White City Consolidated RFP for Industry Input VOL 3 Part 3.pdf

C

C C

C

C

C

C C

C C

C

C

C

C

C

C

C

C

SD

x

SD x

SD x

SD

x

SD

x

B300 DEVELOPABLE AREA

B301 DEVELOPABLE AREA

CONSTRUCTION

PARKING AND

LAYDOWN AREA

ADDITIONAL CONSTRUCTION LAYDOWN AREA

CONTRACTOR

ENTRANCE TO VA

CAMPUS

B222

B223

PEDESTRIAN AND VEHICULAR ACCESS

TO B201 & B20A MUST BE MAINTAINED

THROUGHOUT THE DURATION OF

CONSTRUCTION.

AVENUE N

ANDRIES W

AY

AVENUE J

KELLY RD

VETERANS MEMORIAL DR

96TH AVE

MESS HALL RD

WHITE ROAD

RICKER ROAD

STORMWATER

LIFT STATION

RAISED PLANTERS

EXISTING STORMWATER

POND

APPROX. LOCATION OF EXISTING

DATA CENTER IN B210

EXISTING DUCTBANK

AND MANHOLE SYSTEM

TO BE PARTIALLY

RE-USED

EXISTING DUCTBANK

AND MANHOLE SYSTEM

TO BE PARTIALLY

RE-USED

PATHWAY FOR EXIST. COPPER

SERVICE, TO BE RE-ROUTED TO

REPLACEMENT DATA CENTER IN B300

INCOMING FIBER SERVICE FROM

AT&T/CHARTER TO B210

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved Project Director:

VA FORM 08 - 6231

A

FULLY SPRINKLEREDU.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseTEAM

321 4 5 6 7 8 9 10

20 MAR 2025 CDB BDS

Revisions: Date:

Key Plan

Page Southerland Page, Inc.

pagethink.com

TEL

ARCHITECTURE / ENGINEERING / INTERIORS / PLANNING / CONSULTING

Austin / Dallas / Denver / Houston / Mexico City / Phoenix / San Francisco / Washington DC / International Affiliate Offices

1800 Main Street Suite 123 Dallas, TX 75201 214 522 3900

214 522 4380

32GO24019VA WHITE CITY

Project Abbreviation:

WHITE CITY, OREGON

US ARMY CORPS OF ENGINEERS

STAMP

SORCC WC VA

3047 Carter Hill Road Montgomery, AL 36111

SS&A Design Collective ssainc.com

TEL

FAX

334 263 6481

ARCHITECT:

DESIGNER:

SSA | PSP

221A

203A

204A

205A

206A

207A

208A

209A

225A

220A

218A

217A

215A

216A

201A

211A

23420

B300B300 & B301

B6

EXISTING INFRASTRUCTURE,

TELECOMMUNICATION SYSTEMS DRAFT RFP

SCALE: 1"=80'

60' 100' 160'

DEVELOPABLE AREA

KEY

GENERAL NOTES

1. WORK OUTSIDE OF DEVELOPABLE AREA MUST BE

APPROVED BY THE GOVERNMENT, AND ALL SURFACES

MUST BE RESTORED TO NEW CONDITION UPON

COMPLETION OF WORK.

2. DB CONTRACTOR SHALL ADDRESS PROTECTION OF

PEDESTRIANS AND VEHICLES IN AN ACCIDENT PREVENTION

PLAN REQUIRED BY SPECIFICATION SECTION 01 35 26.00 25

GOVERNMENT SAFETY REQUIREMENTS.

3. EXISTING SITE FEATURES WITHIN THE DEVELOPABLE

AREAS MAY BE DEMOLISHED BY THE DB CONTRACTOR.

4. ALL SURFACES AND SITE FEATURES OUTSIDE OF THE

DEVELOPABLE AREAS WHICH ARE DAMAGED BY

CONSTRUCTION MUST BE RESTORED TO NEW CONDITION.

BLDG. TO BE DEMOLISHED BY

DB CONTRACTOR

CONCRETE

PAVEMENT/SIDEWALK

ASPHALT PAVEMENT

PLAN NORTH

UNDERGROUND

COMMUNICATIONS C

B300 DEVELOPABLE AREA

B301 DEVELOPABLE AREA

CONSTRUCTION

PARKING AND

LAYDOWN AREA

ADDITIONAL CONSTRUCTION LAYDOWN AREA

CONTRACTOR

ENTRANCE TO VA

CAMPUS

B222

B223

PEDESTRIAN AND VEHICULAR ACCESS

TO B201 & B20A MUST BE MAINTAINED

THROUGHOUT THE DURATION OF

CONSTRUCTION.

AVENUE N

ANDRIES W

AY

AVENUE J

KELLY RD

VETERANS MEMORIAL DR

96TH AVE

MESS HALL RD

WHITE ROAD

RICKER ROAD

STORMWATER

LIFT STATION

RAISED PLANTERS

EXISTING STORMWATER

POND

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved Project Director:

VA FORM 08 - 6231

A

FULLY SPRINKLEREDU.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseTEAM

321 4 5 6 7 8 9 10

20 MAR 2025 CDB BDS

Revisions: Date:

Key Plan

Page Southerland Page, Inc.

pagethink.com

TEL

ARCHITECTURE / ENGINEERING / INTERIORS / PLANNING / CONSULTING

Austin / Dallas / Denver / Houston / Mexico City / Phoenix / San Francisco / Washington DC / International Affiliate Offices

1800 Main Street Suite 123 Dallas, TX 75201 214 522 3900

214 522 4380

32GO24019VA WHITE CITY

Project Abbreviation:

WHITE CITY, OREGON

US ARMY CORPS OF ENGINEERS

STAMP

SORCC WC VA

3047 Carter Hill Road Montgomery, AL 36111

SS&A Design Collective ssainc.com

TEL

FAX

334 263 6481

ARCHITECT:

DESIGNER:

SSA | PSP

221A

203A

204A

205A

206A

207A

208A

209A

225A

220A

218A

217A

215A

216A

201A

211A

23420

B300B300 & B301

B7

EXISTING INFRASTRUCTURE, PHYSICAL

SECURITY DRAFT RFP

SCALE: 1"=80'

60' 100' 160'

DEVELOPABLE AREA

KEY

GENERAL NOTES

1. WORK OUTSIDE OF DEVELOPABLE AREA MUST BE

APPROVED BY THE GOVERNMENT, AND ALL SURFACES

MUST BE RESTORED TO NEW CONDITION UPON

COMPLETION OF WORK.

2. DB CONTRACTOR SHALL ADDRESS PROTECTION OF

PEDESTRIANS AND VEHICLES IN AN ACCIDENT PREVENTION

PLAN REQUIRED BY SPECIFICATION SECTION 01 35 26.00 25

GOVERNMENT SAFETY REQUIREMENTS.

3. EXISTING SITE FEATURES WITHIN THE DEVELOPABLE

AREAS MAY BE DEMOLISHED BY THE DB CONTRACTOR.

4. ALL SURFACES AND SITE FEATURES OUTSIDE OF THE

DEVELOPABLE AREAS WHICH ARE DAMAGED BY

CONSTRUCTION MUST BE RESTORED TO NEW CONDITION.

5. NEW B300 AND B301 MAINTAIN 25-FOOT SEPARATION FROM

ROADS, PARKING, AND EXISTING FACILITIES IN

ACCORDANCE WITH THE PSRDM.

BLDG. TO BE DEMOLISHED BY

DB CONTRACTOR

CONCRETE

PAVEMENT/SIDEWALK

ASPHALT PAVEMENT

PLAN NORTH

25' BLDG. STANDOFF

25' ROAD STANDOFF

CONSTRUCTION

PARKING AND

LAYDOWN AREA

ADDITIONAL CONSTRUCTION LAYDOWN AREA

CONTRACTOR

ENTRANCE TO VA

CAMPUS

B222

B223

AVENUE N

ANDRIES W

AY

AVENUE J

KELLY RD

VETERANS MEMORIAL DR

96TH AVE

MESS HALL RD

WHITE ROAD

RICKER ROAD

EXISTING STORMWATER

POND

PEDESTRIAN AND VEHICULAR ACCESS

TO B201 & B20A MUST BE MAINTAINED

THROUGHOUT THE DURATION OF

CONSTRUCTION.

STORMWATER

LIFT STATION

TEMPORARY MRI TRAILER. PEDESTRIAN ACCESS

FROM B201 AND B201A MUST BE MAINTAINED

THROUGHOUT CONSTRUCTION.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved Project Director:

VA FORM 08 - 6231

A

FULLY SPRINKLEREDU.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseTEAM

321 4 5 6 7 8 9 10

20 MAR 2025 CDB BDS

Revisions: Date:

Key Plan

Page Southerland Page, Inc.

pagethink.com

TEL

ARCHITECTURE / ENGINEERING / INTERIORS / PLANNING / CONSULTING

Austin / Dallas / Denver / Houston / Mexico City / Phoenix / San Francisco / Washington DC / International Affiliate Offices

1800 Main Street Suite 123 Dallas, TX 75201 214 522 3900

214 522 4380

32GO24019VA WHITE CITY

Project Abbreviation:

WHITE CITY, OREGON

US ARMY CORPS OF ENGINEERS

STAMP

SORCC WC VA

3047 Carter Hill Road Montgomery, AL 36111

SS&A Design Collective ssainc.com

TEL

FAX

334 263 6481

ARCHITECT:

DESIGNER:

SSA | PSP

221A

203A

204A

205A

206A

207A

208A

209A

225A

220A

218A

217A

215A

216A

201A

211A

23420

B300B300 & B301

B8

EXISTING INFRASTRUCTURE, TRAFFIC

LOGISTICS DRAFT RFP

SCALE: 1"=80'

60' 100' 160'

DEVELOPABLE AREA

KEY

GENERAL NOTES

1. WORK OUTSIDE OF DEVELOPABLE AREA MUST BE

APPROVED BY THE GOVERNMENT, AND ALL SURFACES

MUST BE RESTORED TO NEW CONDITION UPON

COMPLETION OF WORK.

2. DB CONTRACTOR SHALL ADDRESS PROTECTION OF

PEDESTRIANS AND VEHICLES IN AN ACCIDENT PREVENTION

PLAN REQUIRED BY SPECIFICATION SECTION 01 35 26.00 25

GOVERNMENT SAFETY REQUIREMENTS.

3. EXISTING SITE FEATURES WITHIN THE DEVELOPABLE

AREAS MAY BE DEMOLISHED BY THE DB CONTRACTOR.

4. ALL SURFACES AND SITE FEATURES OUTSIDE OF THE

DEVELOPABLE AREAS WHICH ARE DAMAGED BY

CONSTRUCTION MUST BE RESTORED TO NEW CONDITION.

BLDG. TO BE DEMOLISHED BY

DB CONTRACTOR

CONCRETE

PAVEMENT/SIDEWALK

ASPHALT PAVEMENT

PLAN NORTH

TWO-WAY TRAFFIC FLOW

ONE-WAY TRAFFIC FLOW

CONTRACTOR TRAFFIC

ROUTES

COORDINATE WITH VA TO

CONVERT ROAD TO TWO-WAY

IF NECESSARY

CONSTRUCTION

PARKING AND

LAYDOWN AREA

ADDITIONAL CONSTRUCTION LAYDOWN AREA

CONTRACTOR

ENTRANCE TO VA

CAMPUS

B222

B223

PEDESTRIAN AND VEHICULAR ACCESS

TO B201 & B20A MUST BE MAINTAINED

THROUGHOUT THE DURATION OF

CONSTRUCTION.

AVENUE N

ANDRIES W

AY

AVENUE J

KELLY RD

VETERANS MEMORIAL DR

96TH AVE

MESS HALL RD

WHITE ROAD

RICKER ROAD

STORMWATER

LIFT STATION

EXISTING STORMWATER

POND

15 15 15 15 15 12 9 11 13

TEMPORARY MRI TRAILER. PEDESTRIAN ACCESS

FROM B201 AND B201A MUST BE MAINTAINED

THROUGHOUT CONSTRUCTION.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved Project Director:

VA FORM 08 - 6231

A

FULLY SPRINKLEREDU.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseTEAM

321 4 5 6 7 8 9 10

20 MAR 2025 CDB BDS

Revisions: Date:

Key Plan

Page Southerland Page, Inc.

pagethink.com

TEL

ARCHITECTURE / ENGINEERING / INTERIORS / PLANNING / CONSULTING

Austin / Dallas / Denver / Houston / Mexico City / Phoenix / San Francisco / Washington DC / International Affiliate Offices

1800 Main Street Suite 123 Dallas, TX 75201 214 522 3900

214 522 4380

32GO24019VA WHITE CITY

Project Abbreviation:

WHITE CITY, OREGON

US ARMY CORPS OF ENGINEERS

STAMP

SORCC WC VA

3047 Carter Hill Road Montgomery, AL 36111

SS&A Design Collective ssainc.com

TEL

FAX

334 263 6481

ARCHITECT:

DESIGNER:

SSA | PSP

221A

203A

204A

205A

206A

207A

208A

209A

225A

220A

218A

217A

215A

216A

201A

211A

23420

B300B300 & B301

B9

EXISTING INFRASTRUCTURE, EXISTING

PARKING COUNTS DRAFT RFP

SCALE: 1"=80'

60' 100' 160'

DEVELOPABLE AREA

KEY

GENERAL NOTES

1. WORK OUTSIDE OF DEVELOPABLE AREA MUST BE

APPROVED BY THE GOVERNMENT, AND ALL SURFACES

MUST BE RESTORED TO NEW CONDITION UPON

COMPLETION OF WORK.

2. DB CONTRACTOR SHALL ADDRESS PROTECTION OF

PEDESTRIANS AND VEHICLES IN AN ACCIDENT PREVENTION

PLAN REQUIRED BY SPECIFICATION SECTION 01 35 26.00 25

GOVERNMENT SAFETY REQUIREMENTS.

3. EXISTING SITE FEATURES WITHIN THE DEVELOPABLE

AREAS MAY BE DEMOLISHED BY THE DB CONTRACTOR.

4. ALL SURFACES AND SITE FEATURES OUTSIDE OF THE

DEVELOPABLE AREAS WHICH ARE DAMAGED BY

CONSTRUCTION MUST BE RESTORED TO NEW CONDITION.

BLDG. TO BE DEMOLISHED BY

DB CONTRACTOR

CONCRETE

PAVEMENT/SIDEWALK

ASPHALT PAVEMENT

PLAN NORTH

PARKING COUNT XX

H – GEOTECHNICAL REPORT – FOR INFORMATION ONLY

GEOTECHNICAL DATA REPORT

VA Southern Oregon Rehabilitation Center and Clinics

(SORCC)

Design Build for Package No. 1- B300 & B301 White City, OR Contract No.: W912DY20D0054

Schnabel Reference # 24190044.00 Revised January 28, 2025

Revised January 28, 2025

Mr. David Cooper, PE SS&A Design Collective 3047 Carter Hill Road Montgomery, AL 36111

Subject: Geotechnical Data Report VA Southern Oregon Rehabilitation Center and Clinics (SORCC) Design Build for Package No. 1- B300 & B301, White City, OR Contract No.: W912DY20D0054 (Schnabel Reference 24190044.00)

Dear David:

SCHNABEL ENGINEERING, LLC is pleased to submit our Geotechnical Data Report for this project.

This report includes tables, figures, and appendices with relevant data collected for this study. This study was performed in accordance with our proposal dated April 18, 2023.

We appreciate the opportunity to be of service for this project. Please call us if you have any questions regarding this report.

Sincerely, SCHNABEL ENGINEERING, LLC

Richard H. Wargo, PE Principal

VA Southern Oregon Rehabilitation Center & Clinics (SORCC)

January 28, 2025 Page 1 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

GEOTECHNICAL DATA REPORT

VA SOUTHERN OREGON REHABILITATION CENTER AND CLINICS (SORCC)

DESIGN BUILD FOR PACKAGE NO. 1- B300 & B301, WHITE CITY, OR

CONTRACT NO.: W912DY20D0054

TABLE OF CONTENTS

1.0 SCOPE OF SERVICES

2.0 DESCRIPTION OF SITE AND PROPOSED CONSTRUCTION

2.1 Proposed Development

2.2 Site Description

2.3 Historical Background

3.0 SUBSURFACE EXPLORATION DATA

3.1 Previous Subsurface Explorations

3.2 Test Pits

4.0 SOIL LABORATORY TESTING

4.1 Previous Soils Testing

4.2 Additional Soils Testing

5.0 SITE GEOLOGY, SUBSURFACE CONDITIONS & DESIGN CONSIDERATIONS

5.1 Site Geology

5.2 Generalized Subsurface Stratigraphy

5.3 Groundwater

5.4 Expansive Soils Potential

5.5 Seismic Hazards and Liquefaction Potential

5.6 Faults

5.7 Seismic Design Considerations

6.0 PRELIMINARY PAVEMENT RECOMMENDATIONS

7.1 Flexible Pavements

7.2 Rigid Pavements

7.3 General Pavement Considerations

7.0 LIMITATIONS

LIST OF FIGURES

Figure 1: Proposed Development Figure 2: Test Pit Location Plan

January 28, 2025 Page 2 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

APPENDICES

Appendix A: Subsurface Exploration Data Appendix B: Soil Laboratory Test Data Appendix C: Preliminary Pavement Section Calculations Appendix D: Historical Data Appendix E: Previous Geotechnical Investigation Reports

January 28, 2025 Page 3 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

1.0 SCOPE OF SERVICES

Our scope under this contract consists of providing a Geotechnical Data Report (GDR) prepared in general conformance with portions of ASCE’s Manuals and Reports on Engineering Practice No. 154, Geotechnical Baseline Report: Suggested Guidelines. This report included:

(a) Review and incorporate relevant data provided as government furnished information to this contract consisting of the four (4) geotechnical engineering reports prepared for various projects located on the VA property, as-built drawings and construction records for the existing and historical structures located within the proposed construction/improvement boundaries, and historical imagery/photography showing areas of the site relevant to the proposed construction/improvements.

(b) Flexible and rigid pavement sections in accordance with PCase design criteria considering on estimated CBR values based on previous geotechnical data.

This Geotechnical Data Report also included the following Field Engineering services:

(a) Submit documentation for base access/badging of all planned field personnel.

(b) Contacting public utility locating service and/on-site Public Work to clear existing utilities.

(c) Excavate six (6) each shallow test pits to a minimum depth of four (4) feet below ground surface to verify the presence or absence of undocumented fill. Test pits were logged by a licensed geologist or geotechnical engineer. The locations of the test pits were selected in collaboration with the A-E and coordinated with SORCC such that they are adjacent to or within the proposed building footprints and accessible using a mini or small sized excavator. Test pit sites were returned to their original state at the completion of the survey. Include relevant information gathered from the test pits in the GBR.

(d) Four hydraulic conductivity tests to determine field infiltration rates.

Services not described in our agreement are not included in this study. We would be happy to provide additional support services to the design team as the project demands.

January 28, 2025 Page 4 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

2.0 DESCRIPTION OF SITE AND PROPOSED CONSTRUCTION

2.1 Proposed Development

The proposed development associated with this contract will consist of the following:

a: Support Building, B300. Includes the new B300 with 80,100 building gross sf (BGSF)

(59,400departmental gross sf (DGSF)), and two (2) new connecting corridors CC222 and CC224 (total 10,200 BGSF).

b. Primary and Specialty Care Building B301. Includes the new B301 with 97,000 BGSF (71,850 DGSF), one (1) new connecting corridor CC301 (3,500 BGSF), and the renovation of a portion of the existing building 201A (approximately 1,000 gross sf) where the new CC301 will be connected.

c. Sitework. Includes but not limited to sitework to accommodate pedestrian and vehicular access to the new B300 and B301; construction of a new surface parking lot with 188 spaces; re-alignment and/or reconstruction of roads, sidewalks, pathways, drainage and intersection; upgrades to the existing and/or construction of new utilities, landscape, and grading plans.

d. Demolition. Includes, but not limited to, demolition of two (2) existing buildings B222 and B223; four

(4) existing connecting corridors CC222, CC222-ramp, CC223, CC224 (total 46,500 gross sf);

existing parking lots G and O; primary utilities, site grading, retaining walls, curb and gutters, paving, sidewalks, landscaping, stormwater drainage management and treatment, lighting, and fire protection infrastructure outside the five (5) foot building line to accommodate the new buildings.

2.2 Site Description

The locations of proposed Buildings 300 and 301 are shown on the plan of Figure 1.

The area of proposed Building 300 is currently occupied by two two-story buildings, as well as asphalt paved parking areas. The area of proposed Building 301 is currently occupied by asphalt paved parking areas.

2.3 Historical Background

We obtained and reviewed historical aerial photos dated 1951, 1971, 2006, 2010, 2010, 2012 and 2024, as well as Historic Site Records from the Oregon Historic Preservation Office. This data is included as Appendix D.

The above data shows that the area of proposed Building B300 has been occupied by Buildings 222 and 223 that were constructed in 1942. These buildings were renovated with larger buildings sometime between 1971 and 2006. No details of these original buildings nor renovations were available.

The above data shows that the area of proposed Building 301 was previously occupied by a two-story hospital building (aka Building 245) that was constructed in 1942. This building was demolished sometime between 2011 and 2012 to make way for the current parking lot. No details of the building construction nor demolition were available.

January 28, 2025 Page 5 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

3.0 SUBSURFACE EXPLORATION DATA

We were provided with several previous geotechnical studies completed at the VA Facility. As part of our scope, we performed an additional subsurface investigation consisting of test pits in the areas of Buildings 300 and 301. The details of these investigations are discussed below.

3.1 Previous Subsurface Explorations

We were provided with the following previous Geotechnical Investigation Reports completed at the VA Facility:

Proposed Chapel dated October 20, 2013 by Applied Geotechnical Engineering, Medford OR

Replace Seismically Deficient DOM Building 206 dated December 15, 2014 by Marquess & Associates, Inc. Medford, OR

New Specialty Care (Building 201B) dated April 15, 2015 by Marquess & Associates, Inc.

Medford, OR

Seismic Project Book, White City Medical Center dated June 30, 2020 by Terracon Consultants, Portland, OR

Copies of these reports are included as Appendix E, for reference.

3.1.1 Previous Test Borings & Test Pits

The geotechnical investigations completed in the previous Geotechnical Investigation Reports are described in detail below:

Proposed Chapel dated October 20, 2013 by Applied Geotechnical Engineering, Medford OR o The subsurface investigation in this report consisted of three (3) test pits excavated to depths of 1.5 to 3.5 feet.

Replace Seismically Deficient DOM Building 206 dated December 15, 2014 by Marquess & Associates, Inc. Medford, OR o The subsurface investigation in this report consisted of two (2) test borings with standard penetration tests (SPTs) to depths of 19 and 20 feet.

New Specialty Care (Building 201B) dated April 15, 2015 by Marquess & Associates, Inc.

Medford, OR o The subsurface investigation in this report consisted of four (4) test borings with standard penetration tests (SPTs) to depths of 3.5 to 19 feet.

Seismic Project Book, White City Medical Center dated June 30, 2020 by Terracon Consultants, Portland, OR o The subsurface investigation in this report consisted of ten (10) test borings with standard penetration tests (SPTs) to depths of 31.5 feet, as well as shear wave velocity testing by means of seismic refraction.

January 28, 2025 Page 6 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

3.2 Test Pits

Our subcontractor, All-Terrain Excavating, White City, OR performed excavation of six (6) test pits (TP-1 through TP-6) in the areas of proposed Buildings 300 and 301 under our observation and direction of our licensed Geotechnical Engineer on July 30 and 31, 2024. The test pits were excavated to depths up to

6.2 feet below the existing ground surface grades using a CAT 304 backhoe. Test pits were backfilled upon completion for safety.

Figure 2, included at the end of this report, indicates the approximate test pit locations. Appendix A includes specific observations, remarks, and logs for the test pits; classification criteria; excavation methods; and sampling protocols. We will retain soil samples up to 45 days beyond the issuance of our final geotechnical report, unless you request other disposition.

January 28, 2025 Page 7 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

4.0 SOIL LABORATORY TESTING

4.1 Previous Soils Testing

The Terracon Geotechnical Investigation Report included some limited soil laboratory testing. One sample was testing for the amount of material passing the No. 200 sieve, which was 15.6 percent.

Atterberg Limit tests were performed on six (6) samples. Liquid Limits varied from 34 to 55. Plasticity Indices varied from 10 to 31.

4.2 Additional Soils Testing

We performed classification testing and hydraulic conductivity testing on several bulk samples obtained during the test pit investigation. Tests were performed in Corps Validated Laboratories. The results of our testing are presented in the Summary of Laboratory Tests in Appendix B.

4.2.1 Index Testing

Moisture content, Atterberg Limit, and gradation tests on several samples generally representative of the material in the upper six feet below the ground surface. These materials, which consisted of both existing fill and natural soils, generally varied from Clayey Sand with gravel (SC) to Poorly Graded Gravel with sand (GP-GM). Moisture contents in the natural soils ranged from 7.3 to 11.6 percent, Liquid Limits varied from 42 to 60, Plasticity Indices varied from 19 to 29, and the amount of material passing the No. 200 sieve varied from 6.3 to 12.0 percent. One sample of possible fill, (TP-6) exhibited a moisture content of

19.8 percent, Liquid Limit of 40, Plasticity Index of 19, and the amount of material passing the No. 200 sieve was 38.1 percent.

4.2.2 Hydraulic Conductivity Testing

We considered performing field infiltration testing by means of the double-ring infiltrometer ASTM D3385;

however in our experience, due to the large percentages of gravel and cobbles in the soil matrix (up to about 75%), sealing of the bottom of the rings to allow the soils to effectively saturate prior to performing the testing is very difficult, if not impractical. Additionally, the soil matrix contains high plasticity (i.e. high shrink-swell) silts and clays, which are the controlling factor in the soil's permeability.

So we performed hydraulic conductivity testing by means of a modified ASTM D5084 method using a flex-wall permeameter in the laboratory to determine the permeability characteristic of the soil. Testing was performed on several samples generally representative of the material in the upper six feet below the ground surface. The test results are summarized in the table below.

January 28, 2025 Page 8 Schnabel Engineering, LLC

Hydraulic Conductivity Results Sample

Location Soil Classification Hydraulic Conductivity (cm/sec)

TP-1 @ 3 ft Clayey Gravel with sand (GC) 4.6 E-6

TP-4 @ 5 ft Poorly Graded Gravel with sand

(GP-GC)

4.6 E-6

TP-5 @ 4 ft Poorly Graded Gravel with sand

(GP-GM)

7.7 E-6

TP-6 @ 2.5 ft Clayey Sand with Gravel (SC)

Possible FILL

3.4 E-7

The results obtained are considered to be reasonable, especially considering the presence of the high plasticity soils in the matrix.

January 28, 2025 Page 9 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

5.0 SITE GEOLOGY, SUBSURFACE CONDITIONS & DESIGN CONSIDERATIONS

Based on our review of the previous Geotechnical Investigation Reports and other geologic data, below is the general characterization of the areas associated with the proposed Buildings 300 and 301.

5.1 Site Geology

Based on review of the Open-file Report 0-93-13 Preliminary Geologic Map of the Eagle Point and Sams Valley Quadrangles, Jackson County, Oregon published by the Oregon Department of Geology and Mineral Industries, the project vicinity is mapped as Pleistocene Older Alluvium (Qoa3). The Pleistocene older alluvium is described as unconsolidated deposits of gravels and cobbles intermixed and locally interlayered with clay, silt, and sand. These soils are underlain by Tertiary (Paleogene) sedimentary bedrock, mapped as the Payne Cliffs Formation (Tpc); however, this formation is poorly mapped and have not been differentiated or correlated.

5.2 Generalized Subsurface Stratigraphy

Based on the test pit data completed by Schnabel Engineering, the areas of proposed Buildings 300 and 301 are underlain by Existing Fill to depths varying from 3.0 to 4.0 feet. The Existing Fill generally varied from firm density Clayey Sands with Gravel (SC) to Poorly Graded Gravels with sand (GP-GM).

In review of test boring data from other available Geotechnical Investigation Reports, the deepest borings previously drilled were to depths of 31.5 feet (in the Terracon report). The materials within these depths generally consisted of Alluvial deposits composed of dense to very dense Clayey Gravels with sand to depths of 26 feet or deeper. Below these Alluvial deposits were hard Lean Clays to Fat Clays starting at depths of 26 feet or deeper. These Lean Clays and Fat Clays are likely to be representative of underlying weathered Sedimentary rock.

5.3 Groundwater

Based on data from the available previous geotechnical investigations, groundwater is likely to be at depths varying from 27 to 30 feet below existing ground surface grades. Note, however, that temporary perched water above more clayey layers may be present at shallower depths, especially after heavy rainfalls.

The final design should anticipate the fluctuation of the hydrostatic water table depending on variations in precipitation, surface runoff, pumping, leaking utilities, stream levels, and similar factors.

5.4 Expansive Soils Potential

The primary factors which affect expansive soils are the availability of moisture and the amount and type of the clay-size particles in the soil, along with the density of the soil, and the surcharge pressure upon the soil. In general, the more clay-size particles of a particular type of soil, the more swell potential there will be.

Based on very limited soils laboratory testing, the soil encountered on site during the previous and current subsurface explorations predominately classified as granular material and had a fines content ranging from 6.3% to 38.1%. Plastic Indices (PI) ranging from 10 to 31. Based on this limited data, the soils are considered to have a medium to high expansive potential per UFC criteria.

January 28, 2025 Page 10 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

5.5 Seismic Hazards and Liquefaction Potential

Seismic hazards resulting from earthquake motions can include slope stability, liquefaction, and surface rupture due to faulting or lateral spreading. Liquefaction is a phenomenon where loose, granular soils below the water table experience a sudden reduction in shear strength due to the increased pore pressure in response to strong earthquake shaking over successive cycles of ground motion. Liquefaction of granular soil layers typically results in settlements in the form of depressions filled with water.

Review of the current Statewide Geohazards Viewer (HazVu) published by the Oregon Department of Geology and Mineral Studies (DOGAMI) available online at: https://gis.dogami.oregon.gov/hazvu/. The viewer categorizes the expected earthquake shaking from light, moderate, strong, very strong, severe and violent; and the landslide susceptibility from low, moderate, high, and very high.

For this project site:

Earthquake Liquefaction Hazard: Moderate Expected Earthquake Shaking: Very Strong Landslide Susceptibility (due to earthquake): Low to Moderate

5.6 Faults

The United States Geological Survey (USGS) Quaternary Fault and Fold Database of the United States published a report containing descriptions of nearby faults. Faults in the project vicinity include the Sky Lakes fault zone (Class A) No. 844. Published information obtained on May 19, 2020 pertaining to the fault zone is provided in the following table:

Sky Lakes fault zone (Class A) No. 844 Information Description Site Distance from Fault 29 miles east of project Length 85 km Strike (degrees) N18°W Sense of Movement Normal Dip Direction E; W Slip-Rate Category Less than 0.2 mm/yr Most Recent Prehistoric Deformation latest Quaternary (<15 ka)

Based on review of the available fault information, the depth to bedrock, and the site’s proximity to the nearest known faults, the risk of surface rupture due to ground faulting does not exist onsite.

5.7 Seismic Design Considerations

The Seismic Site Class and Seismic Site Coefficients were evaluated for this project according to the International Building Code (IBC) Section 1613 (2022) and ASCE 7-22 (per client’s request).

In the previous Geotechnical Investigation Report completed by Terracon, seismic refraction geophysical survey was performed to determine shear wave velocities to depths of 100 feet below existing ground surface. This investigation indicated an average shear wave velocity of about 2,900 ft/sec. From our review, it appears to be more on the order of 2,800 ft/sec.

January 28, 2025 Page 11 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

Based on Terracon’s evaluation, a Seismic Site Class C is recommended based on ASCE 7-16 criteria.

However based ASCE 7-22, a Seismic Site Class of BC (soft rock) is applicable.

Based on the ASCE on-line Seismic Hazard Tool, the following seismic design criteria should be considered for this project site with Seismic Design Category D:

Seismic Design Acceleration Parameters (IBC 2022 / ASCE 7-22)

Site Class

SS

(g)

S1 (g)

PGA

(g) Fa Fv FPGA

SDS

(g)

SD1

(g)

PGAM

(g)

Seismic Design Category (SDC)

RC I-IV

BC 0.71 0.33 0.32 1.256 1.5 1.2 0.43 0.23 0.32 II

January 28, 2025 Page 12 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

IS RECOMMNEDED.

6.0 PRELIMINARY PAVEMENT RECOMMENDATIONS

As requested in the scope, preliminary pavement section designs were performed for the project.

Pavement sections were performed in accordance with the Corps of Engineers design criteria using the Pavement Design and Evaluation Software PCASE 7.0.6 and based on UFC 3-250-01 Pavement Design for Roads and Parking Areas, considering a 20-year design life.

The following assumptions were made for this analysis:

60,000 ESALs, including 2% HS20 trucks CBR design value of 30 for Clayey Gravel with sand (NOTE: given the large amount of gravel sized material in the soil matrix, this value is believed to be reasonable provided the soils are adequately compacted)

Preliminary pavement sections are noted below. PCase pavement calculations are included in Appendix C.

6.1 Flexible Pavements

The following pavement section was determined (min. subgrade design CBR=30):

Type Depth of Layer (inches)

Asphalt Surface Course, ODOT 3.0 inches

Dense Graded Aggregate Base Course, ODOT 4.0 inches

6.2 Rigid Pavements

The following pavement section considers a concrete strength of 4,500 psi (650 psi flex).

4,500 psi Concrete, ODOT 6.0 inches

Dense Graded Aggregate Base Course, ODOT 4.0 inches

6.3 General Pavement Considerations

New soil fill should be placed in layers not exceeding 8-inches in loose thickness and be compacted to at least 95 percent of maximum dry density per ASTM D1557 (Modified Proctor). The Dense Graded Aggregate Base course should be compacted to at least 100 percent of maximum dry density according to ASTM D1557, Modified Proctor.

Adequate control of surface drainage will be a very important consideration for the overall performance of this pavement design. The area surrounding pavements should be graded to direct surface water away from paved areas. Utility excavations within pavement areas should be backfilled with compacted structural fill.

January 28, 2025 Page 13 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

Note that rigid (concrete) pavement is recommended for areas that will receive forklift traffic, due to the high point loading of these vehicles and the potential to rut asphalt pavement surfaces. The rigid pavement sections recommended above are for unreinforced plain Portland Cement Concrete (PCC).

We also recommend that reinforced PCC pavement be used in dumpster pad and dumpster approach pad areas. These pads should also be designed based on a modulus of subgrade reaction value, k, of 200 pci.

January 28, 2025 Page 14 Schnabel Engineering, LLC Project 24190044.000 ©2025 All Rights Reserved

7.0 LIMITATIONS

We based the data submitted in this report on the information revealed by available explorations.

This report has been prepared to aid in the evaluation of this site and to assist in the design of the project.

It is intended for use concerning this specific project. We have endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report or other instrument of service.

January 28, 2025 Schnabel Engineering, LLC

FIGURES

Figure 1: Proposed Development

Figure 2: Test Pit Location Plan

GENERAL PROGRAM OVERVIEW

Package 1 Design-Build

• Construction of new Support Building B300, new Primary & Specialty Care Building B301, and associated connecting corridors (total

190,800 GSF)

• Construction of new surface parking lot (188 spaces)

• Demolition of existing buildings and connecting corridors (total 46,500 GSF), and existing parking lots

Veterans Affairs Facility Legend

800 ft

N

N

NB-2

NB-1

TP-3

TP-1 TP-2

TP-4

TP-6

TP-5

NB-3

NB-4

Geotechnical Investigation

Description Quantity

APPENDIX A

SUBSURFACE EXPLORATION DATA

General Notes for Subsurface Exploration Logs Identification of Soil Test Pit Logs, TP-1 through TP-6

GENERAL NOTES FOR

SUBSURFACE EXPLORATION LOGS

1. Visual classification of soil is in accordance with terminology set forth in “Identification of Soil.”

The ASTM D2487 group symbols (e.g., CL) shown in the classification column are based on visual observations.

2. Estimated water levels indicated on the logs are only estimates from available data and may vary with precipitation, porosity of the soil, site topography, and other factors.

3. The logs and related information depict subsurface conditions only at the specific locations and at the particular time when drilled or excavated. Soil conditions at other locations may differ from conditions occurring at these locations. Also, the passage of time may result in a change in the subsurface soil and water level conditions at the subsurface exploration location.

4. The stratification lines represent the approximate boundary between soil and rock types as obtained from the subsurface exploration. Some variation may also be expected vertically between samples taken. The soil profile, water level observations and penetration resistances presented on these logs have been made with reasonable care and accuracy and must be considered only an approximate representation of subsurface conditions to be encountered at the particular location.

IDENTIFICATION OF SOIL

I. DEFINITION OF SOIL GROUP NAMES (ASTM D2487) SYMBOL GROUP NAME

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

Gravels – More than 50% of coarse fraction retained on No. 4 sieve Coarse, ¾” to 3” Fine, No. 4 to ¾”

Clean Gravels Less than 5% fines

GW WELL GRADED

GRAVEL

GP POORLY GRADED

GRAVEL

Gravels with fines More than 12% fines

GM SILTY GRAVEL

GC CLAYEY GRAVEL

Sands – 50% or more of coarse Fraction passes No. 4 sieve Coarse, No. 10 to No. 4 Medium, No. 40 to No. 10 Fine, No. 200 to No. 40

Clean Sands Less than 5% fines

SW WELL GRADED

SAND

SP POORLY GRADED

SAND

Sands with fines More than 12% fines

SM SILTY SAND

SC CLAYEY SAND

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

Silts and Clays – Liquid Limit less than 50 Low to medium plasticity

Inorganic CL LEAN CLAY

ML SILT

Organic OL ORGANIC CLAY

ORGANIC SILT

Silts and Clays – Liquid Limit 50 or more Medium to high plasticity

Inorganic CH FAT CLAY

MH ELASTIC SILT

Organic OH ORGANIC CLAY

ORGANIC SILT

Highly Organic Soils Primarily organic matter, dark in color and organic odor PT PEAT

II. DEFINITION OF SOIL COMPONENT PROPORTIONS (ASTM D2487)

Examples

Adjective Form

GRAVELLY

SANDY

>30% to <50% coarse grained component in a fine-grained soil

GRAVELLY LEAN CLAY

CLAYEY

SILTY

>12% to <50% fine grained component in a coarse-grained soil

SILTY SAND

“With” WITH GRAVEL

WITH SAND

>15% to <30% coarse grained component in a fine-grained soil

FAT CLAY WITH GRAVEL

WITH GRAVEL

WITH SAND

>15% to <50% coarse grained component in a coarse-grained soil

POORLY GRADED GRAVEL WITH SAND

WITH SILT

WITH CLAY

>5% to <12% fine grained component in a coarse-grained soil

POORLY GRADED SAND WITH SILT

III. GLOSSARY OF MISCELLANEOUS TERMS

SYMBOLS .......................... Unified Soil Classification Symbols are shown above as group symbols. A dual symbol “-” indicates the soil belongs to two groups. A borderline symbol “/” indicates the soil belongs to two possible groups.

FILL ........................................ Man-made deposit containing soil, rock and often foreign matter.

PROBABLE FILL ................... Soils that contain no visually detected foreign matter but which are suspect with regard to origin.

DISINTEGRATED ROCK

(DR)

Residual materials with a standard penetration resistance (SPT) between 60 blows per foot and refusal. Refusal is defined as an SPT of 100 blows for 2" or less penetration.

PARTIALLY WEATHERED

ROCK (PWR)

Residual materials with a standard penetration resistance (SPT) between 100 blows per foot and refusal. Refusal is defined as an SPT of 100 blows for 2" or less penetration.

BOULDERS & COBBLES ...... Boulders are considered rounded pieces of rock larger than 12 inches, while cobbles range from 3 to 12-inch size.

LENSES.................................. 0 to ½-inch seam within a material in a test pit.

LAYERS ................................. ½ to 12-inch seam within a material in a test pit.

POCKET ................................. Discontinuous body within a material in a test pit.

MOISTURE CONDITIONS...... Wet, moist or dry to indicate visual appearance of specimen.

COLOR ................................... Overall color, with modifiers such as light to dark or variation in coloration.

EL

EV

AT

IO

N

-1

-2

-3

-4

-5

DE

PT

H

STRATUM

SY

M

BO

L

U

SC

S

GP-

GM

U N

IT

MATERIAL DESCRIPTION

0.0 - 0.8 : Topsoil, dry, gray

0.8 - 2.6 : FILL, sampled as WELL GRADED SILTY, SANDY GRAVEL WITH COBBLES, coarse gravel 3/4in - 3in, subrounded to rounded par cles;

moist, light brown to gray, piece of wood with nails found in top 2 feet. Cobbles are up to 4-inches

2.6 - 3.0 : Possible coarse base ll consis ng of angular cobbles

3.0 - 5.0 : POORLY GRADED SILTY, SANDY GRAVEL,

moist, dark brown to brown, low to medium plas city, very dense

SAMPLE DATA

W

AT

ER

DESCRIPTION

24 in 3.0-5.0

LAB DATA

MC LL PI

#200

REMARKS

Test Pit

LOG

Project:

Client:

Loca on:

VA Center Upgrades SS&A Design Collec ve White City, OR

Test Pit ID:

Project Number:

TP-1

24190044

Contractor: All Terrain Excava ng Date Started: 07/30/2024 Groundwater Observa ons Contractor Foreman: Junior Conchas Schnabel Representa ve: Anna Casady Equipment: CAT-304 Backhoe

Date Ended: 07/30/2024 Coordinate System:

Lat: 42.441553 Long: 122.842072

During Excava on:

Comple on: Dry

Method: Test Pit Text Pit Eleva on: Total Depth: 5.0

Bo om of test pit at 5 . Test Pit terminated at selected depth. Test pit back lled with excavated material upon comple on. Sheet 1 of 1

7.3 42 19 12.0

AT

IO

N

-1

-2

-3

-4

-5

-6

DE

PT

H

STRATUM

SY

M

BO

L

U

SC

S

GC

U N

IT

MATERIAL DESCRIPTION

0.0 - 1.0 : Topsoil, dry, dark brown, irriga on lines were moved out of the way, roots present

1.0 - 2.5 : FILL, sampled as SILTY, SANDY GRAVEL, ne gravel 1/4in - 3/4in, angular par cles; moist, dark brown to black

2.5 - 4.0 : FILL, sampled as GRAVEL WITH SILT AND SAND, coarse gravel 3/4in - 3in, angular par cles; moist, dark brown

4.0 - 6.0 : CLAYEY GRAVEL WITH SAND, coarse gravel 3/4in - 3in, subrounded to rounded par cles; moist, light brown, medium to high plas city, very dense

SAMPLE DATA

W

AT

ER

DESCRIPTION

LAB DATA

MC LL PI

#200

REMARKS

3.0 - 3.5 : A 6-inch abandoned concrete pipe was encountered.

Test Pit

LOG

Project:

Client:

Loca on:

VA Center Upgrades SS&A Design Collec ve White City, OR

Test Pit ID:

Project Number:

TP-2

24190044

Contractor: All Terrain Excava ng Date Started: 07/30/2024 Groundwater Observa ons Contractor Foreman: Junior Conchas Schnabel Representa ve: Anna Casady Equipment: CAT-304 Backhoe

Date Ended: 07/30/2024 Coordinate System:

Lat: 42.441703 Long: 122.841878

During Excava on:

Comple on: dry

Method: Test Pit Text Pit Eleva on: Total Depth: 6.0

Bo om of test pit at 6 . Test Pit terminated at selected depth. Test pit back lled with excavated material upon comple on. Sheet 1 of 1

AT

IO

N

-1

-2

-3

-4

-5

-6

DE

PT

H

STRATUM

SY

M

BO

L

U

SC

S

GP-

GM

U N

IT

MATERIAL DESCRIPTION

0.0 - 0.5 : Topsoil, moist to wet, dark brown, geosynthe c tex le separated topsoil from ll, likely for landscaping needs.

0.5 - 4.0 : FILL, sampled as SILTY GRAVEL WITH COBBLES, coarse gravel 3/4in - 3in, rounded par cles; wet, dark brown

4.0 - 4.4 : POORLY GRADED SILTY, SANDY GRAVEL

WITH COBBLES, subrounded to rounded par cles;

brown, dense

SAMPLE DATA

W

AT

ER

DESCRIPTION

LAB DATA

MC LL PI

#200

REMARKS

0.0 - 2.5 : small amount of standing water seen in the ditch, water encountered 2.5 below upper level, 0.5 below bo om level of ditch.

Landscaping fabric encountered at

0.5 separa ng topsoil from ll.

Test Pit

LOG

Project:

Client:

Loca on:

VA Center Upgrades SS&A Design Collec ve White City, OR

Test Pit ID:

Project Number:

TP-3

24190044

Contractor: All Terrain Excava ng Date Started: 07/30/2024 Groundwater Observa ons Contractor Foreman: Junior Conchas Schnabel Representa ve: Anna Casady Equipment: CAT-304 Backhoe

Date Ended: 07/30/2024 Coordinate System:

Lat: 42.441839 Long: 122.842031

During Excava on:

Comple on:

2.5

Method: Test Pit Text Pit Eleva on: Total Depth: 4.4

Bo om of test pit at 4.4 . Test Pit terminated at refusal. Test pit back lled with excavated material upon comple on. Sheet 1 of 1

AT

IO

N

-1

-2

-3

-4

-5

-6

DE

PT

H

STRATUM

SY

M

BO

L

U

SC

S

GP-

GC

U N

IT

MATERIAL DESCRIPTION

0.0 - 1.5 : Topsoil, moist, dark brown to brown, with tree roots

1.5 - 3.5 : FILL, sampled as CLAYEY GRAVEL WITH SAND WITH COBBLES, moist, brown, pieces of brick observed with some organics and roots in ll

3.5 - 5.2 : POORLY GRADED CLAYEY GRAVEL WITH

SAND WITH COBBLES, subrounded par cles;

moist, light brown, medium to high plas city, very dense, cobbles under 6-inches

SAMPLE DATA

W

AT

ER

DESCRIPTION

6 in 4.5-5.0

LAB DATA

MC LL PI

#200

REMARKS

Test Pit

LOG

Project:

Client:

Loca on:

VA Center Upgrades SS&A Design Collec ve White City, OR

Test Pit ID:

Project Number:

TP-4

24190044

Contractor: All Terrain Excava ng Date Started: 07/31/2024 Groundwater Observa ons Contractor Foreman: Junior Conchas Schnabel Representa ve: Anna Casady Equipment: CAT-304 Backhoe

Date Ended: 07/31/2024 Coordinate System:

Lat: 42.440911 Long: 122.837528

During Excava on:

Comple on: dry

Method: Test Pit Text Pit Eleva on: Total Depth: 5.2

Bo om of test pit at 5.2 . Test Pit terminated at selected depth. Test pit back lled with excavated material upon comple on. Sheet 1 of 1

9.1 51 23 11.1

AT

IO

N

-1

-2

-3

-4

-5

-6

DE

PT

H

STRATUM

SY

M

BO

L

U

SC

S

GC

U N

IT

MATERIAL DESCRIPTION

0.0 - 0.5 : Crushed stone, angular to subangular par cles; dry, gray, 3/4-inch clean gravel

0.5 - 3.0 : FILL, sampled as CLAYEY GRAVEL WITH SAND WITH COBBLES, subrounded to rounded par cles; moist, brown, pieces of brick observed, cobbles up to 4-inches

3.0 - 6.2 : CLAYEY GRAVEL WITH SAND WITH

COBBLES, subrounded to rounded par cles; moist, light brown, medium to high plas city, cobbles up to 6-inches

SAMPLE DATA

W

AT

ER

DESCRIPTION

24 in 4.0-6.0

LAB DATA

MC LL PI

#200

REMARKS

Test Pit

LOG

Project:

Client:

Loca on:

VA Center Upgrades SS&A Design Collec ve White City, OR

Test Pit ID:

Project Number:

TP-5

24190044

Contractor: All Terrain Excava ng Date Started: 07/30/2024 Groundwater Observa ons Contractor Foreman: Junior Conchas Schnabel Representa ve: Anna Casady Equipment: CAT-304 Backhoe

Date Ended: 07/30/2024 Coordinate System:

Lat: 42.441417 Long: 122.836864

During Excava on:

Comple on: dry

Method: Test Pit Text Pit Eleva on: Total Depth: 6.2

Bo om of test pit at 6.2 . Test Pit terminated at refusal. Test pit back lled with excavated material upon comple on. Sheet 1 of 1

11.6 60 29 6.3

AT

IO

N

-1

-2

-3

-4

-5

-6

DE

PT

H

STRATUM

SY

M

BO

L

U

SC

S

U N

IT

MATERIAL DESCRIPTION

0.0 - 1.0 : Topsoil, moist, brown, with roots

1.0 - 3.0 : FILL, sampled as CLAYEY GRAVEL WITH SAND, ne gravel 1/4in - 3/4in, subangular to subrounded par cles; moist, brown, coarse sand to ne gravel

3.0 - 3.4 : CLAYEY SAND with gravel, coarse gravel 3/4in - 3in, subrounded to rounded par cles; moist, gray with mo led orangeish brown, medium to high plas city, possibly ll

3.4 - 5.0 : GRAVELLY COBBLES WITH CLAY AND

SAND, ne to coarse grained gravel, subrounded to rounded par cles; moist, light brown, medium to high plas city, very dense, 4-inch cobbles

SAMPLE DATA

W

AT

ER

DESCRIPTION

0 in

3.2-3.2

12 in 4.0-5.0

LAB DATA

MC LL PI

#200

REMARKS

4.4 - 5.0 : Water encountered at

4.4 feet at the trench end closest to the sidewalk. Possible perched water.

The bo om of the trench was moist in the middle.

Test Pit

LOG

Project:

Client:

Loca on:

VA Center Upgrades SS&A Design Collec ve White City, OR

Test Pit ID:

Project Number:

TP-6

24190044

Contractor: All Terrain Excava ng Date Started: 07/31/2024 Groundwater Observa ons Contractor Foreman: Junior Conchas Schnabel Representa ve: Anna Casady Equipment: CAT-304 Backhoe

Date Ended: 07/31/2024 Coordinate System:

Lat: 42.441231 Long: 122.836708

During Excava on:

Comple on:

4.4

Method: Test Pit Text Pit Eleva on: Total Depth: 5.0

Bo om of test pit at 5 . Test Pit terminated at selected depth. Test pit back lled with excavated material upon comple on. Sheet 1 of 1

19.8 40 19 38.1

APPENDIX B

SOIL LABORATORY TEST DATA

Summary of Laboratory Tests Gradation Curves Atterberg Limits Hydraulic Conductivity Tests

TP-1

3.0 - 5.0

Bulk

CLAYEY GRAVEL WITH SAND (GC), light brown 7.3 42 23 19 64.3 12.0

TP-4

5.0

Bulk

POORLY GRADED GRAVEL WITH SAND

(GP-GC), brown 9.1 51 28 23 62.3 11.1

TP-5

4.0 - 6.0

Bulk

POORLY GRADED GRAVEL WITH SAND

(GP-GM), brown 11.6 60 31 29 71.1 6.3

TP-6

2.5 - 3.5

Bulk

CLAYEY SAND WITH GRAVEL (SC), dark brown 19.8 40 21 19 17.0 38.1

Sample Depth ft

Elevation ft

VA Center

White City, OR

Sample Type

Sheet 1 of 1

Description of Soil Specimen

Project Number: 24190044.000

Notes:

Boring No.

Summary Of Laboratory Tests Appendix

1. Soil tests in general accordance with ASTM standards.

2. Soil classifications are in general accordance with ASTM D2487(as applicable), based on testing indicated and visual classification.

3. Key to abbreviations: NP=Non-Plastic; -- indicates no test performed.

4. ASTM Methods: Natural Moisture D2216, Atterberg D4318, Gradation D6913 Project:

D Y

N A

M

IC

L A

B S

U M

M A

R Y

.G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2

P la st ic it y

In d ex

R et ai n ed

N o

S ie ve

P la st ic

L im it

L iq u id

L im it

P as si n g

N o

S ie ve

N at u ra l M o is tu re

0 20 40 60 80 100

P

LA

S T

IC

IT

Y I

N D

E X

ATTERBERG LIMITS

LIQUID LIMIT

TP-1

TP-4

TP-5

TP-6

ML

DescriptionFinesPIPLLLSpecimen

PLOTTED DATA REPRESENTS SOIL PASSING NO. 40 SIEVE

CLAYEY GRAVEL WITH SAND (GC), light brown

POORLY GRADED GRAVEL WITH SAND (GP-GC), brown

POORLY GRADED GRAVEL WITH SAND (GP-GM), brown

CLAYEY SAND WITH GRAVEL (SC), dark brown

3.0 - 5.0 ft

5.0

4.0 - 6.0 ft

2.5 - 3.5 ft

CL

CH

MHMHCL-ML

"A" L

INE

Project: VA Center

White City, OR

Contract: 24190044.000A T

T E

R B

E R

G _L

IM

IT

S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/1

/2

0.0010.010.1110100

16 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

2.504 23.7

%Silt %Clay

ASTM D6913

PI

20.25

D10 %Gravel

64.3

%Sand

12.0

D30

Sample Description

TP-1 1923

D100 D60

CLAYEY GRAVEL WITH SAND (GC), light brown

Specimen LL PL

CM

Tested Date

BD

Tested By

8/14/24

Calc by

U.S. SIEVE OPENING IN INCHES

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

3.0 - 5.0 ft

Project: VA Center

White City, OR

Contract: 24190044.000S

IE

V E

/S

H E

E T

.G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2 fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

12.0

13.2

14.6

17.6

19.7

23.1

28.0

35.7

3/8"

45.4

1/2"

50.4

3/4"

58.7

1.0"

64.3

1.5"

78.5

0.0010.010.1110100

16 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

1.817 26.6

%Silt %Clay

ASTM D6913

PI

18.001

D10 %Gravel

62.3

%Sand

11.1

D30

Sample Description

TP-4 2328

D100 D60

POORLY GRADED GRAVEL WITH SAND (GP-GC), brown

Specimen LL PL

CM

Tested Date

BD

Tested By

8/14/24

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

5.0 ft

Project: VA Center

White City, OR

Contract: 24190044.000S

IE

V E

/S

H E

E T

.G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2 fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

11.1

11.6

12.5

13.9

16.6

22.1

31.0

37.7

3/8"

47.4

1/2"

51.9

3/4"

61.2

1.0"

68.2

84.3

0.0010.010.1110100

16 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

5.104 22.6

%Silt %Clay

ASTM D6913

PI

21.193

D10

0.454

%Gravel

71.1

%Sand

6.3

D30

Sample Description

TP-5 2931

D100 D60

POORLY GRADED GRAVEL WITH SAND (GP-GM), brown

Specimen LL PL

CM

Tested Date

BD

Tested By

8/14/24

Calc by

U.S. SIEVE OPENING IN INCHES

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

4.0 - 6.0 ft

Project: VA Center

White City, OR

Contract: 24190044.000S

IE

V E

/S

H E

E T

.G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2 fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

06.3

06.6

07.1

08.1

09.6

13.8

21.9

28.9

3/8"

39.5

1/2"

45.5

3/4"

55.9

1.0"

66.2

80.0

0.0010.010.1110100

16 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

44.9

%Silt %Clay

ASTM D6913

PI

0.894

D10 %Gravel

17.0

%Sand

38.1

D30

Sample Description

TP-6 1921

D100 D60

CLAYEY SAND WITH GRAVEL (SC), dark brown

Specimen LL PL

CM

Tested Date

BD

Tested By

8/14/24

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

2.5 - 3.5 ft

Project: VA Center

White City, OR

Contract: 24190044.000S

IE

V E

/S

H E

E T

.G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2 fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

38.1

39.9

42.9

47.5

53.0

59.3

71.2

83.0

3/8

93.4

1/2

94.8

3/4

94.8

1.0

100.0

Client: Schnabel Engineering, LLC.

Project Name: VA Center Project Location: White City, OR

GTX #: 319671

Start Date: Tested By: jbh End Date: Checked By: mcm Boring Test #: K-1 Sample #:

Depth:

Visual Description:

TP-1

3 ft Moist, very dark brown clayey gravel with sand

Sample Type: remolded Permeant Fluid: de-aired tap water Orientation: Vertical Cell #: P1

Sample Preparation:

Height, in Diameter, in Area, in2

Volume, in3

Mass, g Bulk Density, pcf Moisture Content, % Dry Density, pcf Degree of Saturation, %

B COEFFICIENT DETERMINATION

Cell Pressure, psi: 90 Pressure Increment,…