36E77618R0092-002.pdf

CONSTRUCT COMMUNITY LIVING CENTER

COTTAGES

COTTAGE 1

VA PROJECT NUMBER: 636-123

VETERANS AFFAIRS

CENTRAL IOWA HEALTH CARE SYSTEM

DES MOINES DIVISION

3600 30TH STREET

DES MOINES, IOWA

VOLUME 1

APRIL 2018

Schemmer Project Number: 06054.032

VAMC DES MOINES VA PROJECT NO. 636-123 APRIL 2018

COMMUNITY LIVING CENTER SCHEMMER NO. 06054.032

00 01 10-1

DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

TABLE OF CONTENTS

Section 00 01 10

VOLUME 1

DIVISION 00 - SPECIAL SECTIONS

00 01 15 List of Drawing Sheets

00 31 32 Geotechnical Data

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00A Statement of Bid Items

01 00 00B General Requirements

01 32 16.15 Project Schedules

01 33 23 Shop Drawings, Product Data, and Samples

01 33 24 Electronic Submittal Procedures

01 35 26 Safety Requirements

01 42 19 Reference Standards

01 45 29 Testing Laboratory Services

01 74 19 Construction Waste Management

01 91 00 General Commissioning Requirements

DIVISION 02 – EXISTING CONDITIONS

02 41 00 Demolition

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete

DIVISION 04 – MASONRY

04 05 13 Masonry Mortaring

04 72 00 Cast Stone Masonry

DIVISION 05 – METALS

05 12 00 Structural Steel Framing

05 31 00 Steel Decking

05 36 00 Composite Metal Decking

05 40 00 Cold-Formed Metal Framing

05 50 00 Metal Fabrications

05 51 00 Metal Stairs

DIVISION 06 – WOOD,PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry

06 16 63 Cementitious Sheathing

06 20 00 Finish Carpentry

00 01 10-2

06 64 00 Plastic Paneling

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 08 00 Facility Exterior Closure Commissioning

07 13 00 Sheet Waterproofing

07 13 52 Modified Bituminous Sheet Waterproofing

07 21 13 Thermal Insulation

07 22 00 Roof and Deck Insulation

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

07 31 13 Asphalt Shingles (Alternate)

07 31 14 Stone Coated Metal Roof Shingle

07 46 46 Fiber-Cement Siding

07 53 23 Ethylene-Propylene-Diene-Monomer Roofing

07 60 00 Flashing and Sheet Metal

07 71 00 Roof Specialties

07 72 00 Roof Accessories

07 84 00 Firestopping

07 92 00 Joint Sealants

07 95 13 Expansion Joint Cover Assemblies

DIVISION 08 - OPENINGS

08 11 13 Hollow Metal Doors and Frames

08 14 00 Interior Wood Doors

08 31 13 Access Doors and Frames

08 33 00 Coiling Doors and Grilles

08 41 13 Aluminum-Framed Entrances and Storefronts

08 52 00 Aluminum Windows

08 71 00 Door Hardware

08 71 13 Automatic Door Operators

08 80 00 Glazing

08 90 00 Louvers and Vents

DIVISION 09 – FINISHES

09 05 16 Subsurface Preparation for Floor Finishes

09 06 00 Schedule for Finishes

09 22 16 Non-Structural Metal Framing

09 29 00 Gypsum Board

09 30 13 Ceramic/Porcelain Tiling

09 51 00 Acoustical Ceilings

09 65 13 Resilient Base and Accessories

09 65 16 Resilient Sheet Flooring

09 67 23.60 Resinous Urethane and Epoxy Mortar Flooring

09 68 00 Carpeting

09 72 16 Vinyl Coated Wallcovering

09 91 00 Painting

00 01 10-3

DIVISION 10 – SPECIALTIES

10 14 00 Signage

10 21 23 Cubicle Curtain Tracks

10 26 00 Wall Protection

10 28 00 Toilet, Bath, and Laundry Accessories

10 44 13 Fire Extinguisher Cabinets

10 51 26 Plastic Lockers

DIVISION 11 – EQUIPMENT

11 40 10 Equipment

DIVISION 12 – FURNISHINGS

12 24 00 Window Shades

12 32 00 Manufactured Wood Casework

12 36 00 Countertops

VOLUME 2

DIVISION 21- FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System

21 13 13 Wet-Pipe Sprinkler Systems

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing

22 05 12 General Motor Requirements for Plumbing Equipment

22 05 19 Meters and Gages for Plumbing Piping

22 05 23 General-Duty Valves for Plumbing Piping

22 07 11 Plumbing Insulation

22 08 00 Commissioning of Plumbing Systems

22 11 00 Facility Water Distribution

22 11 23 Domestic Water Pumps

22 13 00 Facility Sanitary and Vent Piping

22 13 23 Sanitary Waste Interceptors

22 13 33 Packaged, Submersible Sewerage Pump Units

22 14 29 Sump Pumps

22 35 00 Domestic Water Heat Exchangers

22 62 00 Vacuum Systems for Laboratory and Healthcare Facilities

22 63 00 Gas Systems for Laboratory and Healthcare Facilities

00 01 10-4

DIVISION 23 – HEATING, VENTILATING, AND AIR CONDITIONING

(HVAC)

23 05 11 Common Work Results for HVAC

23 05 12 General Motor Requirements for HVAC and Steam Generation

Equipment

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

23 05 93 Testing, Adjusting, and Balancing for HVAC

23 07 11 HVAC and Boiler Plant Insulation

23 08 00 Commissioning of HVAC Systems

23 09 23 Direct-Digital Control System for HVAC

23 21 13 Hydronic Piping

23 21 23 Hydronic Pumps

23 22 13 Steam and Condensate Heating Piping

23 22 23 Steam Condensate Pumps

23 23 00 Refrigerant Piping

23 25 00 HVAC Water Treatment

23 31 00 HVAC Ducts and Casings

23 34 00 HVAC Fans

23 36 00 Air Terminal Units

23 37 00 Air Outlets and Inlets

23 38 13 Commercial-Kitchen Hoods

23 73 00 Indoor Central-Station Air-Handling Units

23 81 00 Decentralized Unitary HVAC Equipment

23 82 00 Convection Heating and Cooling Units

VOLUME 3

DIVISION 25 – INTEGRATED AUTOMATION

25 10 10 Advanced Utility Metering System

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations

26 05 13 Medium-Voltage Cables

26 05 19 Low-Voltage Electrical Power Conductors and Cables

26 05 26 Grounding and Bonding for Electrical Systems

26 05 33 Raceway and Boxes for Electrical Systems

26 05 41 Underground Electrical Construction

26 05 73 Overcurrent Protective Device Coordination Study

26 08 00 Commissioning of Electrical Systems

26 09 23 Lighting Controls

26 12 19 Pad-Mounted, Liquid-Filled, Medium-Voltage Transformers

26 22 00 Low-Voltage Transformers

26 24 16 Panelboards

26 27 26 Wiring Devices

26 29 11 Motor Controllers

26 29 21 Enclosed Switches

26 36 23 Automatic Transfer Switches

26 41 00 Facility Lightning Protection

26 43 13 Surge Protective Devices

26 51 00 Interior Lighting

26 56 00 Exterior Lighting

00 01 10-5

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communications Installations

27 05 26 Grounding and Bonding for Communications Systems

27 05 33 Raceways and Boxes for Communications Systems

27 08 00 Commissioning of Communications Systems

27 10 00 Structured Cabling

27 11 00 Communications Equipment Room Fittings

27 15 00 Communications Horizontal Cabling

27 41 31 Master Antenna Television Equipment and Systems

27 51 16 Public Address and Mass Notification Systems

27 51 23 Intercommunications and Program Systems

27 52 23 Nurse Call and Code Blue Systems

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety and Security

28 05 13 Conductors and Cables for Electronic Safety and Security

28 05 26 Grounding and Bonding for Electronic Safety and Security

28 05 28.33 Conduits and Backboxes for Electronic Safety and Security

28 08 00 Commissioning of Electronic Safety and Security Systems

28 13 00 Physical Access Control System

28 23 00 Video Surveillance

28 31 00 Fire Detection and Alarm

DIVISION 31 – EARTHWORK

31 20 00 Earthwork

31 23 19 Dewatering

31 23 23.33 Flowable Fill

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements

32 17 23 Pavement Markings

32 90 00 Planting

DIVISION 33 – UTILITIES

33 08 00 Commissioning of Site Utility Systems

33 10 00 Water Utilities

33 30 00 Sanitary Sewer Utilities

33 40 00 Storm Sewer Utilities

33 63 00 Steam Energy Distribution

00 01 15 - 1

SECTION 00 01 15

LIST OF DRAWING SHEETS

CONSTRUCT CLC COTTAGES COTTAGE 1

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

Drawing No. Title

GENERAL

G000 COVER SHEET

G101 ARCHITECTURAL CODE COMPLIANCE

G102 PHASING PLAN

CIVIL

VI101 TOPOGRAPHIC SURVEY

CD101 SITE DEMOLITION PLAN

CD102 EXISTING TUNNEL PLANS(FOR INFORMATION ONLY)

CD103 EXISTING TUNNEL PLANS(FOR INFORMATION ONLY)

CG101 SITE GRADING & STORM SEWER PLAN

CG102 SITE EROSION CONTOL PLAN

CG103 SITE CONSTRUCTION & OVEREXCAVATION PLAN

CS101 SITE LAYOUT & PAVING PLAN

CS102 TUNNEL/DUCT BANK PROFILES

CS201 SITE DETAILS

CS202 SITE DETAILS

CU101 SITE UTILITY PLAN

LP101 SITE LANDSCAPE PLAN

ARCHITECTURAL

A00 ARCHITECTURAL INFO SHEET

A000 FLOOR/ROOF/CEILING ASSEMBLIES, WALL TYPES

A100 DEMOLITION

A101 FLOOR PLANS

A201 ENLARGED FLOOR PLANS

A301 ROOF PLAN

A310 REFLECTED CEILINGN PLANS & DETAILS

A401 EXTERIOR BUILDING ELEVATIONS

A402 EXTERIOR BUILDING ELEVATIONS

A403 3D EXTERIOR

A501 BUILDING SECTIONS

A502 BUILDING SECTIONS

A510 STAIR SECTION

A511 WALL SECTIONS

A512 ROOF DETAILS

A513 ROOF DETAILS

A514 WALL DETAILS

A601 ROOM FINISH SCHEDULE, FLOOR FINISH PLAN, FLOOR TRANSITION DETAILS

A602 DOOR SCHEDULE, DOOR & FRAME TYPES

A603 FRAME DETAILS

A801 INTERIOR ELEVATIONS

A802 INTERIOR ELEVATIONS

00 01 15 - 2

STRUCTURAL

SB000 STRUCTURAL INFO SHEET

SB001 STRUCTURAL NOTES

SB002 SPECIAL INSPECTIONS & SCHEDULES

SB101 FOUNDATION PLAN

SB102 TUNNEL PLAN

SB501 TYPICAL FOUNDATION DETIALS

SB502 FOUNDATION DETAILS

SB503 FOUNDATION DETAILS

SF101 ROOF FRAMING PLAN

SF102 MISCELLANEOUS FRAMING PLANS

SF501 TYPICAL FRAMING DETAILS

SF502 FRAMING DETAILS

SF503 FRAMING DETAILS

SF504 FRAMING DETAILS

FIRE PROTECTION

FP101 FIRST FLOOR AND PARTIAL ATTIC FIRE PROTECTION PLANS

FP201 FIRE PROTECTION NOTES AND DETAILS

MECHANICAL

M000 MECHANICAL INFO SHEET

MH101 FIRST FLOOR – HVAC PLAN

MH102 MECH ROOM

MP100 SITE PLAN

MP101 FIRST FLOOR – HVAC PIPING PLAN

MP102 TUNNEL SECTIONS

M301 MECHANICAL CONTROL SEQUENCE

M302 MECHANICAL FLOW DIAGRAMS

M401 MECHANICAL DETAILS

M402 MECHANICAL DETAILS

M403 MECHANICAL DETAILS

M501 MECHANICAL SCHEDULES

M502 MECHANICAL SCHEDULES

PLUMBING

P000 PLUMBING INFO SHEET

P101 SUB GRADE PLAN - PLUMBING

P102 FIRST FLOOR PLAN - PLUMBING

P103 FIRST FLOOR PLAN – MEDICAL GAS

P201 DOMESTIC WATER RISER DIAGRAM

P202 SANITARY AND VENT RISER DIAGRAM

P203 MEDICAL GAS RISER DIAGRAM

P301 PLUMBING SCHEDULES AND DETAILS

P401 PLUMBING DETAILS

00 01 15 - 3

ELECTRICAL

E000 ELECTRICAL INFO SHEET

EC001 SITE PLAN – DEMOLITION

EC101 SITE PLAN – ELECTRICAL

EC102 BASEMENT FLOOR PLAN – BUILDINGS 2, 1W & 1 + STEAM TUNNEL –

COMPOSITE

EC103 BASEMENT FLOOR PLAN – BUILDING 12 + STEAM TUNNEL – COMPOSITE

EC104 FIRST FLOOR PLAN – BUILDING 25 AND 12 - COMPOSITE

EL101 FLOOR PLANS & TUNNEL – LIGHTING

EL601 SCHEDULES AND DIAGRAMS – LIGHTING

EP101 FLOOR PLANS & TUNNEL – POWER

EP501 DETAILS – POWER

EP601 SCHEDULES AND DIAGRAMS – NORMAL PANEL SCHEDULES

EP602 SCHEDULES AND DIAGRAMS – EMERGENCY PANEL SCHEDULES

EY101 FLOOR PLANS – AUXILIARY SYSTEMS

EY102 ROOF PLAN – LIGHTNING PROTECTION

EY501 DETAILS – AUXILIARY SYSTEMS

EY601 SCHEDULES AND DIAGRAMS – AUXILIARY SYSTEMS

EY602 SCHEDULES AND DIAGRAMS – AUXILIARY SYSTEMS

- - - END - - -

GEOTECHNICAL DATA 003132 - 1

DOCUMENT 00 31 32

GEOTECHNICAL DATA

1.1 GEOTECHNICAL DATA

A. This Document with its referenced attachments is part of the

Procurement and Contracting Requirements for Project. They provide

Owner's information for Bidders' convenience and are intended to supplement rather than serve in lieu of Bidders' own investigations.

They are made available for Bidders' convenience and information, but are not a warranty of existing conditions. This Document and its attachments are not part of the Contract Documents.

B. Soil-boring data for Project, obtained by Schemmer, dated December 18, 2017, is available for as appended to this Document. A geotechnical investigation report for Project, prepared by Schemmer, dated December

16th, 2017, is available for viewing as appended to this Document.

- - - E N D - - -

December 18, 2017 CLC Cottage 1 Redesign, Des Moines, IA 06054.32A

EXECUTIVE SUMMARY

The Schemmer Associates Inc. has completed this geotechnical exploration for the proposed CLC Cottage 1 Redesign Project at the VA Hospital campus located southeast of the intersection of 36th Street and Douglas Avenue in Des Moines, Iowa. The new residential building will be constructed upon a sloping, tree and lawn covered area of the campus. This project consists of a single story, non-basement cottage building having an irregular shape with overall dimensions of 130 by 132 feet. The single level building will exert light foundation and floor loads. Soil fill up to 6.5 feet above existing grade is required to level the sloping building site. No soil cut below existing grade is proposed. The proposed finished floor level matches the floor level of the adjoining Building 12.

A utility tunnel will extend along the west edge of the building and an extension of the utility tunnel will extend below the new building. The top of the concrete tunnels will extend at least 2 feet below the floor subgrade level and at least 2 feet below the finished grade outside the building area. We estimate the finished weight of the tunnel with utilities will be less than the weight of the existing soil that the tunnel displaces.

The soils of the project area consist of natural glacial till, of reconstituted loess below glacial till, and of bedrock. Up to 6.5 feet of soil fill will be places. These natural soils will not compress significantly under the weight of the new fill above existing grade. Existing utilities and existing tunnel sections shall be removed and the existing backfill completely replaced with compacted clayey structural fill. These fill and natural soil will not require a surcharge nor a waiting period between fill placement and the commencement of building construction.

Overexcavation is recommended to remove excess tree root development and to remove potentially elastic clay soil from directly below new floor slabs. The properly compacted new fill and remaining glacial till soil will be able to support new footings with a limited net allowable bearing pressure of 3,000 pounds per square foot.

Stiff to very clay soils will be encountered at the tunnel subgrade level. No soil overexcavation and replacement is recommended for tunnel construction. The soils directly below the tunnel level have a low potential for heaving. Proper compaction of tunnel backfill to the quality of structural fill is required around and above the tunnels to reduce the potential for differential settlement of structures to be placed above the tunnels.

REPORT OF GEOTECHNICAL EXPLORATION

COMMUNITY LIVING CENTER, COTTAGE 1 REDESIGN

PROJECT 636A6-123

DEPARTMENT OF VETERANS AFFAIRS

CENTRAL IOWA HEALTH CARE SYSTEM

DES MOINES, IOWA

DECEMBER 18, 2017

SCHEMMER FILE NO. 06054.32A

Table of Contents Page No.

1.0 INTRODUCTION

1.1 Project Information

1.2 Scope of Service

1.3 Report Format

2.0 EXPLORATION RESULTS

2.1 Scope of Field Exploration

2.2 Laboratory Test Program

2.3 General Geology

2.4 Site Surface Conditions

2.5 Subsurface Conditions

2.6 Groundwater Data

2.7 Seismic Site Class

3.0 ENGINEERING RECOMMENDATIONS

3.1 Project Summary

3.2 Geotechnical Overview

3.3 Building and Site Subgrade Preparation

3.4 Fill Requirements

3.5 Backfill

3.6 Fill-Related Settlement and Soil Heave

3.7 Shallow Foundation Recommendations

3.8 Foundation Drains and Buried Tunnel Wall Drains

3.9 Surface Drainage

3.10 Grade-Supported Floor Slabs

3.11 Exterior Pavement and Sidewalk Recommendations

3.12 General Geotechnical Considerations

4.0 CONSTRUCTION CONSIDERATIONS

5.0 OBSERVATION AND TESTING

6.0 FIELD EXPLORATION PROCEDURES

6.1 Soil Sampling

6.2 Soil Classification

7.0 STANDARD OF CARE

APPENDIX

1 December 18, 2017

REPORT OF GEOTECHNICAL EXPLORATION

COMMUNITY LIVING CENTER, COTTAGE 1 REDESIGN

PROJECT 636A6-123

DEPARTMENT OF VETERANS AFFAIRS

CENTRAL IOWA HEALTH CARE SYSTEM

DES MOINES, IOWA

DECEMBER 18, 2017

SCHEMMER FILE NO. 06054.32A

1.0 INTRODUCTION

1.1 Project Information

This Report summarizes subsoil exploration work, laboratory findings, and geotechnical engineering conclusions and recommendations by The Schemmer Associates Inc. (Schemmer) for site preparation, subgrade preparation, exterior subgrade design, and foundation design parameter recommendations prior to final design and construction of the Community Living Center (CLC) Cottage 1 Redesign project. The project is located at the Department of Veterans Affairs (VA) Central Iowa Health Care System in Des Moines, Iowa. The scope of this work was completed in accordance with project requirements of Department of Veterans Affairs Site Development Manual.

1.2 Scope of Service

The scope of service for this subsoil exploration was limited to:

1. Advance 3 borings to bedrock, to depths of 44 to 49 feet below existing grade, and obtaining soil samples during drilling.

2. Perform physical laboratory tests on selected soil samples to aid in classifying the soils and determining their geotechnical engineering properties; and

3. Analyze results of physical laboratory testing to determine site and foundation-related geotechnical recommendations, with regard to:

a. general discussion of existing conditions and their impact on the proposed construction;

b. discussion of site geology and how it effects proposed construction;

c. recommendations for site preparation below building, sidewalk and pavement components;

d. recommendations for site subgrade improvements, as necessary;

e. requirements of fill materials and compaction of fill materials beneath construction areas;

f. estimated settlement due to subsoil consolidation magnitudes, surcharge recommendations, and required waiting times as a result of fill placement, floor loads, and foundation loads;

g. allowable bearing pressure and recommended footing placement depth for shallow foundation installation and design;

h. active, passive, and at-rest lateral earth pressures for use in design of lateral earth-supported footings;

2 December 18, 2017

i. analysis of soil to ascertain presence of potentially expansive soils and recommendations, as necessary;

j. recommendations for interior floor subgrade preparation and parameters for floor design;

k. recommendations for exterior pavement and sidewalk subgrade preparation and parameters for design;

l. seismic design considerations and recommendations in accordance with the applicable building codes;

m. comments on soil reactivity;

n. frost-related design considerations; and

o. groundwater and surface water considerations.

1.3 Report Format

The purposes of this Report are to describe our field observations; present field and laboratory test results; and provide geotechnical engineering recommendations based on the subsoil conditions encountered. Provided in the Appendix to this Report are a Boring Location Plan showing boring locations with respect to existing and proposed features, Logs of Test Borings, a Summary of Soil Test Results, Soil Grain Size Report Sheets, one set of One Dimensional Consolidation Report Sheets, a sheet describing Classification of Soils for Engineering Purposes, and a sheet providing General Notes defining symbols and terms listed on the boring logs and test summary sheets.

2.0 EXPLORATION RESULTS

2.1 Scope of Field Exploration

A total of 3 test borings, labeled B-1 through B-3, were advanced within the project area on November 14, 2017 for the purpose of gathering area subsurface data. All borings made are plotted on the Boring Location Plan included in the Appendix to this Report. Borings were placed at locations within the proposed construction areas in accordance with the preliminary plans existing at that date. The building area was shifted laterally after the borings were advanced.

Borings were placed at locations allowed by existing surface and subsurface features and to provide suitable coverage of the proposed construction areas as defined by the VA Site Development Manual. Safety considerations were also used in determining the boring locations.

The locations were elected to not interfere with existing buried and overhead utilities and with existing trees. Borings were relocated during drilling to remove conflicts, when necessary.

Soil samples were collected through hollow stem augers using split-barrel and thin-walled tube samplers. Samples were immediately packaged and preserved for physical testing.

Environmental consultation is outside the scope of this exploration. Environmental screening of soil samples during the field work was outside the scope of this exploration. Schemmer does review soil samples for visual signs of and for odors of potential contamination for personnel safety concerns. If any odors or visual signs of contamination are found, we will present this data with recommendations for our client to take appropriate actions to determine extent and cleanup of the affected soils. No signs of soil contamination from visual clues or odor were detected from the soil samples that we received from this site.

3 December 18, 2017

2.2 Laboratory Test Program

The soil samples were transported to the Schemmer geotechnical laboratory for physical tests.

Tests performed on the soil samples included a limited number of water content, dry unit weight, unconfined compressive strength, one-dimensional consolidation, Atterberg limits, soil grain size, and visual classification. Each test was performed in conformance with the current ASTM or state-of-the-art test procedures by trained technicians using calibrated equipment.

Based on the results of the testing program, the field boring logs were reviewed and supplemented, as presented in the Appendix. These final logs represent our interpretation of the in-place soil conditions.

2.3 General Geology

General geology of this area consists of bedrock covered by glacial till. Some of the area glacial till is covered by a rather thin layer of loess, but loess was not found at the three borings advanced for this exploration. At this site, the near surface soil consists of sandy soil placed by glaciers.

Bedrock of this area consists sedimentary rock, generally consisting of layers of sandstone, shale, and limestone. Other types of sedimentary rock such as coal seams and mudstone also exist in this area. Upper stone layers usually consist of shale, limestone, and sandstone in this vicinity.

Four major periods of continental glaciation have covered the bedrock with clayey and sandy soils. Minor periods of glaciation also occurred between the major continental glacial periods, but those minor cold environment periods did not typically result in placement of soils to a significant thickness. Periods of mild climate occurred between the major glacial periods resulting in soil weathering, topsoil development, and roothole development into the surface of the older glacial soil deposits, before they were covered by subsequent continental ice sheets and younger soil deposits.

Wisconsinan-age glacial till is the most recent glacial deposit and extends to depths of 12 to 17 feet below surface grades. This soil consists of sandy clay and clayey sand topsoil that has medium to high plasticity. Most of this deposit consists of clayey sand with layers of sandy clay at this site.

Illinoisan-age glacial till is not usually found in this area. Illinoisan-age loess (Loveland loess) is sometimes found in this area. Nearly all of the loess deposits within the Midwest are derived from dust being blown out of glacial outwash streams as the continental glacier advanced and retreated. Loess forms downstream of the terminus of a continental glacial and is mixed within the glacial till if the ice sheet advances over the loess. Reconstituted soils associated with manipulation of older soils that appear to have been Loveland loess mixed with glacial till existed directly below the Wisconsin-age glacial till at this site. This soil appears to be reconstituted and mixed with the leading edge of the Wisconsinan glacier, since the sand particle size found in this soil is considered too large for it to have been placed by wind, as blowing dust.

Sandy clay glacial till from the Kansan and Nebraskan-age continental glaciers exist below the Illinoisan-age loess. Deposits of shale and sandstone bedrock were encountered at the base of the borings.

Our boring data suggest that the soils below most of the proposed building site remain in a natural state, with natural topsoil existing below the existing mature trees. Soil fill or excavated and

4 December 18, 2017 replaced soils exist around the edges of the site, placed in association with previous building, pavement, and utility construction.

2.4 Site Surface Conditions

The project site is located within a lawn-covered area with mature trees. Buildings exist immediately to the south and east of the site. Parking lots exist immediately to the north and west. The surface slopes downward from south to north with about 7 feet of elevation difference across the proposed project area.

2.5 Subsurface Conditions

We are aware that buried utility lines exist below the southeast part of the proposed building area.

These lines will be relocated prior to building construction. We understand these existing lines will be relocated around the outer edges of the new building. Portions of an existing tunnel will be removed. A new utility tunnel will be constructed.

The subsurface conditions encountered in the borings have been used to infer the general soil conditions at the site. We assume the soil conditions between borings are fairly represented by the borings. During construction, if conditions are encountered other than that described below and as shown on the Logs of Test Borings included in the Appendix to this Report, it is important that we be informed to evaluate the exposed conditions with respect to their effect on our recommendations.

The following is a brief review of the various layers of soil encountered. All depths given are relative to the ground surface at the time of drilling. Please refer to the boring logs in the Appendix for a more complete description of soil conditions at each boring location. Separate descriptions are provided for each soil geologic description shown on the boring logs.

Fill – Fill is soil or other material placed by human activities. Soil fill was found within the upper two feet of boring B-2, on the west side of the project area. We estimate the fill was placed in association with previous utility tunnel construction and in association with previous parking lot construction. Fill was not noted at borings B-1 and B-3. A sample of this soil is found with the following measured in place properties:

Water content – 13% Dry unit weight – 122 pcf Liquid limit – 33% Plastic limit – 17% Plasticity index – 16 Passing No. 200 sieve - 35% Classification (Unified) – Clayey Sand with Gravel (SC)

Weathered Wisconsin Glacial Till – The weathered Wisconsin glacial till exists in two layers. The upper layer is a high plasticity clayey sand and the lower layer is a low plasticity clayey sand. These soils exist in a slightly moist to moist and medium dense condition with the following measured in-place properties:

Water content – 14 to 21% Dry unit weight – 94 to 101 pcf Unconfined compressive strength – 0.83 to 3.73 tsf

5 December 18, 2017

Liquid limit – 34 to 57% Plastic limit – 19 to 25% Plasticity index – 15 to 32 Passing No. 200 sieve – 31 to 36% Classification (Unified) – Clayey Sand (SC)

Wisconsin Glacial Till – Sandy soils placed by the Wisconsinan-age continental glacier are found below the weathered Wisconsin glacial till at each boring location. This glacial till consists of from 40 to 60 percent low to medium plasticity lean clay with fine to medium sand grains. Some cobbles and boulders are known to exist in this deposit. Samples of this soil exist with the following measured in-place properties:

Water content – 7 to 22% Dry unit weight – 103 to 109 pcf Unconfined compressive strength – 0.54 to 3.43 tsf Classification (Unified) – Clayey Sand with Gravel (SC) and Sandy Lean Clay (CL) Standard penetration resistance (N) – 15 to 29 blows per foot

Reconstituted Loveland Loess – Soil that has visible properties consistent with loess, but contains a consistent amount of fine to medium sand, is found below the sandy Wisconsin till. This soil has too much medium-grain sand to be considered as loess but has the color and texture of Illinoisan-age soil. We are aware that the Illinoisan continental glacier did not cover this area, but that it did advance near enough to have supported the formation of significant amounts of silty clay loess on this site. Therefore, we find that this soil is likely a mixture of loess and the lower reach of the Wisconsin till. Since this soil contains significantly more clay than area Wisconsin till, we have categorized it separately.

This sandy lean clay exists in a moist and very stiff condition with the following measured in-place properties:

Water contents – 22% Dry unit weight – 106 pcf Unconfined compressive strength – 1.73 tsf Liquid limit – 34% Plastic limit – 20% Plasticity index – 14 Passing No. 200 sieve - 52% Classification (Unified) – Sandy Lean Clay (CL) Standard penetration resistance (N) – 8 to 15 blows per foot

Loveland Formation – Eolian soil of the Illinoisan geologic age that has been eroded by water exists below the reconstituted Loveland loess. This highly plastic clay soil exists in a moist and very stiff condition with the following measured in-place properties:

Water contents – 30 to 34% Dry unit weight – 91 to 98 pcf Unconfined compressive strength – 0.70 to 2.16 tsf Liquid limit – 50% Plastic limit – 26% Plasticity index – 24 Passing No. 200 sieve - 62%

6 December 18, 2017

Classification (Unified) – Sandy Fat Clay (CH) Standard penetration resistance (N) – 13 blows per foot

Weathered Kansan Glacial Till and Kansan Glacial Till – Kansan-age glacial soils were found below the Loveland formation soils of this site. This moist and stiff, highly plastic sandy clay exists with the following measured in-place properties:

Water contents – 26% Dry unit weight – 98 pcf Unconfined compressive strength – 1.73 tsf Classification (Unified) –Sandy Fat Clay (CH)

Nebraskan Glacial Till – Nebraskan-age glacial soils were found below the Kansan till soils of borings B-1 and B-2. This very moist and very stiff, highly plastic sandy clay exists with the following measured in-place properties:

Water contents – 28 to 33% Dry unit weight – 98 pcf Unconfined compressive strength – 2.32 tsf Classification (Unified) –Sandy Fat Clay (CH)

Weathered Shale – Weathered shale bedrock is encountered at depths of about 41 to 42 feet below surface grade. This material is stiff to hard.

Weathered Sandstone and Sandstone – Sandstone was encountered below the rather thin shale layer at each boring location. This medium dense to hard, fine sand is slightly cemented.

2.6 Groundwater Data

Groundwater levels should be expected to fluctuate seasonally and yearly from the groundwater readings noted on the boring logs. When using this groundwater data, the time of year that the borings were drilled and the history of precipitation prior to drilling should be considered before using the groundwater readings from the boring logs to extrapolate water levels at other points in time.

A groundwater level was observed within each boring at depths of 43 to 45 feet, within the sandstone and shale bedrock deposits.

2.7 Seismic Site Class

The Department of Veterans Affairs requires foundation seismic analyses in accordance with the 2012 International Building Code (IBC). The 2012 IBC requires a boring be advanced to a depth of 100 feet or to bedrock, if bedrock is encountered at a depth less than 100 feet. The Seismic Site Class is determined by the soil properties above the bedrock, to a maximum depth of 100 feet below surface grade.

Each of the borings for this exploration were advanced to bedrock. The upper layers of bedrock consist of shale and sandstone.

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Stiff to very stiff sandy clay and medium dense clayey sand of glacial deposition exists above the bedrock. No layers of soft to medium stiff soil (undrained shear strength less than 500 psf), and no soil with a water content of 40 percent or greater with a profile 10 feet or more thick exists at this boring location. Some of the clay is highly plastic with a plasticity index greater than 20.

We reviewed the soil conditions in relationship to the criteria set forth in Section 1613.3.2 of the 2012 IBC in conjunction with Chapter 20 of the reference “Minimum Design Loads for Buildings and Other Structures (7-10)”, 2010, published by ASCE. These criteria find that a Seismic Site Class of D shall be used for this site. We recommend the project structural engineer shall use this Site Class value in seismic evaluation of the proposed structures. Other criteria for structural design are provided in the 2012 IBC, based on the Site Class.

3.0 ENGINEERING RECOMMENDATIONS

3.1 Project Summary

The engineering recommendations made in this Report are based on our understanding of the project as discussed in the following paragraphs. The recommendations are valid for a specific set of project conditions. If the characteristics of the project should change from those indicated in this section, it is important that we be informed so that we can determine whether and how the new conditions affect our recommendations.

A single story, non-basemented building will be constructed. The building has outer dimensions of about 130 by 132 feet on the east and north sides, with irregular portions of the square cut out of the southwest part, creating a total building area of about 14,200 square feet. A covered walkway will connect the south building entrance to the existing health care building (Building 12) and to the covered passenger drop off access from the existing parking lot located immediately south of the covered walkway.

Building loads have been provided by the project structural engineer. The maximum column load will be approximately 80 kips. The maximum wall load will be about 1 kip per lineal foot. A light floor load of about 60 pounds per square foot has been estimated. We are aware of no equipment or heavy concentrated loads that will be applied to the floor slab and assume that all heavy equipment will be supported by footings bearing below the floor slab.

The south entrance is considered the main entrance. A secondary building entrance will be located on the west side of the building with easy access to the parking lot west to the building.

An existing tree-covered, grass-covered slope will be developed. Mature trees will be removed from the site. The ground surface slopes consistently downward from south to north with a change in grade of about 7 feet across the construction area. The finished floor level of the 146.50 feet per side datum has been established, requiring off-site borrow fill to level the building area. This proposed floor level is equal to the floor level of the adjoining Building 12. Soil fill of up to 6.5 feet above existing grade along the north edge of the building is required to achieve the finished floor level. Lesser amounts of fill are required to the south with the finished floor level approaching existing grade at the south end of the project. No cut below existing grade is proposed.

Existing water lines, a gas line, and portions of an abandoned utility tunnel will be removed as part of the site preparation. The water and gas lines are estimated to extend to depths of 4 to 6

8 December 18, 2017 feet below grade. The abandoned utility tunnel is estimated to extend to a depths of 12 to 20 feet below existing grade.

The utility lines and the tunnel will be replaced with new facilities. The water and gas lines will be rerouted outside the southeast corner of the building. The new utility tunnel will be placed west of the building with the floor level inside the 8 by 8 foot concrete tunnel extending as much as 15 feet below grade. The tunnel floor is estimated to be up to 12 inches thick.

An extension of the utility tunnel having dimensions of 6 feet wide by 8 feet tall will extend below the central part of the new building. The top of the tunnel below the building will be from 4 to 4.5 feet below the finished floor level. Soil fill will be placed above the top of the tunnel to the base of the building floor system level.

3.2 Geotechnical Overview

This section provides a short, general discussion of the geotechnical aspects of the site. Each of these items is discussed in greater detail within other sections of this Report.

Removal of the numerous mature trees will cause significant disruption of near surface soils over the project site. We recommend that topsoil be stripped prior to tree removal, to reduce the mixing of topsoil with other soil on site. Be sure to have the entire root balls of all trees removed. A large number of large roots will remain within the soil around the trees. The upper couple of feet of soil also consists of highly plastic fat clay that has significant potential for swelling when the soil water content increases. Overexcavation of the upper 3 feet of soil is recommended below the entire building site.

Soil fill is required to achieve the proposed finished slab-on-grade floor level. Up to 6.5 feet of fill is required. The glacial till soils are overconsolidated, resulting in low compressibility. Settlement due to subsoil consolidation is calculated to be less than 1 inch. We estimate that less than 1 inch of remaining consolidation potential will exist immediately after the fill is placed. We do not recommend the use of a surcharge or waiting period between fill placement and construction at this site.

The existing glacial till soils and properly compacted soil fill will provide sufficient soil strength to support shallow footings designed using a net allowable bearing pressure of 3,000 pounds per square foot. Overexcavation and replacement of some of the soil subgrade is recommended to reduce potential for subgrade shrink and swell below the building floor slab, but does not extend below all of the exterior footing level. Be sure to provide sufficient separation between the top of the tunnel below the building and the base of the footings so that the effective footing depth below grade is not reduce. The covered walkway between the proposed building and Building 12 will be supported on shallow footings.

The near exterior wall edge of the utility tunnel on the west side of the building shall be no closer than 15 feet from the near building wall. The near edge of the canopy footings for the west door will be no closer than 6 feet from the exterior edge of the tunnel. These two dimensions shall not be reduced to a lesser value, in order to provide proper isolation of the building footing loads from the utility tunnel structure.

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3.3 Building and Site Subgrade Preparation

Heavily root-infested topsoil shall be excavated from the ground surfaces and stockpiled for later covering of the finished grades over landscape areas. The vegetation shall be stripped from all building, pavement, cut, and fill areas before site preparation, excavation for removal of existing utilities, placement of utilities, excavation of cut soils, and placement of new fill. Remove existing topsoil to a depth of 8 inches. If the topsoil remains at a greater depth, remove addition material to completely remove the topsoil. We recommend that topsoil be removed from most of this site prior to excavation of tree root balls to minimize the potential mixing of the topsoil with the subgrade soils. Stockpile the topsoil away from existing buried utilities at a location determined by the design and construction teams before construction begins.

Be sure to completely remove the root balls of all trees and shrubs. We estimate that removal of the mature tree root balls will require excavations of from 3 to 5 feet deep. All tree and root ball debris shall be properly disposed of offsite.

Significant quantities of large roots are expected to remain outside the root balls within a depth of 3 feet below the ground surface. Remove the existing soils to a depth of 3 feet below preconstruction grade below the building and covered walkway area and extending at least 5 feet outside these structures. The canopy footings are considered part of the building area. Be careful to not haphazardly fill root ball holes with loose soil. Be sure to remove all loose fill from the root ball holes.

Soil that contains roots shall not be used for site fill. If the construction team wishes to reuse the overexcavation material as fill, the soil shall be passed over a grizzly screen having a nominal opening size of not greater than 2 inches. Be sure to not push roots through the gaps of the grizzly screen. This screening process will effectively remove the majority of the large roots from the soil and allow it to be reused on this building site. Without screening, the soil will be considered unusable for fill at this site.

The overexcavation material that is screened to remove roots shall be reused as fill below the site, but only below project elevation 143.00 feet. If excess soil remains after fill to elevation

143.00 feet has been achieved, it shall be removed from the site.

Existing utilities exist below the site. Underground electrical lines may be abandoned in place without excavation. Be sure to completely remove any electrical control boxes that may exist and replace the excavations with structural fill. We recommend that any portions of the abandoned utility tunnel be removed so that no section remains within 15 feet of proposed buildings or new utility tunnel structures. Be sure to remove the old tunnel backfill and replace it with properly compacted structural fill. Existing water and gas lines shall be completely removed with the old backfill and with any pipe bedding material, and shall be replaced with properly compacted structural fill.

We are aware of no building structures on this site, other than existing an abandoned utility tunnel section and existing buried utility lines. If any such installations are found during site preparation or construction, this project geotechnical engineer shall be notified and requested to review the exposed conditions to provide proper recommendations for removal and site preparation.

All crushed stone layers should be stripped from ground surfaces prior to adding additional soil fill. Areas of stone and sand fill above the clayey natural soils will provide a reservoir for water

10 December 18, 2017 that will weaken the adjoining clay soils and provide a reservoir for increased frost heave activity in the area of granular fill outside the building area.

New building footings will be excavated into glacial clay soils and very stiff fill soils. Although the properties of the glacial and fill soils vary somewhat with variations in depth below existing grade, a consistent bearing value is available for the new footings without any need for footing subgrade improvement. New footings can be placed below the floor subgrade soil treatment level without subgrade treatment.

It is expected that new utility pipes will be placed below the floor slab and that the floor subgrade will be disturbed by foundation excavations and by general construction traffic prior to placing the basement floor. Within 48 hours prior to pouring the floor slab, the upper 12 inches of floor subgrade shall be scarified and compacted at a proper water content, and tested for proper compaction to determine that the floor subgrade is suitable for support of the new floor slab and has uniform properties.

The available soil data indicated the existing soil at the base of the proposed tunnel alignments is suitable for support of the tunnels without any subgrade preparation.

Weather conditions and construction traffic can weaken subgrade soils. Remove wet surface soil before adding additional fill if fill placement is interrupted by rainfall or interrupted for more than a few days. We recommend that the final compaction and testing of soil density and the stability testing of the exterior areas be completed immediately prior to placing final pavement surface materials. This includes the proofroll tests. All pavement subgrade will not be approved until the subgrade passes the proofroll test at the time of paving.

Weather conditions and construction traffic can weaken the soil subgrade. Any interior or exterior subgrade that is disturbed prior to placing final surfaces shall be repaired. We estimate that this repair will generally consists of excavating the disturbed soil so that it can be replaced by new fill compacted at a proper water content. However, the geotechnical engineer shall be consulted if questions concerning subgrade repair should arise.

3.4 Fill Requirements

Excavated topsoil materials and other overexcavated soils that are found to be unsuitable for reuse as compacted fill by the geotechnical engineer shall not be reused in new embankments or as fill below building and pavement areas. Topsoil excavated from the site can be reused as topsoil in landscape areas outside new pavement and building areas. If the topsoil contains debris, it shall be properly disposed of offsite. All debris and deleterious materials shall be removed from the site.

Use topsoil to cover finished grades outside structure areas as soon as practical. Topsoil generally provides greater resistance to water erosion on slopes and provides a better seedbed to grow erosion-resistant plants on slopes and across the entire site.

Our boring data indicated that clean soil to be overexcavated from the site which does not contain topsoil, roots or debris can generally be reused for compacted structural fill below elevation 143 feet in the building area after the soil water content has been properly adjusted. We found some areas of highly plastic clayey sand soil to exist on this site and that is the reason for this placement elevation restriction.

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Deep excavations will result from the tunnel installations. Soil excavated from a depth in excess of 3 feet below grade was generally found to consist of low to medium plasticity clayey sand and sandy clay. These low plasticity soils that do not contain roots, organic or debris are suitable for reuse as structural fill onsite without elevation restriction.

All soil to be used for fill is subject to approval by the geotechnical engineer, including onsite soils.

Low to medium plasticity clay soil fill from an offsite borrow shall be approved by the geotechnical engineer prior to delivery to the site. Representative samples of the proposed fill and backfill materials should be submitted to the geotechnical engineer at least three days prior to placement so the necessary laboratory tests can be performed.

Material for use as site structural fill should be clean, inorganic, low to medium plasticity lean clay, CL1, or silt ML2, or a combination of these two materials, with a liquid limit less than 40 and a plasticity index less than 20. Sandy low to medium plasticity lean clay and sandy clayey silt soils are also acceptable, provided the sand is well and completely mixed within the soil matrix.

Layered sand and clay fill is not acceptable.

Sandy soils with classification of SM3 and SC4 are also acceptable. Be sure that the sand and fines are completely mixed together and the soil has at least 30 percent fines.

Organic soils with classification OH5 or OL6, and highly plastic clays with classification of CH7 are not approved for general or structure fill at this site. Use of clean sand or sandy soil that has less than 30 percent fines as a structural fill is not acceptable at this site.

We discourage the use of clean sand as a fill at this site, except for special drainage layers or for support of MSE soil retaining walls. We understand that subgrade drainage trenches will not be installed below the exterior pavements. We understand that building footing drains will not be installed. Exterior footing drains will be installed for the deep tunnel structures. We understand that no MSE walls will be constructed. If an effective trench drain system is not place below exterior concrete pavements, sand or gravel base layers below those exterior pavements and sidewalks will only collect water and that water seepage will slowly deteriorate the subgrade. No appreciable amount of water will seep into the compacted clay fill subgrade below proposed sidewalks, pavements and floor slabs, and therefore, a free-draining aggregate base course shall not be placed below exterior concrete slabs and pavements.

Soil placed on slopes shall completely consist of structural quality soil fill. Slopes are structural entities and use of poor quality fill within any portion of a slope and especially at the toe of a slope can initiate a future slope failure, even if the slope will not directly support building structures.

Compact all slope soil to the requirements of structural fill and then scarify the surface as necessary during seeding or placement of erosion control measures to provide a prepared seedbed.

1 Lean clay, lean clay with sand and sandy clay.

2 Silt, silt with sand and sandy silt.

3 Silty sand.

4 Clayey sand.

5 Elastic Silt.

6 Organic Clay or Organic Silt.

7 Fat clay, fat clay with sand, and/or sandy fat clay.

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Structural fill formed from cohesive soils consisting of lean clay and silt or formed of mixtures of sand, clay and silt shall have the proper water content at the time of compaction, within +3% and -3% of optimum water, per ASTM D698-12e1, Standard Proctor. Water content shall be adjusted to a proper level before the soil is compacted into embankments and as subgrade fill.

All structural quality clay fill should be placed in nearly level lifts, not more than 8-inch loose thickness, after the water content has been manipulated to within the levels stated in the previous paragraphs. Each fill lift must be compacted to the necessary unit weight before additional soil is added. New structural fill below structures, pavements, sidewalks and in embankments shall be compacted to not less than 95% of the maximum dry unit weight determined by ASTM D698- 12e1, standard Proctor test.

Compact the upper 12 inches subgrade below exterior pavement subgrade to at least 98 percent of the maximum dry density determined by ASTM D698-12e1, standard Proctor test.

General fill in areas to support vegetation only should be compacted to not less than 85 percent and no more than 92 percent of the maximum dry unit weight determined by ASTM D698-12e1.

Topsoil should not be over compacted. Surface scarification may be required to allow initial root penetration. Tree root balls should not be placed into holes dug into compacted fill, but should be place on top of the grade with soil mounded around the root ball to allow drainage of excess water from around…