WHITE CITY VA SORCC D-B RFP - VOLUME 3 - App B and H - 25 SEP 2025.pdf

New Construction and Seismic Upgrades For White City Veterans Affairs

Southern Oregon Rehabilitation Center and Clinics Design-Build Request For Proposal for B300 and B301

REQUEST FOR PROPOSAL VOLUME 3 - APPENDICES

25 SEPTEMBER 2025

Contract No. W912DY20D0054 / Task Order No. W9127N24F0032

A/E Project No. 2024-004 g2vasjbr Stamp

TABLE OF CONTENTS i

VOLUME 3 - APPENDICES

TABLE OF CONTENTS

A. Memorandum Zero Greenhouse Gas Emissions

B. Supporting Site Plan and Infrastructure Information

C. Memorandum Physical Security B300 and B301

D. Memorandum PSRDM Technical Direction Clarification 1

E. ICT Workbook

G. Fire Flow Test

H. Geotechnical Report

I. Memorandum Building Classification

J. Finish Standards

K. Technology Responsibility Matrix

L. White City VA EA

M. Sole Source Items

P. Architectural Aesthetic

Q. Owners Project Requirements

R. Site Photos

S. Water Report

T. NFPA 99 Risk Assessment

U. Hazardous Materials Survey

W. Memorandum Interstitial Space and MRI g2vasjbr Highlight B. Supporting Site Plan and Infrastructure Information g2vasjbr Highlight H. Geotechnical Report

B – SUPPORTING SITE PLAN AND INFRASTRUCTURE INFORMATION

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved Project Director:

VA FORM 08 - 6231

A

DRAFT RFP REVIEW

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

TEAM STAMP

7 8 9 10321 4 5 6

C U s e rs \g v a s m a p

\O n e

D ri v e

U

S A rm y C o rp s o f E n g in e e rs

\D o c u m e n ts

\W h it e

C it y \R e v it F ile s \S

O R

C C

D e v e lo p a b le

A re a

C E

N T

R A

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/1

/2

:1

:3

P M

A6-1

Site Access and Logistics

Revisions: Date:

Existing Detention Pond Location

Developable Area for Expansion

Field Offices, Parking and Laydown Area #1

B301 and Lot B Developable Area

(See Sheet A3)

Temp Parking

Developable Area (See

Sheet A6-4)

B300 Developable Area (See sheet A6-2)

Temp Corridor Connection

RP1RP2

RP3

RP4

RP5

RP6

RP7

RP8

RP9

DECIMAL REFERENCE POINTS (RPs)

RP1 42.441363, -122.843294

RP2 42.441132, -122.843537

RP3 42.440036, -122.843269

RP4 42.439636, -122.842715

RP5 42.439714, -122.841087

RP6 42.445822, -122.839887

RP7 42.446462, -122.838956

RP8 42.445580, -122.837711

RP9 42.445023, -122.838404

RP

Developable Area

Contractor Laydown, Field Office, or Parking

Laydown Area #2

Temporary Parking Developable Area

Temporary Connector and Utility Developable Area

Contractor Site Access In and Out (Shared with VA)

Temporary Site Access for Temporary Lot Construction

Construction Access Only

Reference Point

GENERAL NOTES:

1. Maximize laydown space as needed, restore to existing condition after use.

2. 200A panel available for Contractor Use in the Laydown Area #1 location.

3. Maintain Access to the brush pile near Laydown Area #2 for VA Grounds keeping.

4. Construction Access only road can be shut down once one way through access is provided from the front dropoff of building 201/201A to Avenue J.

5. Patient and Staff Access point through the entrance to campus is not for Contractor or Construction access. Access may only be granted on a case by case basis as determined by the Contracting Officer.

6. Contractor parking onsite is only allowed in the areas designated for Contractor use unless approved by the Contracting Officer.

7. No Left turn onto highway from Contractor In and Out access.

8. Damage/wear caused to existing features (e.g. roads, buildings, vegetation, and etc.)

shall be repaired by the Contractor at no additional expense to the Government.

9. Reference Volume 01 SECTION 01 10 10.00 25 CONTRACTOR'S OPERATIONS AND REQUIREMENTS of this RFP for additional requirements.

10. Expand Retention pond as needed, reference Volume 01 SECTION 01 57 19.00 TEMPORARY ENVIRONMENTAL CONTROLS, and Volume 2A for Stormwater Requirements.

11. Provide immediate access to VA FMS, VA Police, and local first responders throughout all Contractor occupied areas.

12. Plant 2 trees for every one removed within the developable area.

VA Brush Pile

LEGEND:

1 Patient and Staff Access NOT

FOR CONSTRUCTION,

Contractor In/Out Access

Construction Site Access and Logistics

Not to Scale

201A

A venue J

CORRECTED FINAL RFP

REVIEW

A1

No disturbance allowed

Potential Natural gas routing area g2vasjbr Rectangle g2vasjbr Snapshot

S

S

S S

S

'C

L F

'C

L F

R a m p U p R a m p U p

S t e p s

D o w n

S t e p s

D o w n

S t e p s

D o w n

Ramp Up

Ramp UpRamp Up

Ramp Up

Ramp Up

Bench

S ig n

HP HP

HP

HPHP

D D D

Building 224

Building 223

Building 222

Building 221A

Building 225A

CB100

CB101

Dock

HP

HP

CB130

CB433

CB432

CB428

CB425

MH426

CB427

CB116

CB423

MH424

CB121

MH126

CB124

BIKE RACK

BIKE RACK

CB429

CB113

MH431

CB120

CB112

HP

MH409

MH410

CB558

CB415

MH414

CB411

MH407

MH406

CB408

CB404

MH403

MH402

CB401

Fire Ext.Fire Ext.

Sign

CB416CB417CB418

CB107

CB106

CB421

CB108

CB109

CB110

CB111

V o lle y b a ll N e t

IE

8" P

V C =1329.17

CB20

CB419

MH398

CB361 CB360

CB162

MH435

CB422

CB163

GATE

GATE

MH593

CB413

MH420

SD595

S

IG

N

SIGN

SD VALVES

CB412

RADIO ANTENNA

RADIO ANTENNA

th A v e n u e th A v e n u e

Parking Area M

P a rk in g A re a

L

Parking Area M

Kelly Road

Kelly Road

HP

Ramp

Bike Rack

CB125

HP

HP

HP

HP HP

HP HP

SD Pump Sta

HPHP

HP

HP

HP

Ramp

Ramp

HP HP

HP

CB399

CB405

B

IK

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A C

K B

IK

E

R A

C K

DISC E

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved Project Director:

VA FORM 08 - 6231

A

DRAFT RFP REVIEW

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

TEAM STAMP

7 8 9 10321 4 5 6

C U s e rs \g v a s m a p

\O n e

D ri v e

U

S A rm y C o rp s o f E n g in e e rs

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\W h it e

C it y \R e v it F ile s \S

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A6-2

B300 DEVELOPABLE AREA

Revisions: Date:

g2vasmap Polygon g2vasmap Polygon g2vasmap Rectangle g2vasmap Text Box Developable Area g2vasmap Rectangle g2vasmap Text Box Temporary Connector Developable Area g2vasmap Text Box

GENERAL NOTES:

1. Maintain Corridor access between Building 225A and B221A at all times, construct temporary corridors as needed.

2. Maintain all life safety features (e.g. egress, fire suppression, fire alarm, fire barriers, and etc.) of adjacent buildings during construction of B300.

3. Maintain ABA access of adjacent buildings during construction.

4. Maintain B224 access, ABA compliance, egress, and utilities during construction.

5. Maintain B224 utilities for building maintenance through construction, refer to Volume 01 SECTION 01 11 00.00 99 SUMMARY OF WORK.

6. Ensure fully uninterrupted utilities of all adjacent buildings throughout construction of B300.

7. Use of parking outside the developable area or laydown spaces is not permitted unless approved by the Contracting Officer.

8. Reference Volume 01 SECTION 01 10 10.00 25 CONTRACTOR'S OPERATIONS AND REQUIREMENTS of this RFP for additional requirements.

g2vasmap Arrow g2vasmap Text Box Contractor Site Access In and Out (Shared with VA) g2vasmap PolyLine g2vasmap PolyLine g2vasmap Text Box

LEGEND:

g2vasmap Text Box Scale: 1" = 30' g2vasmap Text Box g2vasmap Text Box

CC222

g2vasmap Text Box

CC222

g2vasmap Text Box

CC222

g2vasmap Text Box

CC225

g2vasmap Text Box

CC223

g2vasmap Text Box

CC224

g2vasmap Text Box Building 206 g2vasmap Text Box Building 205A g2vasmap Text Box Building 204A g2vasmap Text Box Building 203A g2vasmap Text Box Parking Lot N g2vasmap Text Box Parking Lot M g2vasmap Architect

CORRECTED FINAL RFP REVIEW

g2vasmap Architect A2 g2vasjbr Rectangle g2vasjbr Snapshot

S

S

S

S S

S

E x is tin g

B u ild in g

Existing Building

Ramp Up

R a m p

U p

Ramp Up

Ramp Up

Ramp Up

Ramp Up

Ramp Up

R a m p

U p

Ramp Up

G ra v e l A re a

P a rk in g

"G

R a m p

U p

S p e e d

B u m p

S p e e d

B u m p

S te p s

C a tw a lk

Ramp Up

Ramp Up

S te p s

Ramp Up

S te p s

D o w n

Ramp Up

Steps

Down

C o ve re d

P a tio

B e n ch

Bench Bench Bench

B e n ch

B e n ch

BenchBench

Bench

Bench

B e n c h

B e n c h

Bench

Grapevines

Grapevines

Sign

S ig n

S ig n

Sign sign

Sign

Sign

S ig n

S

IG

N

S

IG

N

SIGN

SIGN

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S i g n

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HP

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D

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B u ild in g

B u ild in g

A

Building 212

Building 213

Building 211

B u ild in g

W tr V lt

P

P

P

P

P

P

P

PP

M otorcycle

M otorcycle

MH7

MH2

MH3

CB4

CB1

CB11

CB12 CB13

C B10

C B

CB14

CB15

CB18

CB495

CB492

MH494

MH493

CB497

CB496

MH16

MH506

CB507

MH508

CB687

CB675CB674

CB488

CB509

MH482

7' w oo d fe nc e

ACS491

MH150

CB 152

CB 153

CB686

CB17

MH151

CB147

CB146

CB145

CB501

CB502

CB504

CB148

CB149

CB685

CB691CB510

CB653

CB652

MH54

CB654

CB644

CB645

CB646

CB57

CB649

CB58

CB651

CB489

CB636

TMH637

CB638

MH632

TMH72-634

MH643

CB485

CB486

CB678

MH63 CB500

CB499

CB61 CB62

F O

U ND

AT ION

, P AR TI AL LY BU

RIE D

MH655

CB53

MH681

MH682

MH683

MH679

CB680

CB677

CB487

MH647

MH648

CB9

MH642

CB154

CB490

MH55

MH684

CB6

HP

MH498

HP

HP

SHED

TUNNEL

ACCESS

H P

CB905

HP

VAULT

MH650

ACS676

HP

R aised Planters

HP

HP

HP

HP

HP

HP

White Road

Parking Area F

Parking Area E

P a rk in g A re a

O

P a rk in g A re a G

P a rk in g A re a G

P a rk in g A re a

O

P a rk in g A re a

O Parking Area E

V e te ra n s M e m o ria l D riv e

A v e n u e J

A v e n u e J

Avenue N

MH505

CB503

CB5

PANEL 201A

PANEL O

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved Project Director:

VA FORM 08 - 6231

A

DRAFT RFP REVIEW

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

TEAM STAMP

7 8 9 10321 4 5 6

C U s e rs \g v a s m a p

\O n e

D ri v e

U

S A rm y C o rp s o f E n g in e e rs

\D o c u m e n ts

\W h it e

C it y \R e v it F ile s \S

O R

C C

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A6-3

B301 DEVELOPABLE AREA

Revisions: Date:

B301 Developable Area g2vasmap Polygon g2vasmap Text Box

GENERAL NOTES:

1. Contractor must do the following prior to closing off Lots G&O:

a. Provide one way access from Veterans Memorial Drive to Avenue J.

b. Construct parking (to include proper percentage of ABA compliant space in accordance with VA TIL criteria) equal to the amount of parking spaces lost in Lots G&O and street parking along Avenue J and Avenue N due to Construction. Parking must be constructed in the temporary parking area or B301/Lot B's developable area. See Attachment A6-4 for temporary parking developable area.

2. Temporary MRI location shown is approximately, reference Government Furnished Drawings of temporary MRI for location details.

3. Temporary MRI can be moved to the relocation site outlined, to accommodate design and construction of Lot B and B301. Relocation of the temporary MRI is at no additional cost to the Government. The MRI can have an outage of no greater than Seven Calendar Days. Notify the Government 60 Calendar days in advance of planned MRI outage. If the Contractor elects not to move the temporary MRI maintain full VA Staff/Patient access to the temporary MRI throughout construction.

4. Maintain all life safety features (e.g. egress, fire suppression, fire alarm, fire barriers, and ect.) of adjacent buildings (to include temporary buildings) during construction of B301 and Lot B.

5. Maintain public and ABA access of adjacent buildings (to include temporary buildings) during construction.

6. Ensure fully uninterrupted utilities of all adjacent buildings throughout construction of B301 and Lot B.

7. Use of parking outside the developable area or laydown spaces is not permitted unless approved by the Contracting Officer.

8. Reference Volume 01 SECTION 01 10 10.00 25 CONTRACTOR'S OPERATIONS AND REQUIREMENTS of this RFP for additional requirements.

9. Maintain a 12' standoff from the developable area and B213 and B214 accessible by the public.

g2vasmap Rectangle g2vasmap Arrow g2vasmap Text Box Developable Area g2vasmap Text Box Contractor Site Access In and Out (Shared with VA) g2vasmap Rectangle g2vasmap Rectangle g2vasmap Text Box Approximate location of temporary MRI g2vasmap Rectangle g2vasmap Rectangle g2vasmap Text Box Relocation site of temporary MRI g2vasmap PolyLine g2vasmap Polygon g2vasmap Rectangle g2vasmap Text Box Contractor In/Out Access g2vasmap Polygon g2vasmap Triangle g2vasmap Polygon g2vasmap Triangle g2vasmap Polygon g2vasmap Triangle g2vasmap Text Box Construction Access Only g2vasmap Polygon g2vasmap Text Box Laydown Area #2 g2vasmap Rectangle g2vasmap Text Box Contractor Laydown g2vasmap Text Box

LEGEND:

g2vasmap PolyLine g2vasmap Text Box Scale: 1" = 30' g2vasmap Text Box Building 214 g2vasmap Text Box Building 214 g2vasmap Text Box Building 213 g2vasmap Text Box Building 212 g2vasmap Text Box Building 211 g2vasmap Text Box Building 210 g2vasmap Arrow g2vasmap Text Box Temporary Site Access for Temporary Lot Construction g2vasmap Text Box

CC201

g2vasmap Architect

CORRECTED FINAL RFP REVIEW

g2vasmap Architect A3 g2vasmap Polygon g2vasmap Rectangle g2vasmap Text Box Temporary Developable Area for B201A corridor tie in work.

g2vasjbr Rectangle g2vasjbr Snapshot

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved Project Director:

VA FORM 08 - 6231

A

DRAFT RFP REVIEW

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

TEAM STAMP

7 8 9 10321 4 5 6

C U s e rs \g v a s m a p

\O n e

D ri v e

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S A rm y C o rp s o f E n g in e e rs

\D o c u m e n ts

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A6-4

Temporary Parking Area

Revisions: Date:

g2vasmap Text Box

GENERAL NOTES:

1. Temporary parking area shall be capable of providing a minimum of 60 parking spots for staff parking. A gravel lot for temporary parking is allowable.

2. Maintain all life safety features (e.g. egress, fire suppression, fire alarm, fire barriers, and etc.) of adjacent buildings (to include temporary buildings) during construction.

3. Maintain public and ABA access of adjacent buildings (to include temporary buildings) during construction.

4. Ensure fully uninterrupted utilities of all adjacent buildings throughout construction.

5. Use of parking outside the developable area or laydown spaces is not permitted unless approved by the Contracting Officer.

6. Restore temporary lot to existing condition or better after completion of construction of B300 & B301 at no additional cost to the Government.

7. Reference Volume 01 SECTION 01 10 10.00 25 CONTRACTOR'S OPERATIONS AND REQUIREMENTS of this RFP for additional requirements.

8. Plant 2 trees for every one taken within the developable area.

9. Ensure existing lighting is maintained and provide adequate lighting for temporary lot use.

g2vasmap Rectangle g2vasmap Polygon g2vasmap Text Box Temporary Site Access for Temporary Lot Construction g2vasmap Text Box Temporary Parking Developable Area g2vasmap Arrow g2vasmap Text Box

LEGEND:

g2vasmap PolyLine g2vasmap PolyLine g2vasmap Arrow g2vasmap Text Box Potential location for entrance to temporary parking. VA Parking Access must be maintained at all times.

g2vasmap Text Box Not to Scale g2vasmap Image g2vasmap Architect

CORRECTED FINAL RFP REVIEW

g2vasmap Architect A4 g2vasjbr Rectangle g2vasjbr Snapshot

H – GEOTECHNICAL REPORT

GEOTECHNICAL BASELINE 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

May 12, 2025

May 12, 2025

Mr. David Cooper, PE

SS&A Design Collective

3047 Carter Hill Road

Montgomery, AL 36111

Subject: Geotechnical Baseline 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 Baseline 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 also prepared a Geotechnical

Data Report, dated January 28, 2025.

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)

May 12, 2025 Page 1 Schnabel Engineering, LLC

Project 24190044.000 ©2025 All Rights Reserved

GEOTECHNICAL BASELINE 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 GENERAL

1.1 Purpose of Geotechnical Baseline Report

1.2 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 DATA

3.1 Previous Subsurface Explorations

3.2 Test Pits

3.3 Soils Laboratory Testing

3.4 Site Geology

3.5 Seismic Hazards and Liquefaction Potential

3.6 Faults

3.7 Additional Subsurface Investigations

3.8 Site Specific Seismic Hazard Evaluation

4.0 GEOTECHNICAL BASELINES

4.1 Generalized Subsurface Stratigraphy

4.2 Groundwater

4.3 Reuse of On-site Soils

4.4 Seismic Design Considerations

5.0 CONSTRUCTION BASELINE STATEMENTS

5.1 Foundations

5.2 Potential Obstructions

6.0 LIMITATIONS

LIST OF FIGURES

Figure 1: Proposed Development

Figure 2: Test Pit Location Plan

May 12, 2025 Page 2 Schnabel Engineering, LLC

Project 24190044.000 ©2025 All Rights Reserved

1.0 GENERAL

1.1 Purpose of Geotechnical Baseline Report

This GBR presents the interpretation of the anticipated subsurface conditions that could be encountered during the design and construction of this project. This GBR shall be considered the sole source of the interpretation of geotechnical conditions for this contract based on the available subsurface information.

The purpose of this GBR is to provide interpretive information on the anticipated materials to be encountered during construction. This GBR is intended to aid prospective bidders in preparing their proposals and establish the geotechnical baselines that serve as the bases for identification and allocation of geotechnical risk.

The baselines in this GBR, while based on significant geotechnical information, shall not be construed as a guarantee or warranty that those conditions will be encountered precisely as described herein during the construction process. Where no baseline statement is provided, the Design-Builder shall assume the risk for bid and design assumptions as well as construction means, methods, and sequences.

Where additional subsurface investigations are required by the RFP, the Design-Builder shall perform the investigations and use the results and the information in the Geotechnical Data Report (GDR) to develop bid and design assumptions as well as construction means, methods, and sequences.

The Design-Builder shall not use the GBR baselines in isolation for the planning or performance of any aspects of their work, including without limitation as to means, methods, techniques, sequences and procedures of construction, and safety precautions to be employed by the Design-Builder. The Design-

Builder must undertake its own independent review and evaluation of the RFP documents, available data, and additional subsurface information obtained by the Design-Builder as part of this work.

1.2 Scope of Services

Schnabel’s scope under this contract consists of providing a Geotechnical Baseline Report (GBR) prepared in general conformance with portions of ASCE’s Manuals and Reports on Engineering Practice

No. 154, Geotechnical Baseline Report: Suggested Guidelines.

As part of this work, Schnabel prepared a Geotechnical Data report dated January 28, 2025. 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.

May 12, 2025 Page 3 Schnabel Engineering, LLC

Project 24190044.000 ©2025 All Rights Reserved

(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.

May 12, 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 two-story B300 with 80,100 building gross sf (BGSF)

(59,400 departmental 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 two-story 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 in the geotechnical Data Report dated January 28, 2025.

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.

**Historical documents provided after publication of this report. See Sub-Appendix F in 'H2 Geotechnical Report' for additional information on Building 245 and its subsequent demolition.

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3.0 SUBSURFACE 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 in the Geotechnical Data report of January 28, 2025.

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.

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The locations of previous test borings in the areas of Buildings 300 and 301 are shown on the plan of

Figure 2.

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.

3.3 Soils Laboratory 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.

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 Geotechnical Data Report dated January 28, 2025.

3.3.1 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.

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.

3.3.2 Hydraulic Conductivity Testing

Hydraulic conductivity testing by means of a modified ASTM D5084 method using a flex-wall permeameter was performed 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 indicated hydraulic conductivity values ranging from 4.6 E-6 to

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3.4 E-7 cm/second. The results obtained are considered to be reasonable, especially considering the presence of the high plasticity soils in the matrix.

3.4 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.

3.5 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.

3.6 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.

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3.7 Additional Subsurface Investigations

The Design-Builder must assume the available subsurface information for the project may not be sufficient to support the design of new facilities. As such, additional geotechnical explorations (e.g., borings, CPTs, etc.) are anticipated to address data gaps in the existing subsurface information.

Specifically, explorations are anticipated at specific locations of the new facilities and surrounding work areas to support the geotechnical design elements including, but not limited to, foundations, floor slabs, retaining walls, pavements and excavations as well as reduce uncertainty in the depths of existing fills and the presence of obstructions.

3.8 Site-Specific Seismic Hazard Evaluation

Note that a Site-Specific Seismic Hazard Evaluation is required in the VA Seismic Manual for essential and critical facilities (See Section 5.0 in H-18-8).

H-18-8 Seismic Design Requirements:

- B300 is designated Essential - So Site-Specific study is required

- B301 is designated Ancillary – A Site-Specific study not required

In ASCE 7-22 it is only required for structures with Site Class F.

The Design-Builder shall perform a site-specific seismic hazard evaluation as specified in the RFP.

Evaluate vulnerability to seismic-induced geologic hazards and, at a minimum, address earthquakes from the following three sources: 1) shallow crustal earthquakes; 2) deep, instraslab earthquakes within the subducting plate of the Cascadia subduction zone (CSZ); and 3) interface (megathrust) earthquakes on the CSZ.

https://www.cfm.va.gov/til/etc/seismic.pdf

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4.0 GEOTECHNICAL BASELINES

This section presents the geotechnical baselines for this project. As discussed in Section 1.1, where no baseline statement is provided, the Design-Builder shall assume the risk for bid and design assumptions as well as construction means, methods, and sequences.

4.1 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. Note that based on the available boring data, no rock was encountered above 31.5 feet.

4.2 Groundwater

Based on available data, no previous or existing monitoring wells/piezometers exist at the project site.

Marquess and Associates (April 21, 2015), page 3 of 12 says, “C. Groundwater. Free groundwater was observed in Boring 1 at a depth of 13 feet and in Boring 2 at depth of 18 feet. Prior experience at the VA facility has shown that the groundwater has risen to as high as seven to eight feet below the existing ground surface. The relatively high groundwater has been controlled by the installation of basement level underdrain systems and sump pumps in the newer buildings at the facility.”

Also, page 6 of 12 says, “Groundwater and Subdrainage. Normally long-term monitoring is required to determine the highest groundwater at a site. This monitoring was not possible for the purpose of this investigation. For the sake of prudent design, we recommend that the high groundwater level at the site be assumed to be nine feet below the ground surface.”

The test pits performed by Schnabel in July 2024 indicated temporary perched water at depths as shallow as 2.5 feet below existing ground surface grade at the time of that investigation.

Note also that temporary perched water above more clayey layers may be present at shallower depths, especially after heavy rainfalls.

Based on the available data, the following Baselines should be considered:

- Static groundwater may be as shallow as 27 feet below existing ground surface

- Temporary perched groundwater may be encountered as shallow as about two feet below existing ground surface grade. As such, sump pumps may be required during construction, May 12, 2025 Page 10 Schnabel Engineering, LLC

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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.

4.3 Reuse of On-site Material

The excavated non-organic on-site soils are suitable for reuse as general site fill (provided they can be adequately recompacted); however, they are not suitable for reuse as structural fill.

4.4 Seismic Design Considerations

For this project site, the following Baselines should be considered:

Earthquake Liquefaction Hazard: Moderate

Expected Earthquake Shaking: Very Strong

Landslide Susceptibility (due to earthquake): Low to Moderate

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 D

As noted in Section 3.8 of this report, a Site-Specific Seismic Hazard Evaluation is required in the

VA Seismic Manual for Essential and Critical Facilities (See Section 5.0 in H-1808).

H-18-8 Seismic Design Requirements:

- B300 is designated Essential; so a Site-Specific Study is required

- B301 is designated Ancillary, a Site-Specific Study is not required

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5.0 CONSTRUCTION BASELINE STATEMENTS

5.1 Foundations

The proposed buildings are planned to be two stories in height. Lowest level floors are anticipated to be supported on-grade or a crawl space may be considered in the final design. The proposed buildings can be supported by shallow foundations on the natural on-site firm density Clayey Sands with Gravel (SC) to

Poorly Graded Gravels with sand (GP-GM).

The frost depth at this project site is 12 inches. Foundation supported on medium to high shrink-swell soils should be founded at least three feet below final exterior grades.

5.2 Potential Obstructions

Figures 1 and 2 show the locations of proposed Buildings B300 and B301.

The available historical 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 available historical 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. It is not known if the foundations and floor slabs had been entirely removed or abandoned in-place and pose risk as obstructions. As such, remnants of the existing foundations and floor slabs should be anticipated within the historical footprint of Building 245.

Previous Buildings 246 and 247 appear to be partially in the area of the new parking lot. It is not known if the foundations and floor slabs had been entirely removed or abandoned in-place. As such, remnants of the existing foundations and floor slabs should be anticipated within the historical footprint of Building

246 and 247.

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6.0 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.

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FIGURES

Figure 1: Proposed Development

Figure 2: Boring/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 david.cooper Rectangle david.cooper Rectangle

Veterans Affairs Facility Legend

800 ft

N

N kmorgan Boring Locations kmorgan Line kmorgan Line kmorgan Polygon kmorgan Polygon kmorgan Boring Locations kmorgan Line kmorgan Line kmorgan Polygon kmorgan Polygon kmorgan Boring Locations kmorgan Line kmorgan Line kmorgan Polygon kmorgan Polygon kmorgan Boring Locations kmorgan Line kmorgan Line kmorgan Polygon kmorgan Polygon kmorgan Geotech

NB-2

kmorgan Geotech

NB-1

kmorgan Geotech

TP-3

kmorgan Geotech

TP-1

kmorgan Geotech

TP-2

kmorgan Geotech

TP-4

kmorgan Geotech

TP-6

kmorgan Geotech

TP-5

kmorgan Geotech

NB-3

kmorgan Geotech

NB-4

kmorgan Legend kmorgan Rectangle kmorgan Rectangle kmorgan CPT Locations kmorgan Rectangle kmorgan Rectangle kmorgan CPT Locations kmorgan Rectangle kmorgan Rectangle kmorgan CPT Locations kmorgan Rectangle kmorgan Rectangle kmorgan CPT Locations kmorgan Rectangle kmorgan Rectangle kmorgan CPT Locations kmorgan Rectangle kmorgan Rectangle kmorgan CPT Locations