements 02-17

01 42 19 Reference Standards 05-16

01 45 00 Quality Control 01-18

01 45 29 Testing Laboratory Services 06-16

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 12-15

03 45 00 Precast Architectural Concrete 10-15

DIVISION 04 – MASONRY

04 05 13 Masonry Mortaring 02-16

04 05 16 Masonry Grouting 02-16

04 20 00 Unit Masonry 02-16

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 02-16

05 36 00 Composite Metal Decking 10-15

05 50 00 Metal Fabrications 07-14

DIVISION 06 – WOOD,PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 10-15

06 20 00 Finish Carpentry 08-16

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 13 52 Modified Bituminous Sheet Waterproofing 08-16

07 21 13 Thermal Insulation 02-16

07 21 29 Spray-Applied Insulation

07 22 00 Roof and Deck Insulation 02-16

Expanded Community Living 00 01 10-2

07 27 27 Fluid-Applied Membrane Air Barrier, Vapor Retarding 02-16

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 07-14

07 71 00 Roof Specialties 10-15

07 84 00 Firestopping 02-16

07 92 00 Joint Sealants 10-15

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 41 13 Aluminum-Framed Entrances and Storefronts 08-16

08 43 10 Interior Glass Partition and Entry System

08 44 13 Glazed Aluminum Curtain Walls 03-17

08 56 53 Blast Resistant Windows 02-16

08 71 00 Door Hardware 01-16

08 71 13.11 Low Energy Power Assist Door Operators 08-16

08 80 00 Glazing 10-15

08 87 00 Glazing Surface Film

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 05-16

09 29 00 Gypsum Board 11-14

09 30 13 Ceramic/Porcelain Tiling 10-15

09 51 00 Acoustical Ceilings 12-16

09 65 13 Resilient Base and Accessories 02-16

09 65 16 Resilient Sheet Flooring 02-16

09 65 19 Resilient Tile Flooring 12-15

09 68 00 Carpeting 10-15

09 75 00 Interior Stone Veneer

09 91 00 Painting 01-16

DIVISION 10 – SPECIALTIES

10 11 13 Markerboards 10-15

10 14 00 Signage 10-15

10 21 23 Cubicle Curtain Tracks 05-15

10 26 00 Wall and Door Protection 10-15

10 28 00 Toilet, Bath, and Laundry Accessories 02-16

10 31 00 Manufactured Fireplaces

10 44 13 Fire Extinguisher Cabinets 08-14

DIVISION 11 – EQUIPMENT

11 73 00 Ceiling Mounted Patient Lift System 01-17

Expanded Community Living 00 01 10-3

DIVISION 12 – FURNISHINGS

12 24 00 Window Shades 09-15

12 32 00 Manufactured Wood Casework 09-15

12 36 00 Countertops 12-15

DIVISION 21- FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 11-16

21 13 13 Wet-Pipe Sprinkler Systems 06-15

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing 07-16

22 05 12 General Motor Requirements for Plumbing Equipment 09-15

22 05 19 Meters and Gages for Plumbing Piping 09-15

22 05 23 General-Duty Valves for Plumbing Piping 09-15

22 05 33 Gutter Melt System 09-15

22 07 11 Plumbing Insulation 09-15

22 08 00 Commissioning of Plumbing Systems 11-16

22 11 00 Facility Water Distribution 09-15

22 13 00 Facility Sanitary and Vent Piping 09-15

22 13 23 Sanitary Waste Interceptors 09-15

22 13 29 Sanitary Sewerage Pumps 09-15

22 14 00 Facility Storm Drainage 09-15

22 14 29 Sump Pumps 09-15

22 40 00 Plumbing Fixtures 09-15

22 62 00 Vacuum Systems for Laboratory and Healthcare Facilities 09-15

22 63 00 Gas Systems for Laboratory and Healthcare Facilities 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 02-15

23 05 12 General Motor Requirements for HVAC and Steam

Generation Equipment

02-15

23 05 14 Variable Frequency Drives

23 05 41 Noise and Vibration Control for HVAC Piping and

Equipment

02-15

23 05 93 Testing, Adjusting, and Balancing for HVAC 02-15

23 07 11 HVAC Insulation 02-15

23 08 00 Commissioning of HVAC Systems 11-16

23 09 15 DDC Input/Output Summary Table

23 09 23 Direct-Digital Control System for HVAC 09-11

23 09 93 Sequence of Operation for HVAC Controls

23 21 13 Hydronic Piping 09-12

23 21 23 Hydronic Pumps 02-15

23 22 13 Steam and Condensate Heating Piping 02-15

23 22 23 Steam Condensate Pumps 02-15

23 25 00 HVAC Water Treatment 02-15

23 31 00 HVAC Ducts and Casings 03-13

23 34 00 HVAC Fans 02-15

Expanded Community Living 00 01 10-4

23 36 00 Air Terminal Units 02-15

23 37 00 Air Outlets and Inlets 02-15

23 40 00 HVAC Air Cleaning Devices 02-12

23 72 00 Air-to-Air Energy Recovery Equipment 05-11

23 73 00 Indoor Central-Station Air-Handling Units 04-11

23 82 00 Convection Heating and Cooling Units 04-11

23 82 16 Air Coils 04-11

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 07-13

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

26 05 29 Hangers and Supports for Electrical Piping & Equipment

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

26 05 41 Underground Electrical Construction 12-12

26 05 73 Overcurrent Protective Device Coordination Study 12-15

26 08 00 Commissioning of Electrical Systems 11-16

26 09 23 Lighting Controls 05-14

26 24 16 Panelboards 05-14

26 27 26 Wiring Devices 01-16

26 29 11 Motor Controllers 08-14

26 29 21 Enclosed Switches and Circuit Breakers 12-12

26 41 00 Facility Lightning Protection 01-17

26 43 13 Surge Protective Devices 12-12

26 51 00 Interior Lighting 08-14

26 56 00 Exterior Lighting 05-14

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communications Installations 06-15

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

27 05 33 Raceways and Boxes for Communications Systems 06-15

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 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 and Security 09-11

28 05 13 Conductors and Cables for Electronic Safety and

Security

09-11

28 05 26 Grounding and Bonding for Electronic Safety and

Security

09-11

28 05 28.33 Conduits and Backboxes for Electronic Safety and

Security

09-11

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

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

Expanded Community Living 00 01 10-5

DIVISION 31 – EARTHWORK

31 20 11 Earthwork

31 23 23.33 Flowable Fill

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 08-16

32 12 16 Asphalt Paving 09-15

32 17 23 Pavement Markings 08-16

32 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

07-01-15

Expanded Community Living 00 01 15 - 1

Center (CLC)

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 G001 COVER SHEET

2 G002 CODE MATRIX AND CODE COMPLIANCE

3 G011 ABBREVIATIONS, MATERIALS, SYMBOLS & GENERAL NOTES

4 G012 TYPICAL MOUNTING HEIGHTS

5 G101 BASEMENT LIFE SAFETY PLAN

6 G102 FIRST FLOOR LIFE SAFETY PLAN

CIVIL

7 CJ-100 NOTE SHEET

8 CS-200 EXISTING SITE PLAN

9 CD-300 SITE DEMOLITION PLAN

10 CG-400 SITE LAYOUT AND GRADING PLAN

11 CU-500 SITE UTILITY PLAN

12 CJ-600 DETAILS

13 CJ-700 DETAILS

14 CJ-800 DETAILS

ARCHITECTURAL

15 A001 1ST FLOOR PLAN - PHASING

16 AD101 BASEMENT FLOOR DEMO PLAN ZONE 2

17 AD102 1ST FLOOR DEMO PLAN ZONE 2

18 A011 BASEMENT OVERALL FLOOR PLAN

19 A012 1ST FLOOR OVERALL PLAN

20 A101 BASEMENT FLOOR PLAN ZONE 1

21 A102 1ST FLOOR PLAN ZONE 1

22 A103 1ST FLOOR PLAN ZONE 2

23 A104 ROOF PLAN - ZONE 1

24 AR101 BASEMENT RCP ZONE 1

Expanded Community Living 00 01 15 - 2

Center (CLC)

25 AR102 1ST FLOOR RCP ZONE 1

26 AR103 1ST FLOOR RCP ZONE 2

27 AC101 1ST FLOOR RCP COORDINATION ZONE 1

28 A201 EXTERIOR ELEVATIONS

29 A301 BUILDING SECTIONS

30 A401 WALL SECTIONS

31 A402 WALL SECTIONS

32 A403 WALL SECTIONS

33 A404 ENLARGED PLANS AND INTERIOR ELEVATIONS

34 A405 ENLARGED PLANS AND INTERIOR ELEVATIONS

35 A406 ENLARGED PLANS AND INTERIOR ELEVATIONS

36 A407 ENLARGED PLANS AND INTERIOR ELEVATIONS

37 A408 ENLARGED PLANS AND INTERIOR ELEVATIONS

38 A409 ENLARGED PLANS AND INTERIOR ELEVATIONS

39 A410 ENLARGED PLANS AND INTERIOR ELEVATIONS

40 A411 ENLARGED PLANS AND INTERIOR ELEVATIONS

41 A412 ENLARGED PLANS AND INTERIOR ELEVATIONS

42 A413 ENLARGED PLANS AND INTERIOR ELEVATIONS

43 A414 ENLARGED PLANS AND INTERIOR ELEVATIONS

44 A501 EXTERIOR SECTION DETAILS

45 A502 EXTERIOR PLAN DETAILS

46 A503 INTERIOR DETAILS

47 A601 PARTITION TYPES & DETAILS

48 A602 DOOR AND EQUIPMENT SCHEDULES

49 A603 WINDOW DETAILS

50 A701 CASEWORK SECTIONS

INTERIOR

51 I001 INTERIOR SCHEDULES

52 I101 1ST FLOOR PLAN ZONE 1 - FLOOR PATTERN

53 I102 1ST FLOOR PLAN ZONE 2 - FLOOR PATTERN

54 IW101 1ST FLOOR PLAN ZONE 1 - WALL PATTERN

55 IW102 1ST FLOOR PLAN ZONE 2 - WALL PATTERN

Expanded Community Living 00 01 15 - 3

Center (CLC)

STRUCTURAL

56 SE-001 STRUCTURAL NOTES

57 SB-100 FOUNDATION PLAN - ZONE 1

58 SB-800 FOUNDATION DETAILS

59 SB-801 FOUNDATION DETAILS

60 SF-200 GROUND FLOOR FRAMING PLAN - ZONE 1

61 SF-201 ROOF AND CLERESTORY FRAMING PLAN - ZONE 1

62 SF-810 FRAMING DETAILS

63 SF-811 FRAMING DETAILS

FIRE PROTECTION

64 FD-101 BASEMENT AND FIRST FLOOR ZONE 2 DEMOLITION PLAN

65 F-001 BASEMENT FLOOR ZONE 1 NEW WORK PLAN, ZONE 2 NEW WORK

PLAN

66 F-101 FIRST FLOOR ZONE 1 NEW WORK PLAN

67 F-102 FIRST FLOOR ZONE 2 NEW WORK PLAN

PLUMBING

68 PD-101 BASEMENT AND FIRST FLOOR ZONE 2 DEMOLITION PLAN

69 PG-001 BASEMENT FLOOR ZONE 1 AND 2 MED GAS PIPING PLAN

70 PG-101 FIRST FLOOR ZONE 1 MED GAS PIPING PLAN

71 PG-102 FIRST FLOOR ZONE 2 MED GAS PIPING PLAN

72 PK-500 SCHEDULES AND DETAILS

73 PL-001 BASEMENT FLOOR ZONE 1 SANITARY PLAN

74 PL-002 BASEMENT FLOOR ZONE 1 STORM AND DRAIN TILE PLAN

75 PL-101 FIRST FLOOR ZONE 1 SANITARY PIPING PLAN

76 PL-102 FIRST FLOOR ZONE 2 SANITARY PIPING PLAN

77 PL-103 FIRST FLOOR ZONE 1 STORM PIPING PLAN

78 PL-201 ROOF ZONE 1 SANITARY AND STORM PIPING PLAN

79 PP-002 BASEMENT FLOOR ZONE 2 WATER PIPING PLAN

80 PP-101 FIRST FLOOR ZONE 1 WATER PIPING PLAN

81 PP-102 FIRST FLOOR ZONE 2 WATER PIPING PLAN

82 PW-600 WATER PIPING ISOMETRIC

83 PW-601 SANITARY AND STORM ISOMETRIC

84 PW-602 MED GAS ISOMETRICS

Expanded Community Living 00 01 15 - 4

Center (CLC)

HVAC

85 MD100 BASEMENT AND FIRST FLOOR PLAN - ZONE 2

86 MP001 BASEMENT FLOOR PIPING PLAN - ZONE 1

87 MP002 BASEMENT FLOOR PLAN - ZONE 2

88 MP101 FIRST FLOOR PIPING PLAN - ZONE 1

89 MH001 BASEMENT FLOOR DUCTWORK PLAN - ZONE 1

90 MH100 FIRST FLOOR DUCTWORK PLAN - ZONE 1

91 MH101 FIRST FLOOR PLAN - ZONE 2

92 MH200 ROOF PLAN - ZONE 1

93 MH300 LARGE SCALE PLAN

94 MK500 DETAILS

95 MK501 DETAILS

96 MK502 DETAILS

97 MK503 DETAILS

98 MK504 DETAILS

99 MJ600 SCHEDULES

100 MJ601 SCHEDULES

101 MJ602 SCHEDULES

ELECTRICAL

106 ES011 ELECTRICAL SITE PLANS

107 ED100 BASEMENT DEMOLITION PLAN - ZONE 2

108 ED101 FIRST FLOOR DEMOLITION PLAN - ZONE 2

109 EL100 BASEMENT LIGHTING PLAN - ZONE 1

110 EL101 FIRST FLOOR LIGHTING PLAN - ZONE 1

111 EL102 FIRST FLOOR LIGHTING PLAN - ZONE 2

112 EP100 SUB-BASEMENT AND BASEMENT POWER PLAN - ZONE 1

113 EP101 BASEMENT POWER PLAN - ZONE 2

114 EP102 FIRST FLOOR POWER PLAN - ZONE 1

115 EP103 FIRST FLOOR POWER PLAN - ZONE 2

116 EP104 ROOF POWER/LIGHTNING PROTECTION PLAN - ZONE 1

117 ET100 BASEMENT TELEPHONE/PAGING/DATA PLAN - ZONE 1

118 ET101 BASEMENT TELEPHONE/PAGING/DAT PLAN - ZONE 2

119 ET102 FIRST FLOOR TELEPHONE/PAGING/DATA PLAN - ZONE 1

120 ET103 FIRST FLOOR TELEPHONE/PAGING/DATA PLAN - ZONE 2

121 ET104 PARTIAL 2ND, 3RD 4TH AND 5TH FLOOR

TELEPHONE/PAGING/DATA PLAN

Expanded Community Living 00 01 15 - 5

Center (CLC)

122 EY100 BASEMENT NURSE CALL/SECURITY/CLOCK PLAN - ZONE 1

123 EY101 FIRST FLOOR NURSE/SECURITY/CLOCK PLAN - ZONE 1

124 EY102 FIRST FLOOR NURSE/SECURITY/CLOCK PLAN - ZONE 2

125 EY103 FIFTH FLOOR NURSE CALL/SECURITY/CLOCK PLAN

126 FA100 BASEMENT FIRE ALARM PLAN - ZONE 1

127 FA101 BASEMENT FIRE ALARM PLAN - ZONE 2

128 FA102 FIRST FLOOR FIRE ALARM PLAN - ZONE 1

129 FA103 FIRST FLOOR FIRE ALARM PLAN - ZONE 2

130 EJ500 ELECTRICAL SCHEDULES

131 EJ501 ELECTRICAL SCHEDULES

132 EJ502 ELECTRICAL SCHEDULES

133 EK600 ELECTRICAL DETAILS

134 EK601 ELECTRICAL DETAILS

135 EK602 ELECTRICAL DETAILS

---END---

06-27-14

Expanded Community Living 00 31 32 - 1

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, 635 Circle Drive, Iron

Mountain, MI. Contact: Chris J. Rasmussen, PE, ph: 906-774-3440.

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.

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.

06-27-14

Expanded Community Living 00 31 32 - 2

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.

--END---

REPORT OF GEOTECHNICAL INVESTIGATION

FOR

PROPOSED EXPANDED COMMUNITY LIVING CENTER

OSCAR G. JOHNSON VA MEDICAL CENTER

IRON MOUNTAIN, MICHIGAN

NOVEMBER, 2016

CEC PROJECT #GD-16283

Coleman Engineering

Civil Engineering ● Environmental Engineering

Geotechnical Engineering ● Land Surveying ● Test Drilling Construction Quality Control ● Materials Laboratory Testing

REPORT OF GEOTECHNICAL INVESTIGATION

FOR

PROPOSED EXPANDED COMMUNITY LIVING CENTER

OSCAR G. JOHNSON VA MEDICAL CENTER

IRON MOUNTAIN, MICHIGAN

NOVEMBER, 2016

CEC PROJECT #GD-16283

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 Expanded Community Center Living Center Iron Mountain, Michigan November, 2016

I. INTRODUCTION

The Oscar G. Johnson VA Medical Center is proposing to expand the Community Living Center (CLC) at the northeast corner of the existing facility located in Iron Mountain, Michigan. The project, as described, will have a footprint of approximately 10,000 square feet. The CLC will be a single story slab on grade structure with partial basement. The basement is limited to mechanical rooms and pipe tunnels. We assume wall loads will not exceed about 5 kips per linear foot with column loads not exceeding about 100 kips.

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 site of the proposed building was evaluated with three (3) soil borings designated as Borings B-1 through B-3. This report also considered Soil Boring B-2-04, completed during a previous investigation for the Nursing Home Care Unit expansion (CEC Report Number 04164).

Boring B-2-04 is located at the southernmost corner of the newly proposed CLC expansion. Borings were advanced with a Diedrich D-50 all-terrain mounted drill unit present on-site on November 14, 2016 and a CME 55 Truck mounted drill unit present on site May 24, 2004. Drilling was performed using 3 ¼ inch and 4 ½ inch hollow shaft augers (HSA).

The HSA act as a 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. Thirty-seven (37) such samples were obtained.

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.

Coleman Engineering Company 2 Report of Geotechnical Investigation

Iron Mountain, Michigan November, 2016

The boring locations and elevations were selected and established in the field by CEC. The project/boring location drawings are presented in Appendix A.

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

Topographically the site slopes down to the northwest with elevations at Borings SB-1, SB-2 and SB-3 ranging from +1141.0 to +1144.7.

Surficially, Borings SB-1 and SB-2 disclosed 8 to 9 inches of topsoil. Boring SB-3 drilled within the limits of the existing parking lot disclose a pavement section of 3 inches of Hot Mix Asphalt (HMA) over 5 inches of aggregate base. Borings SB-2 and SB-3 disclosed up to 7 feet of fill or possible fill.

Fill was described as possible fill is the soil was not readily identifiable as fill or native soil. Native soils disclosed in the soil borings consisted of loose to dense poorly graded sand (SP), silty sand (SM) and sandy gravel (GP-GM). The sand contained varying amounts of gravel with cobbles and boulders being noted while drilling.

Groundwater was not observed in the borings. 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 November, 2016

Site Preparation and Grading

We recommend that the topsoil, uncontrolled fill and deleterious materials be stripped/excavated from within the building footprint, appurtenances, pavements, and sidewalks. 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 should anticipate sufficient cutback of excavation slopes to accommodate the foundation and below grade wall construction. 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.

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.

The on-site soil classified as SP, SP-SM or GP-GM is suitable for reuse as general site grading and fill. A qualified geotechnical consultant should be consulted to identify appropriate on-site soil.

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 10 percent 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.

Site soils classified as silty sand (SM) contain appreciable amounts of silt which may become sensitive to high moisture making compaction difficult. Precautions to protect stockpiled soils from periods of wet weather and/or drying overly moist soils may become necessary to effectively place and compact soils for general site fill.

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 November, 2016

Foundations

We recommend that the proposed building be supported on conventional spread footings founded on compacted native soil or engineered 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 1-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. 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 225 pounds per cubic inch.

Coleman Engineering Company 5 Report of Geotechnical Investigation

Iron Mountain, Michigan

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.

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

Coleman Engineering Company 6 Report of Geotechnical Investigation

Iron Mountain, Michigan November, 2016 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 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.

Coleman Engineering Company 7 Report of Geotechnical Investigation

Iron Mountain, Michigan

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

Parking Area Fill 1 test per 5,000 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.

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

FO

FO

T T

T

T T T

11451144

MULCH AREA

MULCH AREA

CONC.

CONC.

CONC.

SW

Y = 376367.822 X = 25975764.240

PARKING LOT

(ASPHALT)

SAN SAN SANE

E

E

E

W

W

W

WWW

SB-1

B-2-04

SB-2

SB-3

OSCAR G. JOHNSON V.A. MEDICAL CENTER

SOIL BORING LOCATION MAP

BERNERS-SCHOBER ASSOCIATES

W E

S

N

( IN FEET )

GRAPHIC SCALE

IRON MOUNTAIN, MI

EXPANDED COMMUNITY LIVING CENTER

COLEMAN ENGINEERING COMPANY

635 CIRCLE DRIVE • IRON MOUNTAIN , MI 49801 • PHONE: 906-774-3440

200 EAST AYER STREET • IRONWOOD , MI • P HONE: 906-932-5048

EXPANDED COMMUNITY LIVING CENTER

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

0.9

1.0

1.5

1.3

1.3

0.8

2-4-9

3-4-16

7-9-9

19-17-10

11-17-25

11-20-27

(13)

(20)

(18)

(27)

(42)

(47)

TOPSOIL

0.7' (SM) SILTY SAND, brown, fine to coarse, gravelly, moist, medium dense

...grayish brown, dense

(Alluvial) +/-18.0' (SP) POORLY GRADED SAND, light brown, fine to coarse, trace silt, trace gravel, moist, medium dense

4-1/4" Hollow Stem Auger 0.0' to 30.0' 2" SPT Sampling 140# wt., 30" drop Auto Hammer

Driller's note: Cobbles and/or boulders 8.0' to 8.5'

Driller's note: Hard drilling from 12.0' to 15.0'

Driller's note: Hard drilling from 17.0' to 18.0'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

31.5BORING DEPTH:

JOB NO.:

SB-1

HOLE CLOSURE:

CLIENT:

Proposed building corner #610, boring on staked location

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

16283.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

11/21/16

-2SS-2" Split Spoon

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

SOIL DESCRIPTION

1141.45 +/-ELEV.:

11/14/16 11/14/16 qa qu

BORING LOCATION:

1141.4

1136.4

1131.4

1126.4

1121.4

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

SB-1

R. Ochs / M. Gotham

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

Berners-Schober Associates

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

(tsf)

-BS-Bag Sample after drilling

-GS-Grab Sample

N U

M B

E R

Oscar G. Johnson V.A. Medical Center - Expanded Community Living Center

1.4

1-5-7

7-9-8

3-6-7

(12)

(17)

(13)

(SP) POORLY GRADED SAND, light brown, fine to coarse, trace silt, trace gravel, moist, medium dense

...fine to medium

(Alluvial) 31.5'

End of Boring

Driller's note: Pushed 3" spoon at 25.0' to 26.5' for recovery. No recovery with 2" split spoon.

DRILLING METHOD:

D. Edlebeck hours

(tsf)

31.5BORING DEPTH:

JOB NO.:

SB-1

HOLE CLOSURE:

CLIENT:

Proposed building corner #610, boring on staked location

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

16283.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

11/21/16

-2SS-2" Split Spoon

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

SOIL DESCRIPTION

1141.45 +/-ELEV.:

11/14/16 11/14/16 qa qu

BORING LOCATION:

1121.4

1116.4

1111.4

1106.4

1101.4

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

SB-1

R. Ochs / M. Gotham

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

Berners-Schober Associates

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

(tsf)

-BS-Bag Sample after drilling

-GS-Grab Sample

N U

M B

E

0.7

1.1

0.7

0.8

0.8

0.8

2-2-3

5-7-9

3-3-4

4-5-7

8-10-11

5-5-7

(5)

(16)

(7)

(12)

(21)

(12)

TOPSOIL

0.7' (FILL) SILTY SAND, dark brown, fine to coarse, gravelly, trace topsoil, moist

...trace pieces of partially decomposed wood

...some lumps of topsoil +/-7.0'

(SP) POORLY GRADED SAND, brown, fine to coarse, gravelly, trace silt, moist, medium dense

(Alluvial) +/-9.5' (GP-GM) SANDY GRAVEL, brown, fine to coarse, angular to subangular, some silt, moist, medium dense

(Alluvial) +/-18.0' (SP) POORLY GRADED SAND, light brown, fine to medium, trace silt, moist, loose

4-1/4" Hollow Stem Auger 0.0' to 30.0' 2" SPT Sampling 140# wt., 30" drop Auto Hammer

Driller's note: Cobbles and/or boulders 2.0' to 4.0'

Driller's note: Cobbles and/or boulders 7.0' to 8.0'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

31.5BORING DEPTH:

JOB NO.:

SB-2

HOLE CLOSURE:

CLIENT:

15' S of boring stake, proposed building #609

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

16283.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

11/21/16

-2SS-2" Split Spoon

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

SOIL DESCRIPTION

1141.02 +/-ELEV.:

11/14/16 11/14/16 qa qu

BORING LOCATION:

1141.0

1136.0

1131.0

1126.0

1121.0

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

SB-2

R. Ochs / M. Gotham

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

Berners-Schober Associates

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

(tsf)

-BS-Bag Sample after drilling

-GS-Grab Sample

N U

M B

E

1.5

1.5

2-3-6

5-9-11

3-5-7

(9)

(20)

(12)

(SP) POORLY GRADED SAND, light brown, fine to medium, trace silt, moist, loose

(Alluvial) 31.5'

End of Boring

DRILLING METHOD:

D. Edlebeck hours

(tsf)

31.5BORING DEPTH:

JOB NO.:

SB-2

HOLE CLOSURE:

CLIENT:

15' S of boring stake, proposed building #609

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

16283.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

11/21/16

-2SS-2" Split Spoon

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

SOIL DESCRIPTION

1141.02 +/-ELEV.:

11/14/16 11/14/16 qa qu

BORING LOCATION:

1121.0

1116.0

1111.0

1106.0

1101.0

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

SB-2

R. Ochs / M. Gotham

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

Berners-Schober Associates

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

(tsf)

-BS-Bag Sample after drilling

-GS-Grab Sample

N U

M B

E

1.1

1.1

1.3

0.8

1.0

5-6-9

8-13-12

8-11-15

6-15-16

3-7-9

6-13-18

(15)

(25)

(26)

(31)

(16)

(31)

ASPHALT

0.25'

BASE COURSE

0.67'

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

+/-4.5' (SM) GRAVELLY SILTY SAND, brown, fine to coarse, with gravel, moist, dense

...with gravel

...gravelly, medium dense

...dense

4-1/4" Hollow Stem Auger 0.0' to 30.0' 2" SPT Sampling 140# wt., 30" drop Auto Hammer

Driller's note: Cobbles and/or boulders 2.0' to 4.5'

Driller's note: Cobbles and/or boulders 6.5' to 7.0'

Driller's note: Cobbles and/or boulders 9.0' to 10.0'

Driller's note: Cobbles and/or boulders 14.5' to 15.0'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

31.5BORING DEPTH:

JOB NO.:

SB-3

HOLE CLOSURE:

CLIENT:

On edge of asphalt as marked

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

16283.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

11/21/16

-2SS-2" Split Spoon

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

SOIL DESCRIPTION

1144.74 +/-ELEV.:

11/14/16 11/14/16 qa qu

BORING LOCATION:

1144.7

1139.7

1134.7

1129.7

1124.7

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

SB-3

R. Ochs / M. Gotham

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

Berners-Schober Associates

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

(tsf)

-BS-Bag Sample after drilling

-GS-Grab Sample

N U

M B

E

0.7

1.5

10-19-25

4-4-5

3-4-6

(44)

(9)

(10)

(SP) POORLY GRADED SAND, light brown, fine to medium, trace silt, moist, loose

(Alluvial) +/-23.0' (SP) POORLY GRADED SAND, light brown, fine to medium, trace silt, moist, loose

(Alluvial) 31.5'

End of Boring

DRILLING METHOD:

D. Edlebeck hours

(tsf)

31.5BORING DEPTH:

JOB NO.:

SB-3

HOLE CLOSURE:

CLIENT:

On edge of asphalt as marked

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

16283.GPJ

BORING NO.:

+4

W A

T E

R T

A B

L E

OF

DRILL CREW:

11/21/16

-2SS-2" Split Spoon

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

SOIL DESCRIPTION

1144.74 +/-ELEV.:

11/14/16 11/14/16 qa qu

BORING LOCATION:

1124.7

1119.7

1114.7

1109.7

1104.7

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

SB-3

R. Ochs / M. Gotham

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

Berners-Schober Associates

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

(tsf)

-BS-Bag Sample after drilling

-GS-Grab Sample

N U

M B

E

0.2

1.3

1.5

1.5

1.2

1.2

1.0

1.2

50+ - -

20 15 10

25 22 17

18 10 5

8 8 9

8 12 9

10 12 14

27 25 16

(25)

(39)

(15)

(17)

(21)

(26)

Topsoil 0.8'

(SP-SM) SAND, brown, fine to coarse, some silt, some fine gravel, moist, medium dense to dense

6.5' ±

(SM) SILTY SAND, brown, fine to medium, trace of fine gravel, irregular small inclusion of black organic matter, wet, medium dense

9.0' ±

(SP-SM) SAND, brown, fine to coarse, some silt, with fine gravel, moist, medium dense

3-1/4" HSA

2" SPT Sampling 40 # weight, 30" Drop

Driller's Note:

Cobbles and/or boulders from 1.0' to 2.0' and 8.0' to 9.0'

DRILLING METHOD:

W. Rice hours

(tsf)

31.0BORING DEPTH:

JOB NO.:

B-2-04

HOLE CLOSURE:

CLIENT:

Refer to Boring Location Drawing

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

04164.GPJ

BORING NO.:

+4

N/A

W A

T E

R T

A B

L E

OF

DRILL CREW:

11/15/16

-2SS-2" Split Spoon

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Backfilled with Natural Material

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

1145.33 +/-ELEV.:

5/24/04 5/24/04 qa qu

BORING LOCATION:

1145.3

1140.3

1135.3

1130.3

1125.3

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-2-04

K. Frome / C. Chiaverotti

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" HSA

M O

IS

T

U R

E

-200

Hammel, Green and Abrahamson, Inc.

N/A

N/AN/A

L E

G E

N D

-3SS-3" Split Spoon

CME 55 Truck Rig

(tsf)

-BS-Bag Sample after drilling

-GS-Grab Sample

N U

M B

E

V.A. Medical Center - Nursing Home Care Unit, Iron Mountain, MI

1.5

1.2

15 13 12

3 8 12

(41)

(25)

(20)

...dense

23.0' ±

(SP) SAND, brown, fine to medium, moist, medium dense

31.0'

End of Boring

DRILLING METHOD:

W. Rice hours

(tsf)

31.0BORING DEPTH:

JOB NO.:

B-2-04

HOLE CLOSURE:

CLIENT:

Refer to Boring Location Drawing

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

04164.GPJ

BORING NO.:

+4

N/A

W A

T E

R T

A B

L E

OF

DRILL CREW:

11/15/16

-2SS-2" Split Spoon

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Backfilled with Natural Material

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

1145.33 +/-ELEV.:

5/24/04 5/24/04 qa qu

BORING LOCATION:

1125.3

1120.3

1115.3

1110.3

1105.3

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-2-04

K. Frome / C. Chiaverotti

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" HSA

M O

IS

T

U R

E

-200

Hammel, Green and Abrahamson, Inc.

N/A

N/AN/A

L E

G E

N D

-3SS-3" Split Spoon

CME 55 Truck Rig

(tsf)

-BS-Bag Sample after drilling

-GS-Grab Sample

N U

M B

E

V.A. Medical Center - Nursing Home Care Unit, Iron Mountain, MI

01 00 00 -1

SECTION 01 00 00

GENERAL REQUIREMENTS

1.1 SAFETY REQUIREMENTS

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 all labor, superintendence, materials, tools, equipment, transportation, licenses, certifications, insurance, temporary protection, and other items designated under the provisions of this contract: Expand CLC - Project 585-335 at the Oscar G.

Johnson VA Medical Center, Iron Mountain, MI. The project includes an addition of 11,000 square feet to the northwest corner of the existing CLC, renovation of approximately 3,900 square feet of existing space on the first…