36C25018B0817-002.pdf

PROJECT MANUAL

Volume 1

BID DOCUMENTS

DIVISIONS 0 through 14

Expand 8th Floor Mental Health

Building 1 West VA Ann Arbor Dept. of Veterans Affairs

Medical Center Project No. 506-330

October 27, 2017

Seven Generations Architecture & Engineering, LLC 4664 Campus Drive, Suite 101 Kalamazoo, Michigan 49008

(269) 927-0144

Progressive AE 1811 4 Mile Road NE

Grand Rapids, Michigan 49525

(616) 361-2664

WBK Engineering

68 East Michigan Avenue Battle Creek, Michigan 49017

(269) 224-3182

NIKA

451 Hungerford Drive, 4th Floor

Rockville, Maryland 20850

(301) 770-3520

05-01-17

00 01 10-1

DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

TABLE OF CONTENTS

Section 00 01 10

DIVISION 00 - SPECIAL SECTIONS DATE

00 01 15 List of Drawing Sheets 07-15 00 31 32 Geotechnical Data

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 General Requirements 11-15 01 32 16.15 Project Schedules 01 33 23 Shop Drawings, Product Data, and Samples 05-17 01 35 26 Safety Requirements 02-17 01 42 19 Reference Standards 05-16 01 45 29 Testing Laboratory Services 06-16 01 57 19 Temporary Environmental Controls 01-11 01 58 16 Temporary Interior Signage 07-15 01 74 19 Construction Waste Management 09-13 01 91 00 General Commissioning Requirements 10-15

DIVISION 02 – EXISTING CONDITIONS

02 41 00 Demolition 02-15 02 82 11 Traditional Asbestos Abatement 09-15 02 82 12 VAMC Ann Arbor Asbestos Report 02 83 33.13 Lead-Based Paint Removal and Disposal 0 8-16 02 83 34 Bldg. 1W 8 th Floor Inspection Report

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete 12-15

DIVISION 04 – MASONRY

04 20 00 Unit Masonry 02-16 04 72 00 Cast Stone Masonry 02-15

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 02-16 05 36 00 Composite Metal Decking 10-15 05 40 00 Cold-Formed Metal Framing 05-16 05 50 00 Metal Fabrications 07-14 05 51 00 Metal Stairs 10-15 05 73 13 Ornamental Railings

00 01 10-2

DIVISION 06 – WOOD,PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 10-15 06 16 63 Cementitous Sheathing 02-16

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 08 00 Facility Exterior Closure Commissioning 11 -16 07 14 13 Hot Fluid-Applied Rubberized Asphalt Subgr ade

Waterproofing

07 21 13 Thermal Insulation 02-16 07 22 00 Roof and Deck Insulation 02-16 07 27 15 Nonbituminous Self-Adhering Sheet Air Barr iers 07 42 13 Metal Wall Panels 07 54 23 Thermoplastic Polyolefin (TPO) Roofing 08- 16 07 60 00 Flashing and Sheet Metal 07-14 07 76 00 Porcelain Pavers 07 81 00 Applied Fireproofing 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 31 13 Access Doors and Frames 02-16 08 35 00 Side-Folding Grille – Open Design 08 44 13 Glazed Aluminum Curtain Walls 03-17 08 42 29.23 Sliding Automatic Entrances 08 51 13 Aluminum Windows 02-16 08 71 00 Door Hardware 01-16 08 71 13 Automatic Door Operators 02-16 08 80 00 Glazing 10-15

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 09-15 09 51 00 Acoustical Ceilings 12-16 09 54 23 Linear Metal Ceilings 10-15 09 65 13 Resilient Base and Accessories 02-16 09 65 19 Resilient Tile Flooring 12-15 09 67 23.20 Resinous Epoxy Base with Vinyl Chip Bro adcast (RES 2) 07-14 09 67 23.50 Resinous (Epoxy Terrazzo) Flooring (RES -5) 07-14 09 68 00 Carpeting 10-15 09 69 00 Access Flooring 10-15 09 72 16 Vinyl-Coated Fabric Wall Covering 10-15

00 01 10-3

09 77 10 Framed Decorative Panel Systems 09 91 00 Painting 01-16

DIVISION 10 – SPECIALTIES

10 14 00 Signage 10-15

10 21 13 Toilet Compartments 12-15 10 21 23 Cubicle Curtain Tracks 05-15 10 26 00 Wall and Door Protection 10-15 10 26 41 Bullet Resistant Panels 10 28 00 Toilet, Bath, and Laundry Accessories 02-1 6 10 44 13 Fire Extinguisher Cabinets 08-14 10 51 13 Metal Lockers

DIVISION 11 – EQUIPMENT

11 12 00 Parking Control Equipment 02-16

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 13 - SPECIAL CONSTRUCTION

Not Used

DIVISION 14– CONVEYING EQUIPEMENT

Not Used

DIVISION 21- FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 1 1-16 21 13 13 Wet-Pipe Sprinkler Systems 06-15

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing 07-16 22 05 23 General-Duty Valves for Plumbing Piping 09 -15 22 05 33 Heat Tracing for Plumbing Piping 09-15 22 07 11 Plumbing Insulation 09-15 22 08 00 Commissioning of Plumbing Systems 11-16 22 11 00 Facility Water Distribution 09-15 22 14 00 Facility Storm Drainage 09-15 22 40 00 Plumbing Fixtures 09-15

DIVISION 23 – HEATING, VENTILATING, AND AIR

CONDITIONING (HVAC)

23 05 11 Common Work Results for HVAC 08-17 23 05 12 General Motor Requirements for HVAC and St eam

Generation Equipment 08-17

00 01 10-4

23 05 41 Noise and Vibration Control for HVAC Pipin g and Equipment

02-15

23 05 93 Testing, Adjusting, and Balancing for HVAC 02-15 23 08 00 Commissioning of HVAC Systems 11-16 23 09 23 Direct-Digital Control System for HVAC 09- 11 23 11 23 Facility Natural-Gas Piping 08-17 23 21 13 Hydronic Piping 08-17 23 21 23 Hydronic Pumps 08-17 23 22 13 Steam and Condensate Heating Piping 08-17 23 23 00 Refrigerant Piping 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 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 64 00 Packaged Water Chillers 04-11 23 81 00 Decentralized Unitary HVAC Equipment 02-11 23 81 23 Computer-Room Air-Conditioners 04-11 23 82 00 Convection Heating and Cooling Units 04-11 23 82 16 Air Coils 04-11

DIVISION 25 – INTEGRATED AUTOMATION

Not Used

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations 01-16 26 05 19 Low-Voltage Electrical Power Conductors an d Cables 01-17 26 05 26 Grounding and Bonding for Electrical Syste ms 01-17 26 05 33 Raceway and Boxes for Electrical Systems 0 5-14 26 05 41 Underground Electrical Construction 01-17 26 08 00 Commissioning of Electrical Systems 11-16 26 09 23 Lighting Controls 05-14 26 27 26 Wiring Devices 01-16 26 29 11 Motor Controllers 08-14 26 29 21 Enclosed Switches and Circuit Breakers 01- 17 26 41 00 Facility Lightning Protection 01-17 26 51 00 Interior Lighting 08-14

DIVISION 27 – COMMUNICATIONS

27 05 28 Pathways for Communication Systems 27 05 44 Sleeves and Sleeve Seals for Communication s Pathways and Cabling

27 05 53 Identification for Communications Systems 27 08 00 Commissioning of Communications Systems 11 -16 27 15 13 Communications Copper Horizontal Cabling 27 51 16 Public Address Systems 10-15

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

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

00 01 10-5

28 15 00 Access Control Hardware Devices 07-17 28 16 00 Intrusion Detection System 10-11 28 20 00 Video Surveillance 09-11 28 31 00 Fire Detection and Alarm 10-11

DIVISION 31 – EARTHWORK

31 20 00 Earthwork 07-16 31 62 00 Driven Piles 10-12

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improveme nts 08-16 32 12 16 Asphalt Paving 09-15 32 14 16 Brick Unit Paving 08-16

DIVISION 33 – UTILITIES

33 08 00 Commissioning of Site Utility Systems 11-1 6 33 10 00 Water Utilities 03-17 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

DIVISION 48 – Electrical Power Generation Not Used

07-01-15

00 01 15 - 1

SECTION 00 01 15

LIST OF DRAWINGS

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

Drawing No. Title

VOLUME 1:

GI001 COVER SHEET – VOLUME 1

GI003 GENERAL INFORMATION & SYMBOL LEGEND

GC100 CONSTRUCTION PHASING PLAN – BASEMENT

GC101 CONSTRUCTION PHASING PLAN – 1 ST FLOOR

GC102 CONSTRUCTION PHASING PLAN – 2 ND FLOOR

GC108 CONSTRUCTION PHASING PLAN – 8 TH FLOOR

GI001 LIFE SAFETY CODE ANALYSIS

GI100 LIFE SAFETY ANALYSIS – BASEMENT

GI102 LIFE SAFETY ANALYSIS – 1 ST FLOOR

GI108 LIFE SAFETY ANALYSIS – 8 TH FLOOR

VF101 EXISTING CONDITIONS

CD100 PHASING PLAN

CD101 CIVIL DEMOLITION

CS101 CIVIL SITE

CS102 CIVIL SITE FIRST FLOOR AREA DETAIL

CS501 DETAILS

CS502 DETAILS

CG101 CIVIL GRADING NORTH AREA DETAIL

CG102 CIVIL GRADING SOUTH AREA DETAIL

CU101 CIVIL UTILITIES

SS001 GENERAL NOTES

SS002 DESIGN CRITERIA AND SCHEDULES

SS100A FOUNDATION PLAN – UNIT A

SS100B FOUNDATION PLAN – UNIT B

SS101A FIRST FLOOR FRAMING PLAN – UNIT A

SS101B FIRST FLOOR FRAMING PLAN – UNIT B

SS102A LOW ROOF FRAMING PLAN – UNIT A

SS102B LOW ROOF FRAMING PLAN – UNIT B

SS103 HIGH ROOF FRAMING PLAN

SS104 DECONTAMINATION TRAILER FOUNDATION PLAN

SS301 CONCRETE DETAILS

00 01 15 - 2

SS302 CONCRETE DETAILS

SS303 CONCRETE DETAILS

SS401 MASONRY DETAILS

SS501 STEEL DETAILS

SS502 STEEL DETAILS

SS503 STEEL DETAILS

SS504 STEEL DETAILS

AD100 DEMOLITION PLAN – BASEMENT

AD101 DEMOLITION PLAN – 1 ST FLOOR

AD102 DEMOLITION PLAN – 2 ND FLOOR

AD108 OVERALL DEMOLITION PLAN – 8 TH FLOOR

AD108A DEMOLITION PLAN – 8 TH FLOOR UNIT A

AD108B DEMOLITION PLAN – 8 TH FLOOR UNIT B

AE100 ARCHITECTURAL PLAN – BASEMENT

AE100A ENLARGED PLAN – BASEMENT UNIT A

AE100B ENLARGED PLAN – BASEMENT UNIT B

AE101 ARCHITECTURAL PLAN – 1 ST FLOOR

AE101A ENLARGED PLAN – 1 ST FLOOR UNIT A

AE101B ENLARGED PLAN – 1 ST FLOOR UNIT B

AE108 ARCHITECTURAL PLAN – 8 TH FLOOR

AE108A ENLARGED PLAN – 8 TH FLOOR UNIT A

AE108B ENLARGED PLAN – 8 TH FLOOR UNIT B

AE118A FLOOR INFILL PLAN – 8 TH FLOOR UNIT A

AE118B FLOOR INFILL PLAN – 8 TH FLOOR UNIT B

AC120 REFLECTED CEILING PLAN – BASEMENT

AC121 REFLECTED CEILING PLAN – 1 ST FLOOR

AC128 OVERALL REFLECTED CEILING PLAN – 8 TH FLOOR

AC128A REFLECTED CEILING PLAN – 8 TH FLOOR UNIT A

AC128B REFLECTED CEILING PLAN – 8 TH FLOOR UNIT B

AE140 ARCHITECTURAL ROOF PLAN

AE141 ROOF DETAILS

AE200 EXTERIOR ELEVATIONS

AE300 BUILDING SECTIONS

AE301 BUILDING SECTIONS

AE320 WALL SECTIONS

AE321 WALL SECTIONS

AE322 WALL SECTIONS

00 01 15 - 3

AE323 WALL SECTIONS

AE324 WALL SECTIONS

AE330 PLAN DETAILS

AE331 PLAN DETAILS

AE332 SECTION DETAILS

AE408A EQUIPMENT PLAN – 8 TH FLOOR UNIT A

AE408B EQUIPMENT PLAN – 8 TH FLOOR UNIT B

AE410 VERTICAL CIRCULATION DETAILS

AE411 VERTICAL CIRCULATION DETAILS

AE412 VERTICAL CIRCULATION DETAILS

AI420 INTERIOR ELEVATIONS

AI421 INTERIOR ELEVATIONS

AI428 INTERIOR ELEVATIONS – 8 TH FLOOR

AI500 WALL TYPES

AI520 CASEWORK DETAILS

AI521 CASEWORK DETAILS

AI530 INTERIOR DETAILS

AI531 INTERIOR DETAILS

AI540 INTERIOR FINISH DETAILS

AI600 DOOR AND FRAME SCHEDULE

AW001 INTERIOR SIGNAGE TYPES

AW002 INTERIOR SIGNAGE SCHEDULE

AW100 SIGNAGE PLAN & SCHEDULE – BASEMENT

AW101 SIGNAGE PLAN & SCHEDULE – FIRST FLOOR

AW108 SIGNAGE PLAN & SCHEDULE – 8 TH FLOOR

ID001 INTERIOR FINISH KEY

ID002 INTERIOR FINISH SCHEDULE

ID003 INTERIOR FINISH SCHEDULE

ID100 INTERIOR FINISH PLAN – BASEMENT

ID101 INTERIOR FINISH PLAN – 1 ST FLOOR

ID108A INTERIOR FINISH PLAN – 8 TH FLOOR UNIT A

ID108B INTERIOR FINISH PLAN – 8 TH FLOOR UNIT B

VOLUME 2:

GI002 COVER SHEET – VOLUME 2

FX001 FIRE SPRINKLER GENERAL

FX100 FIRE SPRINKLER DEMO – BASEMENT

00 01 15 - 4

FX102 FIRE SPRINKLER DEMO – 1 ST FLOOR

FX108 FIRE SPRINKLER DEMO – 8 TH FLOOR

FX200 FIRE SPRINKLER NEW – BASEMENT

FX201 FIRE SPRINKLER NEW – 1 ST FLOOR

FX208 FIRE SPRINKLER NEW – 8 TH FLOOR

FA001 FIRE ALARM GENERAL

FA100 FIRE ALARM DEMO – BASEMENT

FA101 FIRE ALARM DEMO – 1 ST FLOOR

FA108 FIRE ALARM DEMO – 8 TH FLOOR

FA200 FIRE ALARM NEW – BASEMENT

FA201 FIRE ALARM NEW – 1 ST FLOOR

FA208 FIRE ALARM NEW – 8 TH FLOOR

PP001 GENERAL PLUMBING INFORMATION

PS100 PLUMBING SITE PLAN

PD010 PLUMBING DEMO PLANS UG & PIPE BASEMENT

PD100 PLUMBING DEMO PLAN - BASEMENT

PD101 PLUMBING DEMO PLAN - 1ST FLOOR

PD107A PLUMBING DEMO PLAN 7TH FLOOR – UNIT A

PD108A PLUMBING DEMO PLAN – 8 TH FLOOR UNIT A

PD108B PLUMBING DEMO PLAN – 8 TH FLOOR UNIT B

PL010A ENLARGED PLUMBING PLAN - PIPE BASEMENT UNIT A

PL010B ENLARGED PLUMBING PLAN – PIPE BASEMENT UNIT B

PL100A ENLARGED PLUMBING PLAN – BASEMENT UNIT A

PL100B ENLARGED PLUMBING PLAN – BASEMENT UNIT B

PL101A ENLARGED PLUMBING PLAN - 1ST FLOOR UNIT A

PL101B ENLARGED PLUMBING PLAN – 1 ST FLOOR UNIT B

PL107A PLUMBING PLAN – 7 TH FLOOR UNIT A

PL107B PLUMBING PLAN – 7 TH FLOOR UNIT B

PL108A PLUMBING PLAN – 8 TH FLOOR UNIT A

PL108B PLUMBING PLAN – 8 TH FLOOR UNIT B

PL140 PLUMBING ROOF PLAN

PL200 PLUMBING ENLARGED PLANS

PL300 PLUMBING RISER DIAGRAMS

PL400 PLUMBING DETAILS

PL500 PLUMBING SCHEDULES

M001 GENERAL MECHANICAL INFORMATION

M002 MECHANICAL PHASING PLAN

00 01 15 - 5

MD100 HVAC DEMOLITION PLAN - BASEMENT

MD101 HVAC DEMOLITION PLAN - 1ST FLOOR

MD108A HVAC DEMOLITION PLAN - 8TH FLOOR PART A

MD108B HVAC DEMOLITION PLAN - 8TH FLOOR PART B

MD110 HVAC DEMOLITION PLAN – 10 TH FLOOR

MH100A ENLARGED HVAC PLAN – BASEMENT UNIT A

MH100B ENLARGED HVAC PLAN – BASEMENT UNIT B

MH101A ENLARGED HVAC PLAN - 1ST FLOOR UNIT A

MH101B ENLARGED HVAC PLAN – 1 ST FLOOR UNIT B

MH108A HVAC PLAN - 8TH FLOOR

MH108B HVAC PLAN - 8TH FLOOR

MH140 HVAC ROOF PLAN

MP010 HYDRONICS PLAN - SUBBASEMENT

MP100A ENLARGED HYDRONICS PLAN – BASEMENT UNIT A

MP100B ENLARGED HYDRONICS PLAN – BASEMENT UNIT B

MP101A ENLARGED HYDRONICS PLAN - 1ST FLOOR UNIT A

MP101B ENLARGED HYDRONICS PLAN – 1ST FLOOR UNIT B

MP108A HYDRONICS PLAN - 8TH FLOOR UNIT A

MP108B HYDRONICS PLAN - 8TH FLOOR UNIT B

MP109 HYDRONICS PLAN - 9TH FLOOR

MP110 HYRDONICS PLAN - 10TH FLOOR

M400 MECHANICAL DETAILS

M401 MECHANICAL DETAILS

M402 MECHANICAL DETAILS

M500 MECHANICAL SCHEDULES

M501 MECHANICAL SCHEDULES

M700 HVAC DIAGRAMS

M701 HVAC ISOMETRICS

M800 HVAC TEMPERATURE CONTROL DETAILS

M801 HVAC TEMPERATURE CONTROL DETAILS

E001 ELECTRICAL SYMBOL LEGEND

ES001 ELECTRICAL SITE PLAN

ED100 BASEMENT DEMOLITION PLAN

ED101 FIRST FLOOR DEMOLITION PLAN

ED108A EIGHTH FLOOR DEMOLITION PLAN - PART A

ED108B EIGHTH FLOOR DEMOLITION PLAN - PART B

EP010 PARTIAL POWER PLAN – SUB BASEMENT

00 01 15 - 6

EP100A POWER PLAN – BASEMENT UNIT A

EP100B POWER PLAN – BASEMENT UNIT B

EP101A POWER PLAN – 1 ST FLOOR UNIT A

EP101B POWER PLAN – 1 ST FLOOR UNIT B

EP108A POWER PLAN – 8 TH FLOOR UNIT A

EP108B POWER PLAN – 8 TH FLOOR UNIT B

EP110 ELECTRICAL ENLARGED PLANS

EL100A LIGHTING PLAN – BASEMENT UNIT A

EL100B LIGHTING PLAN – BASEMENT UNIT B

EL101A LIGHTING PLAN – 1 ST FLOOR UNIT A

EL101B LIGHTING PLAN – 1 ST FLOOR UNIT B

EL108A LIGHTING PLAN – 8 TH FLOOR PART A

EL108B LIGHTING PLAN – 8 TH FLOOR PART B

E501 ELECTRICAL ONE-LINE DIAGRAMS

E502 ELECTRICAL SCHEDULES

E503 ELECTRICAL DETAILS

E601 ELECTRICAL SCHEDULES

TC100 TELECOMMUNICATIONS - BASEMENT

TC101 TELECOMMUNICATIONS - 1ST FLOOR

TC108 TELECOMMUNICATIONS - 8TH FLOOR

TC401 TELECOMMUNICATIONS ROOM DETAILS

TC402 TELECOM WIRING DETAIL - DATA

TC403 TELECOM WIRING DETAIL - VOICE

TC601 SPECIAL SYSTEMS RISER DIAGRAMS

TY100 SECURITY FLOOR PLAN - BASEMENT

TY101 SECURITY FLOOR PLAN - 1ST FLOOR

TY401 DEVICE - DOOR DETAILS

TY402 DEVICE - CAMERA DETAILS

- - - E N D - - -

GEOTECHNICAL REPORT

SITE:

ANN ARBOR VETERANS AFFAIRS BUILDING ADDITION

2215 FULLER ROAD

ANN ARBOR, MICHIGAN

DECEMBER 12, 2016

PROJECT NO. 1620969.3A

PREPARED FOR:

SEVEN GENERATIONS ARCHITECTURE &

ENGINEERING, LLC

4664 CAMPUS DRIVE, SUITE 101

KALAMAZOO, MICHIGAN

Prepared by:

Ann Arbor VA Building Addition Geotechnical Report.doc

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 LOCATION

1.2 PURPOSE

1.3 SCOPE

1.4 DESIGN INFORMATION

2.0 SITE CONDITIONS

2.1 GENERAL

2.2 SURFACE CONDITIONS

2.3 DESCRIPTION OF SUBSURFACE SOILS

2.4 GROUNDWATER OBSERVATIONS

2.5 SEISMIC SITE CLASS

2.6 LIMITATIONS

3.0 RECOMMENDATIONS

3.1 SITE PREPARATION

3.2 FOUNDATIONS

3.3 FLOORS

3.4 GROUNDWATER CONTROL

3.5 BASEMENT WALLS

3.6 TEMPORARY EXCAVATION STABILITY

4.0 GENERAL COMMENTS

APPENDICES

APPENDIX A Soil Boring Location Map APPENDIX B Soil Boring Logs APPENDIX C Field and Laboratory Procedures

Driesenga & Associates, Inc.

1.0 INTRODUCTION

1.1 LOCATION

This report presents the results of the geotechnical investigation completed for the proposed addition to the Ann Arbor Veterans Affairs (VA) Building. The site is located at 2215 Fuller Road in Ann Arbor, Michigan.

1.2 PURPOSE

The purpose of this investigation was to determine the subsurface profile, the engineering characteristics of the subsurface soils, and to provide recommendations in regard to the proposed design and construction based on our interpretation of the test results. This report was prepared in general accordance with our proposal dated June 21, 2016, as authorized by Mr. Jeremy Berg of

Seven Generations Architecture & Engineering, LLC (7GenAE) on November 10, 2016.

1.3 SCOPE

The field exploration to estimate engineering characteristics of the site soils included performing a site reconnaissance, advancing the soil borings, performing standard penetration tests, and recovering split-spoon samples. Soil boring locations were staked in the field by taping from existing site features and underground utility prints.

Two (2) soil borings, designated SB-1 and SB-2, were advanced in the vicinity of the proposed building addition on December 7, 2016, at the approximate locations shown on the Soil Boring

Location Map (Appendix A). The soil borings were advanced with hollow-stem augers to a depth of thirty (30) feet. The soil boring logs are contained in Appendix B. The field and laboratory procedures are described in Appendix C.

1.4 DESIGN INFORMATION

It is understood the proposed building addition is to be a one-and-a-half-story with basement masonry block and steel framed structure supported on poured concrete foundations. Structural load information was not available as of the time of this report, but should be provided to

Driesenga & Associates, Inc. for review in light of the recommendations contained herein as soon as available. For calculation purposes, maximum loads of 5,000 pounds per lineal foot of wall and

200 kips per column were assumed. Assuming that the new construction will include a basement area, exterior footing depths are assumed to be approximately 9 feet below existing grade.

We have assumed maximum tolerable settlements of 1.0 inches total and 0.5 inches differential.

We anticipate an excavation for the basement structure on the order of 9 to 10 feet. Any significant deviation from these assumptions should be brought to the attention of Driesenga & Associates, Inc. as soon as possible.

2.0 SITE CONDITIONS

2.1 GENERAL

The stratification of the soils, as shown on the soil boring logs in Appendix B, represents the soil conditions at the actual soil boring locations. Variations may occur away from or between the soil borings. Stratigraphic lines shown on the soil boring logs represent the approximate boundary between the soil types, but the transition may be gradual. They are not intended to show exact depths of change from one soil type to another. In addition, changes in soil type may occur between the sample intervals that are consequently not observed by the driller.

The soil boring logs in Appendix B include the drilling method, materials encountered, penetration resistances, and pertinent field observations made during the drilling operations along with the results of the laboratory testing.

2.2 SURFACE CONDITIONS

The area of the new addition is currently a combination of concrete and asphalt pavement located just north of the emergency vehicle entrance to the building. This area is relatively flat. The existing building is surrounded by maintained lawn, asphalt parking, and driveway areas associated with commercial uses.

2.3 DESCRIPTION OF SUBSURFACE SOILS

Soils encountered at the site generally consisted of either 6.0 inches of concrete or 6.0 inches of asphalt underlain by 6 to 10 inches of aggregate base material in paved areas. The surface materials are underlain by clayey sand or clay to a depth of 18 feet, before switching to very dense sand to a depth of at least 30 feet below grade. Approximately 8 feet of fill soils (and a concrete slab) were encountered in SB-1 beginning just below the surface materials.

Hand Penetrometer tests were performed on portions of cohesive soil samples to obtain an indication of the shear strength of the material. Results of these tests are shown on the soil boring logs where applicable.

The estimated group symbol, according to the USCS, is shown in parentheses following the textural description of the various strata on the soil boring logs in Appendix B.

2.4 GROUNDWATER OBSERVATIONS

Groundwater was encountered at depths ranging from 26.8 to 27.5 feet below the existing ground surface. Hydrostatic groundwater levels and the elevations and volumes of groundwater should be expected to fluctuate throughout the year, based on variations in precipitation, evaporation, run-off, and other factors. The groundwater levels indicated by the soil borings and presented in this section represent conditions at the time the readings were taken. The actual groundwater levels at the time of construction may vary.

Groundwater measurements were collected during drilling and attempted shortly after completion of the drilling operations. After drilling and collection of groundwater readings, the boreholes were backfilled with auger cuttings and the surface was repaired approximating previous conditions. Since the boreholes were backfilled shortly after drilling, long-term groundwater level information is not available from the soil borings. To obtain long-term groundwater levels, groundwater observation wells would be required.

2.5 SEISMIC SITE CLASS

The building’s seismic class was determined for use in the structural design of the proposed project. Soils information was obtained from the soil borings completed on-site, as well as information obtained from the “Soil Survey of Washtenaw County” by the United States

Department of Agriculture, the “Quaternary Geology of Michigan” completed by W.R. Farrand, the USGS Topographic Quadrangle and the Hydrogeologic Atlas of Michigan. It is assumed that the proposed structure falls under Building Class IV according to the 2012 Michigan Building

Code (MBC) Table 1604.5. Based on this information it is our determination that seismic site class

D be used according to the ASCE 7 – Table 20.3-1 for structural calculations.

2.6 LIMITATIONS

Soil and groundwater conditions have been observed and interpreted at the soil boring locations only. This information has been used as the basis for our analyses and the recommendations that follow. Although we have allowed for minor variations in subsurface conditions in the development of our recommendations, conditions can vary away from and between soil boring locations. Should this become evident during construction, we should be contacted to review our recommendations. This geotechnical evaluation and report were prepared for geotechnical purposes only. We did not perform environmental related borings or analytical tests.

3.0 RECOMMENDATIONS

3.1 SITE PREPARATION

To increase the likelihood that the recommended allowable soil bearing capacities are achieved and tolerable settlements are not exceeded, the recommendations contained herein should be followed.

Within the building footprint and any areas to receive fill, all existing building material, topsoil, organic-containing material, frozen soil and other unsuitable material should be removed. The clearing should extend a minimum of 5 feet beyond the limits of proposed building and pavement areas and areas to receive structural fill.

It is strongly recommended that the building pad area for the proposed building addition be evaluated by Driesenga & Associates, Inc. after the area has been cleared and stripped. This evaluation may be performed by proofrolling with a loaded tandem axle dump truck or another method selected by the geotechnical engineer. This will help to identify any areas of soft subgrade soil that was not encountered at our soil test borings. If soft subgrade soils are encountered remedial actions as recommended by the geotechnical engineer will be required.

Any existing foundations, floor slabs, utilities, and other below-grade structures from previous construction should be completely removed from the footprint of the proposed building. In proposed pavement areas, existing utilities and other below-grade structures should be removed to at least 2.5 feet below the final subgrade level. Alternatively, utilities can be left in place below pavement areas if the void space of the utility is completely grouted. Depressions or excavations from the demolition and removal operations should be backfilled with granular structural fill meeting the requirements of MDOT Class II sand compacted in accordance with the recommendations below.

Existing fill was encountered in soil boring SB-1 and extended to a depth of 9.5 feet below grade.

Without documentation of the placement of the fill, we consider it to be “uncontrolled fill.” If documentation of the existing fill is available, we would be pleased to review it to determine its suitability of slab, pavement, and/or structural fill support.

Deeper and/or looser uncontrolled fill may be encountered adjacent to existing or former structures, or in the vicinity of existing utilities. The existing fill may be suitable for support of slabs, and/or structural fill after additional evaluation and special preparation; however, due to the encountering of a 6-inch thick concrete slab-on-grade at a depth of 9 feet below existing surface elevation, the proposed basement floor slab should not be placed over top of the existing concrete. The encountered concrete should be completely removed in all basement areas. Existing fill with excessive organics (over 4%), voids or debris should be removed and replaced with structural fill.

Test pits should be performed to identify unsuitable fill. The test pits could be performed prior to construction. However, suitability of the existing fill will need to be determined on a case-by-case basis during construction. The remaining fill, after removing unsuitable fill, is anticipated to be suitable to support floor slabs, pavements and structural fill, provided an increased risk of unsatisfactory performance is acceptable. We believe the risk of unsatisfactory performance such as cracking and settlement associated with the construction of slabs-on-grade and pavements on or above the existing fill is relatively low after surface preparation.

If the risk of poor slab performance is not acceptable, complete removal of the existing fill and replacement with structural fill should be performed. Based on the soil borings, the existing fill could extend 9.5 feet or more below the existing ground surface. If performed, the removal of the existing fill should extend a minimum of 5 feet beyond the edges of the proposed building, or laterally on a two vertical to one horizontal slope from the bottom outside edge of the foundation, whichever is greater. This action should reduce the amount and depth of undercutting during foundation construction since the unsuitable fill and any unsuitable soils directly beneath fill would be removed. For this case, the test pit evaluation would not be necessary. However, a test pit evaluation could be performed to provide a better estimate of the nature, depth and extent of the existing fill.

Care should be exercised when excavating for the building addition. Excavations should not extend below existing footings, floor slabs, utilities or other structures without first properly underpinning, or supporting the structures with properly designed and installed sheeting.

In all general fill areas, the exposed soil surface should be scarified to a depth of 12 inches and recompacted to a minimum of 95% of Modified Proctor maximum dry density (MDD) per ASTM

D 1557 method, or 98% of MDD, as determined by the Michigan Cone Method. Relatively loose sands were encountered at or near the final subgrade level in some of the soil borings in the proposed building area. Within the proposed building area the native loose sand should be proof-compacted by at least six (6) passes of a 10-ton vibratory roller. The excavated footing trenches should be compacted to a minimum of 95% MDD, or 98% of MDD, as determined by the

Michigan Cone Method, just prior to concrete placement.

The contractor should remove standing water from the subgrade and prevent surface water from reaching the footing excavations and the prepared subgrade. In addition, construction traffic should use haul roads and should not haphazardly traffic the site. Subgrade soils that become disturbed should be removed and replaced with structural fill or crushed aggregate. Under wet weather conditions, the subgrade may be protected by placing crushed aggregate on the exposed subgrade.

It is recommended that any fill materials be placed in or near horizontal maximum 8-inch-thick loose lifts and compacted to a minimum of 95% of Modified Proctor MDD, or 98% of Michigan

Cone MDD. If a vibratory roller is used for compaction, the loose lift thickness may be increased to 12 inches. Soils used for structural fill should consist of clean sand meeting SW or SP classification in accordance with USCS criteria. Care should be taken not to disturb or undermine the existing foundations.

3.2 FOUNDATIONS

Considering the subsurface conditions on this site and the assumed proposed construction, it is acceptable for the proposed facility to be supported on conventional spread footings. Footings bearing on structural fill or the native soil may be designed for a maximum net allowable soil bearing pressure of 2,500 psf. The footings should not be placed on, within, or over the existing fill material or the buried concrete slab.

At some locations, natural sand soils may be in relatively loose condition and not suitable for support of foundations at the recommended design soil bearing pressure. In addition, these soils may become loosened below the bottom of footing level from the excavation activities or from construction traffic, especially if allowed to dry out. Therefore, to achieve the recommended design bearing pressure, the exposed bearing surface may need to be compacted with vibratory equipment prior to placing foundation concrete. A hand-operated plate compactor may be used for loose or disturbed soil that is less than 6 inches in thickness. For deeper compaction, we recommend using a hoe-pac mounted on a backhoe. Water may need to be added to achieve the desired compaction for the allowable bearing capacity.

If it is not possible to improve the sands by densification, the unsuitable soils may need to be removed and the foundations placed on suitable natural soils encountered at lower levels.

Alternatively, the undercut may be backfilled with crushed aggregate to the bottom of footing level. In addition, wet or easily disturbed foundation bearing soils could be encountered at some locations. If wet soils are encountered, we recommend a layer of crushed aggregate be placed on the subgrade. The thickness of this layer will depend on the conditions encountered at the time of construction. In areas where undercutting is required, the undercut should extend laterally on a two vertical to one horizontal slope from the edge of the footing.

All perimeter footings should bear at least 42 inches below finished grade for protection from frost action. To reduce the likelihood of frost heave, trench footings should be formed vertically and should not be allowed to widen near the top. If interior footings are to bear on compacted fill, the fill should be placed in accordance with the recommendations of Section 3.1. Interior foundations can be constructed on suitable natural soils or on structural fill overlying suitable natural subgrade just below the floor slab. However, the footings and proposed bearing soils should be protected from freezing during construction if work is conducted in the cold winter months. Due to the sands encountered at the site, construction of trench footings is probably not feasible. Therefore, we anticipate footing excavations will need to be sloped back and the foundations formed. The placement of footing concrete should be done as soon as footing excavations have been completed and approved to reduce the potential for disturbance or freezing of the footing subgrade.

New foundations adjacent to existing foundations should be constructed at the same level as the existing foundations. New foundation bearing levels can be stepped up or down to match existing foundation bearing levels as needed. We recommend limiting vertical steps to 1 foot every 5 horizontal feet. Excavation for new foundations should not extend below existing foundations without first properly underpinning or shoring the existing foundations.

Prior to concrete placement, the bearing surface should be free of loose soil and standing water.

The contractor should avoid stockpiling excavated materials immediately adjacent to the excavation walls. It is recommended that stockpiled materials be kept back from the excavation a minimum distance equal to half the excavation depth to prevent surcharging the excavation walls.

Total and differential settlement of foundations properly designed and constructed based on our recommendations are not expected to exceed 1.0 inch and 0.50 inches, respectively.

3.3 FLOORS

The soil below the floor slab should be prepared in accordance with the recommendations in

Section 3.1. A noncohesive soils mat such as MDOT Class II sand should be provided directly below the floor slabs. The mat should be a minimum of 8 inches in thickness and compacted to a minimum of 95% of MDD.

We recommend providing vapor barriers below floor slabs that will receive an impermeable floor finish/seal. Even if these floor coverings are not planned, the vapor barrier can reduce the transmission of moisture vapor from the ground into the building. However, the placement of a vapor barrier affects construction of the floor slab, concrete curing, and the rate of moisture loss as the concrete dries. These factors could affect the performance of the slab. The manufacturer of the vapor barrier should be consulted in regard to the depth of the barrier below the slab.

The floor slab should be suitably reinforced and proper joints should be provided at the junctions of the slab and foundation system so that a small amount of independent movement can occur without causing damage. A minimum of 6 inches of structural fill should be provided between the bottom of the slab and the top of the shallow spread footing below. Otherwise other arrangements should be made to allow for potential relative settlements, such as grade beams, thickened slabs with appropriate reinforcing steel or other appropriate details. A modulus of subgrade reaction of 150 pci should be used in the design of slabs-on-grade.

3.4 GROUNDWATER CONTROL

Groundwater was encountered at 26.8 to 27.5 feet below existing ground surface elevation. As such, groundwater problems are not expected to be a significant issue with respect to building construction. Any water which enters the footing excavation can likely be controlled by a gravity drain system, sump pump, or other minor dewatering procedure. Concrete should not be poured in footing excavations containing water. Upon removal of any trapped water, the soils should be reviewed by a soils engineer and any soft areas replaced with structural fill per Section 3.1, as necessary.

Perimeter foundation drains should be installed along foundations where interior finished floor elevations are lower than perimeter grades, or where exterior grades slope toward the building. In addition, all roof drains should be diverted to downspouts which carry water away from foundations and supporting walls.

3.5 BASEMENT WALLS

Pressures on basement walls will depend on the properties of the backfill and yielding of the wall.

Assuming imported fill sand meeting the recommendations of Section 3.1 is used as backfill, a soil density of 115 pcf and a coefficient of lateral pressure (Ko) of 0.5 should be used if the wall will be fixed or not allowed to move, as in the case of a basement wall. An equivalent fluid pressure of 35 pcf would be appropriate for non-submerged conditions in the active condition and 58 pcf in the “at rest” condition. For the undrained condition, an equivalent fluid earth and groundwater pressure of 95 pcf should be used for the active condition and 120 pcf for the at-rest condition. In no case should cohesive soils be used as backfill against walls, as excessive creep could increase lateral pressures significantly above assumed design values over time.

The coefficient of passive pressure (Kp) to resist sliding will depend on the type of soil on the “low side” (i.e., side of the wall opposite the “high side” or backfill). For sandy soils and assuming level backfill behind the wall, a Kp of 3.5 should be used.

Assuming a concrete wall foundation (rough concrete surface), an ultimate friction factor of 0.50 between the concrete and soil should be used to calculate sliding resistance for the sands or imported sand fill as described in section 3.1. Design calculations should use a minimum factor of safety of 1.5 to resist sliding (including friction and passive earth pressure forces), and a minimum factor of safety of 1.5 should also be used to resist overturning of the wall.

The recommended earth pressures stated above do not account for surcharge loading on the wall system caused by, for example, stockpiled materials, sloping backfills, or excessive temporary loads. These conditions would increase design pressures, and should be properly distributed in the earth pressure analyses. Earth pressures on non-yielding walls can be much higher if backfill is placed with heavy equipment operating immediately behind the wall. To reduce this potential, we recommend that only hand compaction equipment and methods be used for backfilling within 5 feet of the wall.

It is recommended that a perimeter drain be located around the exterior foundation to reduce the buildup of hydrostatic pressure against the walls. The drains must outlet to a positive drain by gravity or to a sump equipped with an automatic properly sized pump. Slotted PVC pipe wrapped in filter fabric and covered with MDOT 6AA or pea stone should be used. Final exterior grades should slope away from below-grade walls to divert surface water.

Waterproofing below-grade walls should also be considered, especially if items housed in the lower level of the building will be sensitive to moisture intrusion (e.g., files, books, and record storage). Waterproofing should consist of water stops at the concrete construction joints. In addition, a waterproofing membrane may be applied to the exterior surface of the below-grade walls to mitigate the potential for water infiltration through the walls.

3.6 TEMPORARY EXCAVATION STABILITY

If excavations are anticipated for the proposed structure and/or utilities, shoring and bracing or flattening (laying back) of the slopes may be required to obtain a safe working environment.

Excavations should be sloped or shored in accordance with local, state and federal regulations, including OSHA (CFR Part 1926) excavation trench safety standards. We recommend that all excavated soils be placed away from the edges of the excavation at a distance equaling or exceeding the depth of the excavation. In addition, surface runoff water should be diverted away from the crest of the excavated slopes to prevent erosion and sloughing.

Localized areas of soft or unsuitable soils not detected by our borings or in unexplored areas may be encountered once construction begins. Vertical cuts in these soils may be unstable and may present a significant hazard because they can fail without warning. Therefore, temporary construction slopes greater than 5 feet high should not be steeper than one horizontal to one vertical

(1H: 1V) and excavated material should not be placed within 10 feet of the crest of any excavated slope.

Unbraced excavations may experience some minor localized instability (i.e., sloughing). To reduce potential sloughing, excavated slopes should be covered with plastic for protection from rainfall and moisture changes. It should be emphasized that continuous observations by personnel from our office are important during trenching or excavation operations at the site.

4.0 GENERAL COMMENTS

If significant changes are made in the plans and specifications or location of the proposed structure, a consultation should be arranged to review such changes with respect to the prevailing soil conditions. It may then be necessary to submit supplementary recommendations. If deviations from the noted subsurface conditions are encountered during construction, they should also be brought to the attention of Driesenga & Associates, Inc.

Driesenga & Associates, Inc. should be afforded the opportunity to review the project design drawings and specifications to verify the factors affecting subgrade and foundation performance comply with our recommendations.

It is recommended that the services of Driesenga & Associates, Inc. be engaged to observe excavation for the footings and to test and evaluate the soils in the footing excavations prior to placement of foundations in order to determine that the soils have the required bearing capacities.

Monitoring and testing should also be performed to verify that suitable materials are used for controlled fills and that they are properly placed and compacted.

This report and any future reports or addenda performed for this site should be supplied to potential bidders prior to them submitting their proposals. We also recommend the construction contract include provisions for dealing with differing conditions. Contingency funds should be reserved for potential problems during earthwork and foundation construction.

This report was for geotechnical purposes only. We did not sample for environmental purposes or perform any analytical testing. However, the contractor should be prepared to handle environmental conditions encountered at this site that may affect the excavation, removal, or disposal of soil; dewatering of excavations; and health and safety of workers. Any Environmental

Assessment reports prepared for this property should be made available for review by bidders and the successful contractor.

This report has been prepared solely for the use of the client for the project specifically described in this report. This report cannot be relied upon by other parties not involved in this project, unless written permission is granted by Driesenga & Associates, Inc. If this report or any of its contents are utilized by parties other than our original client and the project team members, Driesenga &

Associates, Inc. can not be held responsible for the suitability of the field exploration, scope of services, or recommendations made for the new project. Driesenga & Associates, Inc. also is not responsible for the interpretation of our soil boring logs and the recommendations provided herein by other parties.

Driesenga & Associates, Inc. will evaluate this report for other parties and developments at this site, provided our original Client agrees to release this information in writing. However, before this report can be relied upon by other parties. Driesenga & Associates, Inc. must review the proposed development since the new project will likely require additional field exploration, laboratory tests, analysis, and modifications to our recommendations to adequately address the needs of the new project.

APPENDIX A

·SOIL BORING LOCATION MAP·

SOIL BORING LOCATION MAP

Base Map Provided by Others

Scale: NTS

Project: Ann Arbor VA Addition 2215 Fuller Road, Ann Arbor, Michigan Client: Seven Generations Arch. & Eng., LLC In Section 27, T02S, R06E Date: December 12, 2016 Drawn By: MWS Sheet: 1 of 1 Project No. 1620969.3A

Michael Stork Typewritten Text N

Michael Stork Line

APPENDIX B

·SOIL BORING LOGS·

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Driesenga & Associates, Inc.

12330 James Street, Suite H80

Holland, Michigan 49424

Project No. 1620969.3A Ann Arbor, Michigan

2215 Fuller Road Project Name: Ann Arbor VA Addition

Ann Arbor VA SB-1

Date Started : December 7, 2016 Date Completed : December 7, 2016 Hole Diameter : 8 in.

Drilling Method : H.S.A.

Sampling Method : Split Spoon

Drilling Company : Stearns Drilling Northing Coord. :

Easting Coord. :

Crew Chief : M. Hefferan Reviewed By : M. Stork

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SP/Fill

SW/Fill

SC/Fill

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DESCRIPTION

CONCRETE - 6 inches GRAVEL - 6 inches Fill - SAND, loose, brown, fine with trace coarse sand, moist.

Fill - SAND, loose, gray, fine to coarse, with trace clay and silt, moist.

Fill - CLAYEY SAND, loose, brown, with a little gravel, moist.

CONCRETE - 12 inches

SILTY CLAY, very stiff, gray, with trace sand, moist.

GRAVELLY SAND, very dense, brown, fine to coarse, with trace clayey silt and cobble, moist.

SAND, very dense, brown, fine, moist to wet.

SAND, very dense, brown, fine to medium, wet.

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Driesenga & Associates, Inc.

12330 James Street, Suite H80

Holland, Michigan 49424

Project No. 1620969.3A Ann Arbor, Michigan

2215 Fuller Road Project Name: Ann Arbor VA Addition

Ann Arbor VA SB-2

Date Started : December 7, 2016 Date Completed : December 7, 2016 Hole Diameter : 8 in.

Drilling Method : H.S.A.

Sampling Method : Split Spoon

Drilling Company : Stearns Drilling Northing Coord. :

Easting Coord. :

Crew Chief : M. Hefferan Reviewed By : M. Stork

D ep th in

F ee t

Surf.

Elev.

U S

C S

GW

SC

SM

CL

SW/GW

SW

G R

A P

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DESCRIPTION

ASPHALT - 6 inches GRAVEL - 10 inches CLAYEY SAND, very loose to medium dense, brown, with a little gravel, moist.

SILTY SAND, very loose to loose, brown, with trace silt, moist.

SILTY CLAY, medium stiff, brown, with trace sand, moist.

GRAVELLY SAND, very dense, brown, fine to coarse, with trace clay and cobble, moist.

SAND, very dense, brown, fine to coarse, with trace gravel, moist to wet.

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APPENDIX C

·FIELD AND LABORATORY PROCEDURES·

FIELD PROCEDURES

The soil borings were performed using a truck-mounted drill rig. Split-barrel samples were obtained in the soil below the bottom of the augers in general accordance with the Standard

Method for Penetration and Split-Barrel Sampling of Soils. Samples were collected at 2.5 feet intervals to 10 feet below grade, and every 5 feet thereafter. After recovery, the samples were removed from the split-spoon sampler, visually reviewed and classified, placed in glass jars and transported to our laboratory for additional review.

Soil samples stored for extended periods are susceptible to moisture loss and are no longer indicative of the conditions originally encountered in the soil borings. Therefore, soil samples are usually stored in our laboratory for a period of 60 days, unless instructed otherwise.

Soil boring logs were prepared based on field notes and visual classification of the samples in the laboratory. Indicated on each soil boring log is the description of each stratum observed, the approximate depth and/or elevation of each stratum change observed, Standard Penetration Test resistance values, and the observed groundwater levels. The soil boring logs are presented in

Appendix B.

LABORATORY PROCEDURES

The laboratory testing program included supplementary visual classification of the samples in general accordance with the Unified Soil Classification System. The following two pages describe the soils classification procedure.

11-01-15

01 00 00 -1

SECTION 01 00 00

GENERAL REQUIREMENTS

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 and materials and perform work for addition and renovations for the project 506-330 Expand 8th Floor Mental Health as required by drawings and specifications.

B. All references to Resident Engineer (RE), Senior Resident Engineer

(SRE), Engineer, COTR, Project Manager, CAMC Locksmith, or Owner shall all be referred to as Contracting Officers Representative (COR).

C. Visits to the site by offerors shall be as specified in solicitation provision 52.236-27 Site Visit (Construction).

D. Offices of Seven Generations Architecture & Engineering, as

Architect-Engineers, shall 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. Only the Contracting Officer can make changes to the contract.

E. Before placement and installation of work subject to tests by testing laboratory, the Contractor shall notify COR and testing laboratory personnel 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 work days unless otherwise designated by COR.

01 00 00 -2

F. Training:

1. All on-site workers of the prime and sub-contractors shall have completed and received a certificate of completion of the 10 hour OSHA certified Construction Safety course or other equivalent competency training. The Construction Superintendent shall have completed and received certification of completing the

30 hour OSHA Construction Safety course.

2. Submit OSHA certifications for all on-site workers to the COR prior to any worker beginning on-site work.

1.3 STATEMENT OF BID ITEM(S)

A. The Statement of Bid Items is located within the solicitation Bid

Schedule which is where all pricing shall be entered and included with the signed offer page of the Standard Form 1442.

1.4 BRAND NAME MAKE, MODEL, AND/OR PART NO. ONLY ITEMS:

A. The following brand name, make, model, and/or part number items are to be provided without substitution. Submitting substitutes or equal items will be cause for rejection of submittal. Contractor shall only provide the items specified. Additional items may be listed in individual sections within these specifications. The following brand name, make, model, and/or part number items are to be provided without substitution.