A2 ITB S-63500-00013826 John Day Watershed District Office Improvement.pdf

ADDENDUM #2

ITB S-63500-00013826

John Day Watershed District Office Improvement

Engineering Project # 21-033

September 22, 2025

This addendum modifies the Invitation to Bid (ITB) document(s) for work only to the extent indicated herein. All other areas not specifically mentioned or affected by this addendum shall remain in full force.

This addendum shall be added as a part of the original ITB document(s) and shall become part of the work required.

Deleted language is shown within [brackets and strikethrough]. New language is shown in Bold and Underlined.

ADDENDUM

1. Additional Information:

Attachment E – Additional Project Requirements is hereby modified as follows to include the Geotechnical Report.

ATTACHMENT E – ADDITIONAL PROJECT REQUIREMENTS

• ATTACHMENT E-1 APPRENTICESHIP REQUIREMENTS

• ATTACHMENT E-2 RESERVED

• ATTACHMENT E-3 GEOTECHNICAL REPORT

The documents or information included in Attachment E-3 – GEOTECHNICAL REPORT are provided for the convenience of the Bidder for information and reference only and are not to be relied upon by the Bidder. The use of such Reference Documents or information by the Bidder shall be at the sole risk of the Bidder. The Agency makes no guarantee or representation, by implication or otherwise, of the accuracy of such Reference Documents or information.

The prospective Bidders have until Question/Clarification Deadline of October 1, 2025 at 2:00 pm, to submit written questions or protests regarding this Addendum.

Closing Date and Time: Remain unchanged

This addendum constitutes a MATERIAL CHANGE to the ITB. Its receipt by the Bidder is to be acknowledged per the Acknowledgment of Addenda located in Attachment A, Form A-1.

Addendum prepared by:

Julie L. Cone julie.l.cone@odfw.oregon.gov

END OF ADDENDUM No. 2 mailto:emailaddress@state.or.us

ADDENDUM #2 – ITB S-63500-00013826 2

QUESTIONS AND ANSWERS:

Following are questions were received from Bidders and ODFW’s answers. The answers and clarifications provided below by ODFW are for informational purposes ONLY and DO NOT constitute a change to the terms, conditions, technical specifications or requirements of the ITB.

1. Question: Is there a geotechnical report? It references it in the Drawings multiple times.

Answer: There is a geotechnical report. See the addendum section for additional information.

2. Question: Will ODFW, saj, and/or Reyes be reviewing Substitutions at this time? While the Schedule on E603 notes “or approved equal”, in Addendum 1, 01 60 00 Product Requirements section mostly sounds like reasons to not permit Substitutions. We would love to submit a Priors package before your Oct 1 deadline to be able to provide as complete a package as possible for our partners.

Answer: Yes, ODFW will accept substitution requests from general contractors for items in the ITB.

All communication during the bidding process, including submitting substitution requests, must be submitted to Single Point of Contact listed in section A.2. of the ITB.

ATTACHMENT E

ADDITIONAL PROJECT REQUIREMENTS

• ATTACHMENT E-1 APPRENTICESHIP REQUIREMENTS

• ATTACHMENT E-2 RESERVED

• ATTACHMENT E-3 GEOTECHNICAL REPORT

ADDENDUM #2 – ITB S-63500-00013826 4

ATTACHMENT E-2

RESERVED

ATTACHMENT E-3

GEOTECHNICAL REPORT

The documents or information included in Attachment E-3 – GEOTECHNICAL REPORT are provided for the convenience of the Bidder for information and reference only and are not to be relied upon by the Bidder. The use of such Reference Documents or information by the Bidder shall be at the sole risk of the Bidder. The Agency makes no guarantee or representation, by implication or otherwise, of the accuracy of such Reference Documents or information.

71 Foundation Engineering, Inc.

Professional Geotechnical Services Memorandum

Date: August 112022

To :

From:

Ryan McCormick, P.E.

Oregon Department of Fish & Wildlife

Mel McCracken, P.E., G.E.

Subject:

Project:

Geotechnical Investigation

John Day Watershed District Office

Project No.: 2221096 aPIRES: 12/3t/

We have completed the geotechnical investigation for the above-referenced project.

Our findings and recommendations are summarized below.

There are numerous values in geotechnical investigations that are approximate including calculated parameters, measured lengths, soil layer depths and elevations, and strength measurements. For brevity, the symbol "+" is used throughout this report to represent the words approximate or approximately when discussing these values.

BACKGROUND

A new office and shop facility are planned for a +5-acre parcel located at the southwest corner of Highway 395 and SW 37'h Street in Pendleton, Oregon. The site location is shown on Figure 14 (Appendix A). The buildings are expected to be constructed along the east side of the parcel.

The office building will consist of a single-story wood or light-gauge metal framing structure with a slab-on-grade floor. Other buildings are expected to include shop and equipment storage structures that may include spread footing foundations or pole-supported structures. The new structures will have a slab-on-grade floor. The improvements will also include paved access and parking areas, as well as outside storage.

The site is currently gravel surfaced and has been leveled by cutting into the slightly sloping terrain along the east side or the parcel. It is anticipated that the improvements will raise finished grades at the building pads to promote surface drainage around the structures.

Oregon Department of Fish & Wildlife, the project owner, retained Foundation

Engineering as the geotechnica( consultant. Our scope of work was outlined in a proposal dated June 13, 2022, and authorized by a contract dated July 7, 2022.

820 NW Cornell Avenue @ Corvallis, Oregon 97330 * 541-757-7645

7857 SW Cirrus Drive, Bldg 24 ii Beaverton, Oregon 97008 @ 503-643-1541

John Day Watershed District Office August 11, 2022

Geotechnical Investigation 2. Project No.: 2221096

Pendleton, Oregon Oregon Department of Fish and Wildlife

FIELD EXPLORATION

We excavated eight exploratory test pits (TP-1 through TP-8) at the site on

July 19, 2022. The focus of the explorations was to evaluate the subsurface conditions at the proposed building and paving areas. The approximate test pit locations are shown on Figure 2A.

Excavation of the test pits was completed using a small, tracked excavator (Bobcat

E35). The test pits extended to depths of ±0.7 to 5.5 feet. The test pits extended to practical digging refusal. Samples were retained at select locations. The test pits were continually logged during excavation. The final logs (Appendix B) were prepared based on a review of the field logs and laboratory test results and an examination of the soil samples in our office. Upon completion of excavation, the test pits were backfilled with the excavated materials.

DISCUSSION OF SITE CONDITIONS

There are inherent variations in subsurface conditions that include depths, consistency, and material constituents. We have provided a brief discussion of these variations as well as a summary of the terms used in our soil descriptions in

Appendix B. The surface and subsurface conditions are discussed below.

Site Topography and Surface Conditions

The site is relatively level and has been terraced into the surrounding slightly sloping terrain. Highway 395 includes a cut slope that exposes basalt bedrock on the east side of the highway. The highway is elevated ±20 feet above the parcel. The east side of the parcel includes a cut into the rock that is overlain with rock fill associated with the highway bench. The relatively level bench extends further west and ultimately transitions to a fill slope extending down to an access road. The existing surface across the parcel is generally bare and includes scattered grass.

Subsurface Conditions

A general discussion of the soils encountered in the test pits is presented below.

Based on the conditions observed in the test pits, the foundation soils typically consist of low to medium plasticity silt and were moist to wet at the time of our field exploration. A more detailed description of the subsurface conditions is provided on the test pit logs (Appendix B).

Fill. The test pits encountered an upper stratum of fill. The depth of the fill varies across the site and extends to depths of ±0.1 to 3.5 feet below the ground surface at our test pit locations. The fill varies from well-graded, 1-inch minus crushed rock, which is typically near the surface, to coarse, sandy rock fragments with some silt.

Geotechnical Investigation 3. Project No.: 2221096

Pendleton, Oregon Oregon Department of Fish and Wildlife

Silt/Sand. Brown, low plasticity sandy silt was encountered at TP-1 below a thin layer of crushed rock. The upper sandy silt appears to represent eolian deposits (i.e., wind transported soils). The sandy silt extends to a depth of ±1.2 feet where the soil grades to very dense silty sand. The silty sand is light grey to white with iron-staining and moderate to strong cementation. The silty sand extends to a depth of ±2 feet at TP-1 and was absent in the other test pits.

Basalt. Medium strong to strong (R3 to R4) basalt is present below the parcel at shallow depth. The surface of the basalt is irregular and was encountered in our test pits at depths of ±0.1 to 3.5 feet below existing grades. At most locations, the basalt is moderately weathered to fresh and includes moderate joint spacing. Therefore, practical digging refusal was typically encountered close to the surface of the rock. However, closer joint spacing at some locations, such as TP-5, allowed the excavation to extend

±3.5 feet into the rock prior to digging refusal.

Groundwater

Groundwater was not encountered in the test pit explorations, which were completed during summer months. However, perched water on the bedrock surface may be present during periods of heavy rainfall across the site.

DISCUSSION OF GEOTECHNICAL CONSIDERATIONS

The site has previously been used for aggregate storage and was graded by cutting into the shallow bedrock. Therefore, the upper soils across the development area include granular fill and a variable rock surface.

The upper portion of the bedrock includes variable weathering and joint spacing. The rock is medium strong to strong (R3 to R4); therefore, we anticipate that rock excavation methods will be required for moderate or deep trenching or excavation work at the site. At some locations, the small excavator was able to dig several feet into the rock surface where joint spacing was close. However, practical excavation refusal was also encountered on the surface of the rock at shallow depth (i.e., Test

Pit TP-2).

Fill materials were noted to depths of ±3.5 feet across the site. However, the fill materials were granular and relatively dense. We did not observe any organics, debris, or unsuitable materials within the fill materials at the site. Therefore, we anticipate that the existing granular fill would be utilized to support the new building pads, foundations, and pavements. We have included recommendations for processing and compaction of the existing granular fill materials where they will be used to support the improvements.

Geotechnical Investigation 4. Project No.: 2221096

Pendleton, Oregon Oregon Department of Fish and Wildlife

SEISMIC ANALYSIS

Seismic Response Spectrum

A site response spectrum was developed for the site in accordance with

Section 1613 of the Oregon Structural Specialty Code (OSSC, 2019), which is based on the 2018 International Building Code (IBC) and ASCE 7-16.

Based on the subsurface profiles encountered in the test pits and the deeper soil conditions anticipated, we recommend using an OSSC Site Class B (rock) for design.

The response spectrum and recommended design parameters are provided in

Figure 3A (Appendix A).

Liquefaction Hazard

Liquefiable soils typically consist of saturated, loose, fine sand and non-plastic or low plasticity silt (i.e., PI less than 8). Our explorations indicate the site includes dense granular fill over shallow bedrock. Based on the density of the fill, we believe the potential for liquefaction is negligible.

ENGINEERING ANALYSIS AND DESIGN

Proposed Foundations and Loads

The new structure will have a concrete slab-on-grade floor constructed on a granular building pad. The structures are expected to include a finish floor elevation (FFE) that is elevated above the existing ground surface to assist with overall site drainage. We anticipate the structures will have foundation loads of up to 3 kips/foot for continuous footings and up to 40 kips for column loads. We did not observe any conditions in the test pits that would preclude the use of shallow foundations for the anticipated loads. We understand that structures with conventional shallow foundations, such as strip footings and stem walls, or thickened slab footings will likely be used for the new office building. Some of the other structures at the site may be constructed using pole foundations. Shallow rock observed across the site is expected to require specialized equipment capable of penetrating rock for drilling, trenching or excavations required.

Slope Set-back

The new structures will be constructed adjacent to slopes associated with adjacent road embankments. We have assumed that the new structures will be set-back at least ±10 feet from the toe of the adjacent slopes. A reduced set-back may be considered, but we assume that the reduction would also include a retaining structure and terrace near the toe of the slope to facilitate access around the building.

Geotechnical Investigation 5. Project No.: 2221096

Pendleton, Oregon Oregon Department of Fish and Wildlife

Bearing Capacity

We anticipate the new footings will bear on dense structural fill overlying bedrock.

For the bearing capacity analysis, we conservatively assumed the footings will bear over granular soil with an angle of internal friction of 36 degrees.

We also assumed footing dimensions ranging from 2x2 to 4x4 feet for spread footings and widths of 1.5 to 2 feet for continuous wall footings. Our analysis indicates an allowable bearing pressure of 2,500 psf is appropriate for design of the footings, using a factor of safety of 3.

Settlement

A formal settlement analysis was not performed for the proposed improvements.

However, site grading is expected to be minor, and buildings will by underlain by shallow bedrock. Therefore, we anticipate the total settlement of the building footings will be less than ±½ inch if foundation and site preparation is completed as recommended herein.

Sliding Coefficient and Passive Resistance for Footings

We recommend a coefficient of friction of 0.5 between the base of the footings and the crushed rock fill for sliding analysis of shallow foundations at the site. We have assumed that passive resistance would be ignored for shallow foundations.

Pole foundations are expected to be excavated into dense granular fill or rock and should be backfilled with compacted granular fill materials. Therefore, we believe that an equivalent fluid density of 240 lb/ft3 (pcf) is appropriate to represent the passive resistance against the embedded pole. This assumes limited horizontal movement (i.e., less than ±1 inch) for service-level design. This presumptive

(allowable) value assumes all pole footings will be backfilled with compacted granular fill.

Drainage

The new buildings will be elevated above the surrounding grade and will typically be surrounded by hardscape. However, surface water is expected to perch on the shallow bedrock. Therefore, we recommend that either a perimeter foundation drain be installed, or the upslope side of the structure be graded to provide a drainage swale around the building. We understand that the proposed improvements will not include any below-grade structures, such as depressed loading docks.

Geotechnical Investigation 6. Project No.: 2221096

Pendleton, Oregon Oregon Department of Fish and Wildlife

PAVEMENT SECTIONS (FLEXIBLE AND RIGID PAVEMENTS)

Estimated Traffic

The pavements were analyzed assuming the facility will support 6 to 9 light trucks per day and occasional heavy trucks. Using the assumed traffic and ESAL conversion factors based on ODOT design standards, we calculated ±50,000 ESALs for a

20-year design life for flexible pavements.

Subgrade and Base Rock Design Parameters

The new pavements are expected to be constructed over compacted granular fill present across the site. We have assumed that the existing granular fill would be moisture conditioned and compacted and that a leveling course of ±4 inches of base aggregate would be used to assist final grading.

For pavement design, we assumed a resilient modulus (MR) of 7,500 lb/in2 (psi), based on our experience with fine-grained subgrade in the area and the assumption that the subgrade will be compacted. We assumed a MR of 20,000 psi for new Base

Aggregate.

Rigid Pavement Design

PCC pavements supporting truck traffic may be built as an apron surrounding the new building pad. Rigid pavement design was completed based on AASHTO design methods (AASHTO, 1993). We assumed Jointed Plain Concrete Pavement (JPCP) would be used. Our calculations assumed typical design parameters for plain concrete pavements in the area and the observed subgrade conditions. Based on the anticipated truck volume, we recommend a minimum 6-inch PCC thickness.

Flexible Pavement Design

We completed flexible pavement design using the ODOT design method with the assumed traffic and MR values discussed above. Our analysis indicates a minimum flexible pavement section consisting of 3.5 inches of asphaltic concrete (AC) over

6 inches of base rock (Base Aggregate) for a 20-year design life. If practical, the AC can be reduced to 3 inches in the parking stalls or pavement areas where traffic will be restricted to cars and pick-up trucks.

RECOMMENDATIONS

The site is currently gravel surfaced with only sparse vegetation. Therefore, the recommendations below include re-use of on-site granular fill materials and compaction of the subgrade. Site work and compaction of building pad and pavement fill will not be practical during periods of freezing temperatures.

Geotechnical Investigation 7. Project No.: 2221096

Pendleton, Oregon Oregon Department of Fish and Wildlife

General Earthwork and Materials Specifications

1. Base Aggregate should consist of 1”-0 or ¾”-0 Dense-Graded Aggregate that is durable, well-graded and relatively clean with less than 5% passing the No.

200 sieve. We should be provided a gradation sheet for the Base Aggregate for approval prior to delivery to the site.

2. Select On-site Fill should consist of sand and gravel mixtures that include some low plastic silt from the development area, but free of abundant organics or debris. The Select On-site Fill may be placed and compacted in lifts beneath parking areas or building pads as Engineered Fill.

3. Site stripping should remove any surficial organic material or fine-grained soil across the development area. The site strippings should be hauled from the site.

4. Moisture condition and compact all subgrade, Select On-site Fill and Base

Aggregate in loose lifts not exceeding 12 inches. Thinner lifts may be required if light or hand-operated equipment is used. Compact the Base Aggregate to a minimum of 95% relative compaction. The maximum dry density of ASTM

D698 should be used as the standard for estimating relative compaction. Field density tests should be run periodically to confirm adequate compaction.

5. Shoring should be provided in trenches according to OR-OSHA Standards to protect workers from sloughing or caving fill or soil. Trenches extending into rock should be scaled to remove any loose rock from the trench side walls.

Shoring and worker safety are the sole responsibility of the contractor.

6. Inform contractors that utility construction may require dewatering for excavations.

Foundation Design

7. Excavation for footings is expected to extend through the building pad fill and expose bedrock or dense granular fill. Specify that granular fill, if exposed at the subgrade level, be compacted after initial excavation. Provide a leveling course of Base Aggregate beneath the new footings.

8. The base of the perimeter footings should be embedded a minimum of

18 inches below finished exterior grades. Interior thickened slab footings should extend 12 inches below slab level and may be constructed on the compacted building pad fill.

9. Design all continuous wall and interior column footings using an allowable bearing pressure of 2,500 psf. The bearing capacity may be increased by one-third for analysis of transient (i.e., wind and earthquake) loads.

10. Assume total and differential settlement of up to ±½ inch.

Geotechnical Investigation 8. Project No.: 2221096

Pendleton, Oregon Oregon Department of Fish and Wildlife

11. Use a coefficient of friction of 0.5 for new footings bearing on Base Aggregate for sliding analysis.

12. Use a modulus of subgrade reaction (Ks) of 250 pci for slab design.

13. Use an allowable passive earth pressure of 240 pcf for pole foundations, if used. This value assumes the poles will be backfilled with compacted Select

On-Site Fill or Base Aggregate.

14. Design new structures using the response spectra, Site Class and seismic parameters summarized in Figure 3A (Appendix A).

Building Pad Construction

15. Prepare the building pad subgrade as outlined in Items 3 and 4. The preparation should extend at least 5 feet beyond the building limits. Construct the building pad over the approved compacted subgrade using Base Aggregate. We have assumed that the building pad will be raised above existing site grades and that the upper 6 inches of the pad will use Base Aggregate to facilitate final grading.

16. Compact all Select On-Site Fill or Base Aggregate for the building pad in loose lifts no thicker than 12 inches as recommended in Item 4. Moisture condition to near optimum moisture content during placement and compaction. Field density testing should be completed on engineered fill greater than 12 inches thick to verify adequate compaction.

17. Use Base Aggregate for backfill of all plumbing and utility trenches within the building pad. Compact trench backfill in lifts. Complete final grading and surface compaction of the slab area after all trenching and footing excavation and backfill are complete.

18. Grade the finished ground surface surrounding the building to promote runoff away from foundations.

Pavement Construction

19. Excavate as required to provide the recommended pavement sections.

Subgrade preparation during dry weather conditions should be completed as recommended in Items 3 and 4. Rough grading should include moisture conditioning and compaction of the existing granular fill.

20. Place and compact a leveling course of Base Aggregate to facilitate finished grading of the parking lot.

Geotechnical Investigation 9. Project No.: 2221096

Pendleton, Oregon Oregon Department of Fish and Wildlife

21. Base Aggregate approval should include review of the moisture conditioning and compaction process, as well as a proof roll of the compacted surface using a loaded 12-cubic-yard dump truck. Any areas of excessive deflection, rutting or pumping should be identified by the engineer and mitigated by either reprocessing and recompaction or replacement with Base Aggregate.

22. For parking lot areas subject to only passenger vehicle traffic (e.g., parking stalls), provide a minimum flexible pavement section of 3 inches of AC over approved Base Aggregate.

23. At egress and ingress driveways and all areas subject to truck traffic, provide a minimum pavement section consisting of 3.5 inches of AC over approved

Base Aggregate.

24. Provide a PCC thickness of 6 inches at concrete pavements that will support occasional truck traffic. The PCC should be built over approved Base

Aggregate or existing granular fill subgrade.

DESIGN REVIEW/CONSTRUCTION OBSERVATION/TESTING

We should be provided the opportunity to review all drawings and specifications that pertain to site preparation and foundation and pavement construction. Site preparation will require field evaluation of the subgrade conditions during excavation.

Construction observation should be provided by a Foundation Engineering representative. Frequent field density tests should be run on all compacted Base

Aggregate. We recommend that we be retained to provide the necessary construction observation.

VARIATION OF SUBSURFACE CONDITIONS, USE OF THIS REPORT AND WARRANTY

The analysis, conclusions and recommendations contained herein assume the subsurface profiles and groundwater levels encountered in the test pits are representative of the site conditions. No changes in the enclosed recommendations should be made without our approval. We will assume no responsibility or liability for any engineering judgment, inspection or testing performed by others.

This report was prepared for the exclusive use of Oregon Department of Fish and

Wildlife and their design consultants for the John Day Watershed District Office project in Pendleton, Oregon. Information contained herein should not be used for other sites or for unanticipated construction without our written consent. This report is intended for planning and design purposes. Contractors using this information to estimate construction quantities, production rates, or costs do so at their own risk.

Geotechnical Investigation 10. Project No.: 2221096

Pendleton, Oregon Oregon Department of Fish and Wildlife

Our services do not include any survey or assessment of potential surface contamination or contamination of the soil or ground water by hazardous or toxic materials. We assume that those services, if needed, have been completed by others.

Our work was done in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made.

Attachments

Geotechnical Investigation 11. Project No.: 2221096

Pendleton, Oregon Oregon Department of Fish and Wildlife

REFERENCES

AASHTO, 1993, AASHTO Guide for Design of Pavement Structures: American

Association of State Highway and Transportation Officials (AASHTO).

AASHTO, 2006, Geotextile Specification for Highway Applications: American

Association of State Highway and Transportation Officials (AASHTO), M288-06, 21 p.

AASHTO, 2017, Geotextile Specification for Highway Applications: American

Association of State Highway and Transportation Officials (AASHTO), AASHTO Designation: M 288-17.

ASTM, 2012, Standard Test Methods for Laboratory Compaction Characteristics of

Soil Using Standard Effort (12,400ft-lbf/ft3 (600kN-m/m3)): American Society of Testing and Materials (ASTM) International, West Conshohocken, PA, ASTM Standard D698, DOI: 10.1520/D0698, 13 p., www.astm.org.

IBC, 2018, International Building Code (IBC): International Code Council, Inc., Sections 1613 and 1803.

OR-OSHA, 2011, Oregon Administrative Rules Chapter 437, Division 3 -

Construction, Subdivision P – Excavations: Oregon Occupational Safety and

Health Division (OR-OSHA).

OSSC, 2019, Oregon Structural Specialty Code (OSSC): Based on the International

Code Council, Inc., 2018 International Building Code (IBC), Section 1613 and

1803.3.

http://www.astm.org/

Appendix A Figures

Foundation Engineering, Inc.

Professional Geotechnical Services

NVilleneuve Image egillaspie Cross-Out

Note: Base map obtained from the Oregon Department of Transportion website.

Foundation Engineering, Inc.

Professional Geotechnical Services

FILE:Fig 1A Vicininty (7-27-22).dwg

Aug. 5, 2022

PROJECT NO.

FIGURE NO.

DRAWN BY:DATE:

VICINITY MAP

JOHN DAY WATERSHED DISTRICT OFFICE

PENDLETON, OREGONEJG2221096

1A

1,0000

SCALE IN FEET

500250

SITE

TP-1

TP-2

TP-3

TP-4

TP-8

TP-7

TP-6

TP-5

Proposed Office Building Area

Proposed Shop/Equipment

Storage Area

Notes:

Foundation Engineering, Inc.

Professional Geotechnical Services

FILE:FIGURES (8-9-22).dwg

Aug. 9, 2022

PROJECT NO.

FIGURE NO.

DRAWN BY:DATE:

SITE PLAN

JOHN DAY WATERSHED DISTRICT OFFICE

PENDLETON, OREGONMJM2221096

2A

1005025

SCALE IN FEET

1. Base map obtained from Google Earth.

2. Test pit locations established based on field measurements and existing surface features.

3. See report for a description of subsurface conditions.

Notes:

1. The Design Response Spectrum is based on OSSC 2019 Section 1613.

2. The following parameters are based on the modified USGS 2014 maps provided in OSSC 2019:

Site Class = B Damping = 5% SS = 0.36 Fa = 0.90 SMS = 0.32 SDS = 0.22 S1 = 0.14 Fv = 0.80 SM1 = 0.11 SD1 = 0.07

3. SS and S1 values indicated in Note 2 are the mapped, risk-targeted maximum considered earthquake spectral acclerations for 2% probability of exceedence in 50 years.

4. Fa and Fv were established based on OSSC 2019 Tables 1613.2.3(1) and 1613.2.3(2) using the selected SS and S1 values. Fv was adjusted for CSZ interface earthquake contribution per OSSC 2019 Section 1613.4.13. SDS and SD1 values include a 2/3 reduction on SMS and SM1 as discussed in OSSC 2019 Section 1613.2.4.

5. Site location is: Latitude 45.6486, Longitude -118.8169.

Pendleton, Oregon

FIGURE 3A

ODF&W John Day Watershed District Office

ASCE 7-16/OSSC 2019 SITE RESPONSE SPECTRUM

Project No.: 2221096

0.0

0.1

0.2

0.3

0 0.5 1 1.5 2 2.5 3

Sp ec tr al

A cc el er at io n, S a (g

Period (seconds)

OSSC 2019

Response Spectrum

Appendix B Test Pit Logs

Foundation Engineering, Inc.

Professional Geotechnical Services

NVilleneuve Image

Professional Geotechnical Services IMPORTANT INFORMATION AND SYMBOLS

EXPLORATION LOG KEY

DISTINCTION BETWEEN FIELD LOGS AND FINAL LOGS

A field log is prepared for each exploration by our field representative. The log contains information concerning sampling depths and the presence of various materials such as gravel, cobbles, and fill, and observations of groundwater. It also contains our interpretation of the soil conditions between samples.

The final logs presented in this report represent our interpretation of the contents of the field logs and the results of the sample examinations and laboratory test results. Our recommendations are based on the contents of the final logs and the information contained therein and not on the field logs.

VARIATION IN SOILS BETWEEN EXPLORATIONS

The final log and related information depict subsurface conditions only at the specific location and on the date indicated. Those using the information contained herein should be aware that soil conditions at other locations or on other dates may differ. Actual foundation or subgrade conditions should be confirmed by Foundation Engineering during construction.

TRANSITION BETWEEN SOIL OR ROCK TYPES

The lines designating the interface between soil, fill or rock on the final logs and on subsurface profiles presented in the report are determined by interpolation and are therefore approximate. The transition between the materials may be abrupt or gradual. Only at boring or test pit locations should profiles be considered as reasonably accurate and then only to the degree implied by the notes thereon.

SS - 3 - 4

Bottom of Sample Attempt

Unrecovered Portion

Exploration Number

Recovered Portion

Top of Sample Attempt

Sample Type

Sample Number

SAMPLE AND TEST SYMBOLS

C - Pavement Core Sample

CS - Rock Core Sample OS - Oversize Sample (3-inch O.D. split-spoon)

S - Grab Sample SH - Thin-walled Undisturbed Sample SS - SPT Sample (2-inch O.D. split-spoon)

FIELD SHEAR STRENGTH TEST

Shear strength measurements on test pit side walls, blocks of soil or undisturbed samples are typically made with Torvane or Field Vane shear devices.

Values reported as undrained shear strength (Su) in tsf.

TYPICAL SOIL/ROCK SYMBOLS

GROUNDWATER

Groundwater Location

Date of Measurement(1/31/21)

Concrete

Organics

Clay Gravel

Silt

Sand Sandstone

Basalt

Siltstone

Standard Penetration Test resistance equals the number of blows a 140 lb. weight falling 30 in. is required to drive a standard split-spoon sampler 1 ft. Practical refusal is equal to 50 or more blows per 6 in. of sampler penetration.

Water Content (%)

UNIFIED SOIL CLASSIFICATION SYMBOLS

G - Gravel S - Sand M - Silt C - Clay Pt - Peat

W - Well Graded P - Poorly Graded L - Low Plasticity H - High Plasticity O - Organic

SSSH

Professional Geotechnical Services COMMON SOIL DESCRIPTION TERMS

EXPLORATION LOG KEY

Explanation of Common Terms Used in Soil Descriptions

Field Identification Cohesive Soils Granular Soils

SPT* Su** (tsf) Term SPT* Term

Easily penetrated several inches by fist. 0 - 2 < 0.125 Very Soft 0 - 4 Very Loose

Easily penetrated several inches by thumb. 2 - 4 0.125 - 0.25 Soft 4 - 10 Loose

Can be penetrated several inches by thumb with moderate effort. 4 - 8 0.25 - 0.50 Medium Stiff 10 - 30 Medium Dense

Readily indented by thumb but penetrated only with great effort. 8 - 15 0.50 - 1.0 Stiff 30 - 50 Dense

Readily indented by thumbnail. 15 - 30 1.0 - 2.0 Very Stiff > 50 Very Dense

Indented with difficulty by thumbnail. > 30 > 2.0 Hard

Term Soil Moisture Field Description Dry Absence of moisture. Dusty. Dry to the touch.

Damp Soil has moisture. Cohesive soils are below plastic limit and usually moldable.

Moist Grains appear darkened, but no visible water. Silt/clay will clump. Sand will bulk. Soils are often at or near plastic limit.

Wet Visible water on larger grain surfaces. Sand and cohesionless silt exhibit dilatancy. Cohesive soil can be readily remolded. Soil leaves wetness on the hand when squeezed. Soil is wetter than the optimum moisture content and above the plastic limit.

Term PI Plasticity Field Test Non-plastic 0 - 3 Cannot be rolled into a thread at any moisture.

Low Plasticity 3 - 15 Can be rolled into a thread with some difficulty.

Medium Plasticity 15 - 30 Easily rolled into thread.

High Plasticity > 30 Easily rolled and re-rolled into thread.

Term Soil Structure Criteria Stratified Alternating layers at least ¼ inch thick.

Laminated Alternating layers less than ¼ inch thick.

Fissured Contains shears and partings along planes of weakness.

Slickensided Partings appear glossy or striated.

Blocky Breaks along surfaces into smaller lumps or blocks. Slickensides may be visible.

Lensed Contains pockets of different soils.

Term Soil Cementation Criteria

Weak Breaks under light finger pressure.

Moderate Breaks under hard finger pressure.

Strong Will not break with finger pressure.

* SPT N-value in blows per foot (bpf) ** Undrained shear strength

Professional Geotechnical Services COMMON ROCK DESCRIPTION TERMS

EXPLORATION LOG KEY

Rock Quality Designation (RQD) is the cumulative length of intact rock core pieces 4 inches or longer (excluding breaks caused by drilling and handling) divided by run length, expressed as a percentage.

Explanation of Common Terms Used in Rock Descriptions

Field Identification UCS (psi) Strength Hardness

(ODOT)

Indented by thumbnail. R0 < 100 Extremely Weak Extremely Soft

Crumbles under firm blows with geological hammer.

Can be peeled by a pocket knife. R1 100 - 1,000 Very Weak Very Soft

Can be peeled by a pocket knife with difficulty, shallow indentations made by firm blow with geological hammer. R2 1,000 - 4,000 Weak Soft

Cannot be scraped or peeled with a pocket knife, specimen can be fractured with a single blow of geological hammer. R3 4,000 - 8,000 Medium Strong Medium Hard

Specimen requires more than one blow of geological hammer to fracture it. R4 8,000 - 16,000 Strong Hard

Specimen requires many blows of geological hammer to fracture it. R5 > 16,000 Very Strong Very Hard

Term (ODOT) Weathering Field Identification

Fresh Crystals are bright. Discontinuities may show some minor surface staining. No discoloration in rock fabric.

Slightly Weathered Rock mass is generally fresh. Discontinuities are stained and may contain clay. Some discoloration in rock fabric.

Moderatedly Weathered

Significant portions of rock show discoloration and weathering effects. Crystals are dull and show visible chemical alteration. Discontinuities are stained and may contain secondary mineral deposits.

Highly Weathered (Predominately Decomposed)

Rock can be excavated with geologist's pick. All discontinuities exhibit secondary mineralization. Complete discoloration of rock fabric. Surface of core is friable and usually pitted due to washing out of highly altered minerals by drilling water.

Decomposed Rock mass is completely decomposed. Original rock "fabric" may be evident (relict texture). May be reduced to soil with hand pressure.

Spacing (metric) Spacing (imperial) Spacing Term Bedding/Foliation < 6 cm < 2 in Very Close Very Thin (Laminated)

6 cm - 30 cm 2 in - 1 ft Close Thin 30 cm - 90 cm 1 ft - 3 ft Moderately Close Medium 90 cm - 3.0 m 3 ft - 10 ft Wide Thick

> 3.0 m > 10 ft Very Wide Very Thick (Massive)

Vesicle Term Volume Some vesicles 5 - 25%

Highly vesicular 25 - 50% Scoriaceous > 50%

Stratification Term Description Lamination < 1 cm (0.4 in) thick beds

Fissile Preferred break along laminations

Parting Preferred break parallel to bedding

Foliation Metamorpic layering and segregation of minerals

RQD % Designation RQD % Designation 0 - 25 Very Poor 75 - 90 Good 25 - 50 Poor 90 - 100 Excellent 50 - 75 Fair

Bobcat E35 excavator encountered practical digging refusal at ±3.2 feet.

No seepage or groundwater encountered to limit of exploration.

S-1-1

S-1-2

S-1-3

Loose to medium dense CRUSHED ROCK (GW); dark grey, dry, ±1-inch minus angular rock, (fill).

Medium stiff SILT, some sand (ML); brown, damp, low plasticity, fine sand, (possible eolian deposits).

Very dense silty SAND (SM); light grey-white and iron-stained, dry to damp, low plasticity silt, fine to medium sand, moderate to strong cementation, caliche, (possible eolian deposits/fill).

Medium strong to strong (R3 to R4) BASALT; dark grey, moderately weathered, very close to close joints, (Columbia River Basalt Group).

Note: Jointing of the basalt from ±2 to 3.2 feet allowed for gravel to cobble-sized rock fragments to be excavated with difficulty.

BOTTOM OF EXPLORATION

0.1

1.2

2.0

3.2

Comments

TP-1

TEST PIT LOG: TP-1

John Day Watershed District Office

Pendleton, Oregon

Project No.: 2221096

Surface Elevation: N/A

Date of Exploration: July 19, 2022

D ep th ft

S am p le

N u m b er

L o ca ti o n

S u ts f)

E le v.

D ep th

L o g Soil / Rock Description

Bobcat E35 excavator encountered practical digging refusal at ±8 inches.

No seepage or groundwater encountered to limit of exploration.

S-2-1

Medium dense CRUSHED ROCK (GW); dark grey, dry, ±1-inch minus angular rock, (fill).

Medium strong to strong (R3 to R4) BASALT; dark grey, slightly weathered to fresh, highly vesicular, (Columbia River Basalt Group).

BOTTOM OF EXPLORATION

0.3

0.71

Comments

TP-2

TEST PIT LOG: TP-2

John Day Watershed District Office

Pendleton, Oregon

Project No.: 2221096

Surface Elevation: N/A

Date of Exploration: July 19, 2022

D ep th ft

S am p le

N u m b er

L o ca ti o n

S u ts f)

E le v.

D ep th

L o g Soil / Rock Description practical digging refusal at ±2.2 feet.

No seepage or groundwater encountered to limit of exploration.

S-3-1

Medium dense CRUSHED ROCK (GW); dark grey, dry, ±1-inch minus angular rock, (fill).

Dense silty sandy ROCK FRAGMENTS (GP); brown, dry to damp, non-plastic silt, fine to coarse sand, gravel to cobble-sized basaltic rock fragments, (fill).

Medium strong to strong (R3 to R4) BASALT; dark grey, slightly weathered to fresh, (Columbia River Basalt Group).

BOTTOM OF EXPLORATION

0.3

2.0

2.2

Comments

TP-3

TEST PIT LOG: TP-3

John Day Watershed District Office

Pendleton, Oregon

Project No.: 2221096

Surface Elevation: N/A

Date of Exploration: July 19, 2022

D ep th ft

S am p le

N u m b er

L o ca ti o n

S u ts f)

E le v.

D ep th

L o g Soil / Rock Description

Bobcat E35 excavator encountered practical digging refusal at ±5.5 feet.

No seepage or groundwaer encountered to limit of exploration.

S-4-1

S-4-2

Medium dense to dense CRUSHED ROCK (GW); dark grey, dry, ±1-inch minus angular rock, (fill).

Dense silty sandy ROCK FRAGMENTS (GP); brown and dark grey, damp to moist, low plasticity silt, fine to coarse sand, fine to coarse subangular to angular gravel and cobble-sized rock fragments up to ±6-inch diameter, (fill).

Strong (R4) BASALT; dark grey, moderately weathered, very close to close joints, some vesicles, (Columbia River Basalt Group).

Note: Jointing of the basalt from ±3.5 to 5.5 feet allowed for gravel to cobble-sized rock fragments to be excavated with difficulty.

BOTTOM OF EXPLORATION

0.3

3.5

5.5

Comments

TP-4

TEST PIT LOG: TP-4

John Day Watershed District Office

Pendleton, Oregon

Project No.: 2221096

Surface Elevation: N/A

Date of Exploration: July 19, 2022

D ep th ft

S am p le

N u m b er

L o ca ti o n

S u ts f)

E le v.

D ep th

L practical digging refusal at ±5 feet.

No seepage or groundwater encountered to limit of exploration.

S-5-1

S-5-2

S-5-3

Medium dense to dense CRUSHED ROCK (GW); dark grey, dry, ±1-inch minus angular rock, (fill).

Dense silty sandy ROCK FRAGMENTS (GP); brown, damp, low plasticity silt, fine to coarse sand, angular to subangular basaltic rock fragments up to ±6-inch diameter, (fill).

Medium strong to strong BASALT (R3 to R4); dark grey, highly to moderately weathered, very close to close joints, some vesicles, (Columbia River Basalt Group).

Note: Jointing of the basalt from ±1.5 to 5 feet allowed for gravel to cobble-sized rock fragments to be excavated with difficulty.

BOTTOM OF EXPLORATION

0.4

1.5

5.0

Comments

TP-5

TEST PIT LOG: TP-5

John Day Watershed District Office

Pendleton, Oregon

Project No.: 2221096

Surface Elevation: N/A

Date of Exploration: July 19, 2022

D ep th ft

S am p le

N u m b er

L o ca ti o n

S u ts f)

E le v.

D ep th

L o g Soil / Rock Description

Bobcat E35 excavator encountered practical digging refusal at ±2.5 feet.

No seepage or groundwater encountered to limit of exploration.

S-6-1

S-6-2

Medium dense to dense CRUSHED ROCK (GW); dark grey, dry, ±1-inch minus angular rock, (fill).

Dense silty sandy ROCK FRAGMENTS (GP); brown, damp, low plasticity silt, fine to coarse sand, (fill).

Medium strong to strong (R3 to R4) BASALT; dark grey, slightly weathered, very close to close joints, some vesicles, (Columbia River Basalt Group).

Note: Jointing of the basalt from ±1.3 to 2.5 feet allowed for gravel to cobble-sized rock fragments to be excavated with difficulty.

BOTTOM OF EXPLORATION

0.3

1.3

2.5

Comments

TP-6

TEST PIT LOG: TP-6

John Day Watershed District Office

Pendleton, Oregon

Project No.: 2221096

Surface Elevation: N/A

Date of Exploration: July 19, 2022

D ep th ft

S am p le

N u m b er

L o ca ti o n

S u ts f)

E le v.

D ep th

L practical digging refusal at ±2 feet.

No seepage or groundwater encountered to limit of exploration.

S-7-1

Medium dense to dense CRUSHED ROCK (GW); dark grey, dry, ±1-inch minus angular rock, (fill).

Dense silty sandy ROCK FRAGMENTS (GP); brown, dry to damp, low plasticity silt, fine to coarse sand, gravel to cobble-sized basalt rock fragments up to ±12 inch diameter, (fill).

Medium strong to strong (R3 to R4) BASALT, dark grey, slightly weathered, very close to close joints, (Columbia River Basalt Group).

Note: Jointing of the basalt from ±1 to 2 feet allowed for gravel to cobble-sized rock fragments to be excavated with difficulty.

BOTTOM OF EXPLORATION

0.3

1.0

2.0

Comments

TP-7

TEST PIT LOG: TP-7

John Day Watershed District Office

Pendleton, Oregon

Project No.: 2221096

Surface Elevation: N/A

Date of Exploration: July 19, 2022

D ep th ft

S am p le

N u m b er

L o ca ti o n

S u ts f)

E le v.

D ep th

L o g Soil / Rock Description

Bobcat E35 excavator encountered practical digging refusal at ±2 feet.

No seepage or groundwater encountered to limit of exploration.

S-8-1

S-8-2

Medium dense to dense CRUSHED ROCK (GW); dark grey, dry, ±1-inch minus angular rock, (fill).

Dense silty sandy ROCK FRAGMENTS (GP); brown, dry to damp, low plasticity silt, fine to coarse sand, gravel to cobble-sized rock fragments, (fill).

Medium strong to strong (R3 to R4) BASALT; dark grey, slightly weathered, very close to close joints, some vesicles, (Columbia River Basalt Group).

Note: Jointing of the basalt from ±.8 to 2 feet allowed for gravel to cobble-sized rock fragments to be excavated with difficult

BOTTOM OF EXPLORATION

0.3

0.8

2.0

Comments

TP-8

TEST PIT LOG: TP-8

John Day Watershed District Office

Pendleton, Oregon

Project No.: 2221096

Surface Elevation: N/A

Date of Exploration: July 19, 2022

D ep th ft

S am p le

N u m b er

L o ca ti o n

S u ts f)

E le v.

D ep th

L

2221096 - gint logs tp-1- to tp-8 ldh (8-10-2022).pdf