Attachment F Preliminary Pavement Design Report Addendum.pdf

Preliminary Pavement

Design Report Addendum GO Bond Nehalem Bay State Park Projects

Tillamook County, Oregon

June 5, 2024

Prepared for

Parametrix 700 NE Multnomah St., Suite 1000

Portland, OR 97232

Prepared by

16520 SW Upper Boones Ferry Road, Suite 100

Tigard, OR 97224-7661

(503) 641-3478 | www.gri.com

DRAFT

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Page i June 5, 2024

EXECUTIVE SUMMARY

I PROJECT DESCRIPTION

GRI previously completed preliminary geotechnical, geologic, and pavement investigations in several areas of Nehalem Bay State Park in Tillamook, Oregon. As requested by Parametrix, GRI conducted an additional investigation into proposed improvements consisting of reconstruction and widening of the entrance road to the park.

II PAVEMENT-DESIGN APPROACH AND METHODOLOGY

GRI completed pavement-design analyses in accordance with the guidelines provided in the 1993 American Association of State Highway and Transportation Officials Guide for Design of Pavement Structures and the 2019 Oregon Department of Transportation Pavement Design Guide. We based the structural analysis on our field explorations, dynamic cone penetrometer testing, visual assessment of the roadway segment, and traffic-loading analyses.

III PAVEMENT-DESIGN RECOMMENDATIONS

Our analyses indicate that partial-depth reconstruction of the entrance road to the park is feasible. However, we observed several areas where the roadway segment exhibits distresses indicative of base and/or subgrade failure that should be repaired full depth.

Our recommendations for full-depth repairs apply equally to roadway widening.

III.I Partial-Depth Reconstruction Our recommendations for partial-depth reconstruction of the entrance road to the park, based on a 20-year design period, are as follows:

• 2.0-inch-thick, Level 2, ½-inch, Dense Asphalt Concrete Pavement (ACP) Wearing Course with Performance Grade (PG) 58-22 Binder (one lift)

• 2.0-inch-thick, Level 2, ½-inch, Dense ACP Base Course with PG 58-22 Binder (one lift)

• Optional 2.0-inch-thick Aggregate Base (¾-inch-0); see Section 5.3 of the report for additional details

• Reconditioned Existing Aggregate Base

• Cold Plane Pavement Removal (approximately 2 inches)

• Full-Depth Repairs (as warranted)

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page ii June 5, 2024

III.II Full-Depth Repairs and Roadway Widening Based on a 20-year design period, our recommendations for full-depth repairs along the entrance road to the park and widening of the roadway segment are as follows:

• 2.0-inch-thick, Level 2, ½-inch, Dense ACP Wearing Course with PG 58-22 Binder (one lift)

• 2.0-inch-thick, Level 2, ½-inch, Dense ACP Base Course with PG 58-22 Binder (one lift)

• 6.0-inch-thick Aggregate Base (1-inch-0 or ¾-inch-0)

• Subgrade Geotextile (non-woven)

• Undisturbed Subgrade

IV DURATION OF REHABILITATION RECOMMENDATIONS

The findings and recommendations for pavement reconstruction are based on the traffic-loading estimates, assuming construction will occur in the year 2025. If the recommended reconstruction work is not accomplished prior to the year 2027, our recommendations will need to be reevaluated to determine if modifications are necessary to account for the increase in traffic loading and potential additional pavement distress occurring after the date of this report.

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum

TABLE OF CONTENTS

I PROJECT DESCRIPTION ..................................................................................................... I II PAVEMENT-DESIGN APPROACH AND METHODOLOGY ................................................ I III PAVEMENT-DESIGN RECOMMENDATIONS ..................................................................... I

III.I Partial-Depth Reconstruction .................................................................................................................... i III.II Full-Depth Repairs and Roadway Widening ...................................................................................... ii

IV DURATION OF REHABILITATION RECOMMENDATIONS ............................................... II

1 INTRODUCTION

2 PROJECT DESCRIPTION

3 PAVEMENT DESIGN APPROACH

4 SITE DESCRIPTION AND CONDITIONS

4.1 Site Description

4.2 Existing Pavement Surface Conditions

4.3 Existing Subsurface Conditions

4.4 Traffic Loading

5 PAVEMENT DESIGN ANALYSIS AND RECOMMENDATIONS

5.1 Overview

5.2 Flexible Pavement Analysis and Design

5.3 Pavement Design Recommendations

5.4 Duration of Pavement Design Recommendations

5.5 Recommendations for Pavement Materials and Construction

5.6 Stabilization of Unbound Materials

5.7 Use of Reclaimed Asphalt Pavement as Base and Shoulder Material

5.8 Opening to Traffic

6 LIMITATIONS

7 REFERENCES

TABLES

Table 4-1: Summary of Pavement Thickness at Boring Explorations Table 5-1: Specifications for the Entrance Road to Nehalem Bay State Park

FIGURES

Figure 1: Vicinity Map Figure 2: Site Plan

June 5, 2024

APPENDICES

Appendix A: Field Explorations and Laboratory Testing Appendix B: Traffic Analysis Worksheet Appendix C: Pavement Design Calculation Worksheets

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page 1 June 5, 2024

1 INTRODUCTION

GRI previously completed preliminary pavement, geotechnical, and geologic investigations at Nehalem Bay State Park in Tillamook County, Oregon, as documented in the following preliminary reports provided to Parametrix under separate cover:

• “Preliminary Pavement Design Report, GO Bond Nehalem Bay State Park Projects, Tillamook County, Oregon,” dated March 14, 2023.

• “Preliminary Geotechnical Investigation, GO Bond Nehalem Bay State Park Projects, Tillamook County, Oregon,” dated March 16, 2023.

• “Geologic Hazard Report, GO Bond Nehalem Bay State Park Projects, Tillamook County, Oregon,” dated January 17, 2023.

In addition to the abovementioned reports, GRI also provided the following documents to Parametrix as part of the overall project:

• “95% Plan Review, New Staff Housing Site Development,” April 27, 2023.

• “Cabin Foundation Review, New Staff Housing,” dated June 29, 2023.

• “Summary of Geotechnical Construction Observation for Staff Housing Foundations,” dated October 18, 2023.

As requested, GRI conducted an additional investigation into proposed improvements to the entrance road pavement at the park. This report documents our investigations, findings, engineering analyses, and recommendations for the entrance road pavement and serves as an addendum to our previous preliminary pavement design report for the project. The general location of the park is shown on the Vicinity Map, Figure 1.

2 PROJECT DESCRIPTION

In addition to the proposed improvements documented in our reports cited above, we understand that the Oregon Parks and Recreation Department (OPRD) is considering reconstruction and widening of the entrance road to Nehalem Bay State Park in Tillamook County, Oregon. The approximate limits of the proposed improvements to the entrance road are shown on the Site Plan, Figure 2. We also understand that OPRD would like to salvage the existing aggregate base (if feasible) and incorporate the reclaimed asphalt pavement (RAP) into the existing aggregate base, as well as use the RAP as shoulder material. In addition, based on e-mail communications, a Parametrix representative requested our opinion regarding stabilization of the unbound subsurface materials (existing aggregate base and subgrade soil) with cement, lime, fly ash, or bituminous emulsion.

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page 2 June 5, 2024

3 PAVEMENT DESIGN APPROACH

GRI completed pavement-design analyses in accordance with the guidelines provided in the 1993 American Association of State Highway and Transportation Officials (AASHTO) Guide for Design of Pavement Structures (AASHTO Guide) and the 2019 Oregon Department of Transportation (ODOT) Pavement Design Guide (ODOT PDG). We based the structural analyses on our field investigations provided in Appendix A, the visual assessment of roadway imagery described below in Section 4.2, traffic-loading analysis summarized in Appendix B, and pavement-design calculations shown in Appendix C.

4 SITE DESCRIPTION AND CONDITIONS

4.1 Site Description

Nehalem Bay State Park is located between the Pacific Ocean to the west and Nehalem Bay to the east. The town of Manzanita is located adjacent to and to the north and west of the park. The proposed project area includes partially and heavily vegetated sand dunes, including heavily forested areas with dense groves of Lodgepole pine trees as well as coastal grasses and shrubs. The developed portion of the park includes campgrounds improved for recreational vehicle use, multiple bathroom facilities, a meeting hall, playground areas, a day use area, several parking lots, a boat launch to Nehalem Bay, a ranger station/registration kiosk, an RV dump station, and maintenance and administrative facilities. An airstrip is located east of the main park development. There are several paved roadways throughout the developed portion of the park and a paved multi-use pathway looping around the airstrip to the east of the main campground area. South of the developed park area is a narrow, north-south-oriented sand spit that extends to the mouth of the Nehalem River at its confluence with the Pacific Ocean. The entire western boundary of the park includes a broad, windswept sandy beach fronting the Pacific Ocean.

4.2 Existing Pavement Surface Conditions

As requested by Parametrix, a representative from GRI photographed locations exhibiting distress indicative of pavement base and/or subgrade failure along the entrance road of Nehalem Bay State Park on April 2, 2024. We photographed and obtained approximate geographic coordinates of the locations using an Apple iPhone 13 with iOS version 17.4.1.

The approximate geographic coordinates of the photographs are presented in Table 1A;

the approximate locations of the photographs are shown spatially on Figures 1A and 2A;

and copies of the photographs are shown on Figures 3A through 18A in Appendix A. Prior to construction, we recommend field marking areas for full-depth (dig-out) repairs at the locations shown on Figures 1A and 2A in Appendix A.

4.3 Existing Subsurface Conditions

GRI completed subsurface explorations for pavement investigation purposes at the site on April 8, 2024. Our explorations consisted of pavement borings and dynamic cone

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page 3 June 5, 2024 penetrometer (DCP) testing. Additional details of our surface investigations and summaries of our findings are presented below.

4.3.1 Pavement Borings

GRI completed four pavement borings, designated PB-9 through PB-12, to depths ranging from approximately 4 feet to approximately 5 feet below ground surface (bgs). We also collected samples of the subgrade soil from each boring location for further evaluation in our laboratory. The approximate locations of the pavement borings are shown on Figure 2.

We observed AC thickness ranging from about 1¾ inches to about 2 inches. The relative condition of the recovered pavement cores is poor to good. We drilled all cores on cracks and the crack extended to the full depth of AC at each location. We encountered aggregate base (AB) with thickness ranging from about 8¼ inches to about 20 inches beneath the AC at all core locations.

A summary of pavement layer thicknesses encountered at our exploration locations is provided in Table 4.1 below. Boring logs are shown on Figures 19A through 22A;

photographs of the boring locations and core samples are shown on Figures 23A through 26A; and a plot summarizing the thickness and relative condition of the pavement cores is provided on Figure 27A in Appendix A.

Table 4-1: SUMMARY OF PAVEMENT THICKNESS AT BORING EXPLORATIONS

Boring/Core

Thickness, inches

Drilled on Crack? Drilled on Patch? Cracking Depth(s), inches AC AB PB-9/C-9 1¾ 12¼ Yes No 1¾

PB-10/C-10 1¾ 8¼ Yes No 1¾

PB-11/C-11 2 10 Yes No 2

PB-12/C-12 2 20 Yes No 2 Abbreviations: AC = Asphalt Concrete; AB = Aggregate Base

Based on our observations of the subgrade soils at the pavement borings, the native subgrade beneath the pavement generally consists of loose to medium-dense, fine-grained sand (dune sand) with trace silt at all boring locations and trace gravel at boring location PB-12.

4.3.2 Dynamic Cone Penetrometer Testing

We conducted DCP testing at boring locations PB-10 through PB-12. In an attempt to conduct DCP testing at boring location PB-9, the rod of the testing instrument broke at the connection with the handle. Accordingly, we were not able to complete DCP testing at boring location PB-9. The approximate locations of the pavement borings are shown on Figure 2. Additional details of our DCP testing are presented in Appendix A. Logs of the

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page 4 June 5, 2024 test data and the test results are provided on Figures 28A through 30A in Appendix A. A summary of the subgrade resilient moduli and the design subgrade resilient modulus values is provided in Table 3A in Appendix A.

4.3.3 Groundwater

We encountered groundwater at boring locations PB-9, PB-10, and PB-12. The depth of groundwater ranged from about 2 feet bgs at boring PB-12 to 3.5 feet bgs at borings PB-9 and PB-10.

4.4 Traffic Loading

We approximated the current annual 18-kip equivalent single-axle load (ESAL) repetitions of Federal Highway Administration (FHWA) Class 4 through 13 vehicles based on traffic and approximate vehicle class and frequency provided to us by an OPRD representative.

The calculation methodology and other inputs to approximate the cumulative ESAL repetitions for the design period are presented in Appendix B. The 20-year traffic-loading approximation used in our rehabilitation design analysis is 116,000 ESALs.

5 PAVEMENT DESIGN ANALYSIS AND RECOMMENDATIONS

5.1 Overview

We conducted pavement design analyses using flexible pavement to accommodate the approximated traffic loading over a 20-year design period for conventional flexible pavement (i.e., AC over AB). Details of our analysis approach, details of the design parameters used in our analyses, and the findings from our analyses are provided below.

5.2 Flexible Pavement Analysis and Design

5.2.1 Design Resilient Modulus Values for the Existing Aggregate Base and Subgrade Soil We used the DCP test data summarized in Appendix A to approximate the design resilient modulus values for the existing aggregate base and subgrade soil within the project limits.

The DCP test results are used to approximate the California bearing ratio, which is correlated to the resilient modulus based on the relationship developed by Chen et al.

(1999). Based on our analysis, we approximated design resilient modulus values of 22,720 pounds per square inch and 8,570 pounds per square inch (psi) for the existing aggregate base and subgrade soil, respectively, based on the average of the approximated resilient modulus values at each test location along the roadway segment.

5.2.2 Partial-Depth Reconstruction Analysis

As requested by OPRD, we evaluated a partial-depth reconstruction option consisting of removal of the existing AC, reconditioning the existing aggregate base, and placing new AC. Table 1C indicates that 4 inches of new AC over at least 6 inches of reconditioned aggregate base will provide adequate capacity to accommodate the approximated 20-year traffic loading. Given that our borings indicated that the existing aggregate base

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page 5 June 5, 2024 varied between about 8¼ inches and about 20 inches at the boring locations, it appears that there will likely be enough existing aggregate base along the roadway segment to satisfy the minimum 6-inch requirement.

5.2.3 Full-Depth Repairs and Roadway Widening

We used the methods described by Giroud and Han (2004) to develop the design thickness of AB needed above the subgrade in combination with a geotextile to support construction traffic and the procedures presented in the AASHTO Guide for the design of the AC thickness above the AB. Results of our analysis for geotextile-reinforced aggregate of the entrance road are provided in Table 2C in Appendix C.

5.2.4 Other Analysis Parameters for Flexible Pavement Design

Based on values approximated from our field investigations and values presented in the ODOT PDG, we used the analysis parameters listed at the top of Tables 1C and 2C in Appendix C for the design of flexible pavement. Design parameters listed at the top of Table 1C correspond to our partial-depth reconstruction analysis, whereas design parameters listed at the top of Table 2C correspond to our full-depth repair and pavement widening analysis.

5.3 Pavement Design Recommendations

5.3.1 Partial-Depth Reconstruction for the Entrance Road to the Park Our analysis presented in Table 1C assumes removal of the existing AC, reconditioning the existing aggregate base, and placing 4 inches of new AC in two equal lifts. Our recommendations for partial-depth reconstruction of the entrance road are as follows:

• 2.0-inch-thick, Level 2, ½-inch, Dense Asphalt Concrete Pavement (ACP) Wearing Course with Performance Grade (PG) 58-22 Binder (one lift)

• 2.0-inch-thick, Level 2, ½-inch, Dense ACP Base Course with PG 58-22 Binder (one lift)

• Optional 2.0-inch-thick Aggregate Base (¾-inch-0)

• Reconditioned Existing Aggregate Base

• Full-Depth Repairs (as warranted)

The item for the optional 2-inch-thick aggregate base layer shown above is based on our recommendations provided previously, as requested by OPRD, in our preliminary pavement design report dated March 14, 2023, for other areas of the park. Given our evaluation and analysis of data obtained from our field investigations along the entrance

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page 6 June 5, 2024 road, it is our opinion that the optional 2-inch-thick aggregate base layer is not necessary.

However, we include the optional recommendation based on e-mail communications with a representative from Parametrix. If the design team desires to include the optional 2-inch-thick aggregate base layer, the design team should evaluate the implications, in terms of finished grade and cost, of including this layer.

5.3.2 Full-Depth Repairs and Roadway Widening

We understand that preliminary plans call for reconstruction and widening of the entrance road to the park. Our recommendations for full-depth repairs and widening are as follows:

• 2.0 -inch-thick, Level 2, ½-inch, Dense ACP Wearing Course with PG 58-22 Binder (one lift)

• 2.0-inch-thick, Level 2, ½-inch, Dense ACP Base Course with PG 58-22 Binder (one lift)

• 6.0-inch-thick Aggregate Base (1-inch-0 or ¾-inch-0)

• Subgrade Geotextile (non-woven)

• Undisturbed Subgrade

5.4 Duration of Pavement Design Recommendations

The findings and recommendations for pavement reconstruction and widening are based on the condition of the existing pavement and subgrade encountered at the time of our investigation and our traffic-loading approximations, which assume construction will occur in the year 2025. If the recommended pavement rehabilitation and reconstruction work are not accomplished prior to the year 2027, our recommendations should be reevaluated to determine if modifications are necessary to account for additional deterioration of the pavement condition and the increase in traffic loading or environmental impacts following the date of this report.

5.5 Recommendations for Pavement Materials and Construction

5.5.1 Specifications

Construction materials and procedures should comply with the applicable sections of the 2024 ODOT Oregon Standard Specifications for Construction (OSSC) and the modifications given in Table 5-1 below.

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page 7 June 5, 2024

Table 5-1: SPECIFICATIONS FOR THE ENTRANCE ROAD TO NEHALEM BAY STATE PARK

Materials/Activity OSSC Specification

Preparation of Roadbed Foundation

Special Provision 00330.

Subgrade Stabilization Special Provision 00331.

Subgrade Geosynthetics Special Provision 00350. Non-woven Separation Geotextile.

Aggregate Base Reconditioning

Special Provision 00610.

Aggregate Base Special Provision 00641 (1-inch-0 or ¾-inch-0)

Asphalt Concrete Special Provision 00744, Level 2 mixture. Minimum and maximum lift thicknesses should be 2 inches and 3 inches, respectively.

Asphalt Binder Asphalt binder should be PG 58-22.

Abbreviation: OSSC = Oregon Standard Specifications for Construction

5.5.2 Wet Weather Construction

The pavement sections provided above for full-depth repairs and widening are based on the assumption that pavement construction will be accomplished during warm, dry conditions and that all workmanship and materials will conform to the applicable specifications. An experienced geotechnical engineer should evaluate the exposed subgrade conditions during construction. During periods of wet weather or when wet-ground conditions exist, it may be necessary to place additional aggregate base to support construction equipment and protect the subgrade soils from disturbance. If unsuitable conditions are observed, the area should be over excavated using hoe-type equipment equipped with a smooth-edged bucket and stabilized using the recommendations given below in the following section of this report for subgrade stabilization. For extremely soft conditions, an additional thickness of aggregate base beyond that recommended below may be required.

5.5.3 Subgrade Stabilization for Wet Weather Construction or Unstable Subgrade Conditions

• Minimum 12-inch-thick Aggregate Base

• Subgrade Geotextile

• Undisturbed Subgrade

5.6 Stabilization of Unbound Materials

Through e-mail communications, a Parametrix representative asked for our opinion regarding stabilization of the unbound subsurface materials (existing aggregate base and subgrade soil) with cement, lime, fly ash, or bituminous emulsion. Our analyses indicate that reuse of the existing aggregate base is feasible without incorporating stabilization

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page 8 June 5, 2024 materials. In addition, it may be difficult to obtain Permit 1200-C from the State of Oregon Department of Environmental Quality (DEQ) due to the proximity of wetland areas to the roadway segment as well as shallow groundwater observed during our subsurface investigation.

5.7 Use of Reclaimed Asphalt Pavement as Base and Shoulder Material According to Federal Highway Administration (FHWA) publication number FHWA-RD-97- 148 (FHWA, 2016), at least 13 state agencies, including ODOT, have used RAP as aggregate in the base course. The publication indicates that “overall, the performance of RAP as a granular base or subbase aggregate, or as an additive to granular base or subbase, has been described as satisfactory, good, very good, or excellent” (Ahmed, 1991; Collins and Ciesielski, 1994). The publication provides guidelines for material processing requirements (including placement by in-place processing), important engineering properties to consider, design considerations, construction procedures, and unresolved issues. The latter speaks to the “need to establish standard specifications for the incorporation of RAP into granular base and standard methods for determining in-place compacted density” and the “need to resolve some environmental concerns regarding leachability characteristics for RAP, as well as various RAP-aggregate blends, in order to develop procedures for the stockpiling and placing of base or subbase materials containing RAP in situations where there may be groundwater contact.”

Regarding establishing a standard specification for incorporation of RAP into granular base, ODOT has a special provision (Special Provision 00645) for use of recycled asphalt products in the base course, but it indicates that the recycled asphalt product (e.g., RAP) must come from agency-provided stockpiles. Accordingly, ODOT Special Provision 00645 cannot be used for this project without modification. Based on a “Fact Sheet” published by DEQ (DEQ, 2015), Oregon Administrative Rule (OAR) 340-093-0270(5) exempts “asphalt grindings from road projects” from DEQ regulation, provided that the “asphalt grindings” are “covered or compacted within roadway prisms.”

To this end, we are of the opinion that use of RAP within the roadway prism (i.e., within the base course and on the shoulders) does not require solid waste permitting if compliance with OAR 340-093-0270(5) is satisfied and maintained, but it will require development of contract specifications, which is currently outside of our scope of services.

Given that GRI has substantial experience in assisting agencies in the development of specifications, we recommend engaging GRI for specification development if OPRD would like to pursue incorporation of RAP in the base course and/or on the shoulder of the reconstructed roadway segment.

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page 9 June 5, 2024

5.8 Opening to Traffic

Traffic, other than construction traffic, may be allowed on the top lift of the asphalt concrete pavement base course for a period of up to 30 calendar days.

6 LIMITATIONS

This report addendum has been prepared to aid the project team in the design of this project and should not be relied upon by any other entity without the written permission of an authorized representative. The scope is limited to the specific project and location described within this report addendum, and our description of the project represents our understanding of the significant aspects of the project relevant to the design and construction of the pavement at the time of publication. In the event that any changes in the design and location of the improvements as outlined in this report addendum are planned, we should be given the opportunity to review the changes and modify or reaffirm the conclusions and recommendations of this report addendum in writing.

The conclusions and recommendations submitted in this report addendum are based on the data obtained from our field and laboratory investigations at the locations indicated on Figure 2 and other sources of information discussed in this report addendum. In the performance of pavement testing and subsurface investigations, specific information is obtained at specific locations at specific times. However, it is acknowledged that variations in pavement strength, thickness, and soil conditions may exist between tests and explorations. This report addendum does not reflect any variations that may occur between these test and exploration locations. The nature and extent of variation may not become evident until construction. If, during construction, conditions are found that are different from those reported herein, we should be advised at once, so we can observe and review these conditions and revise our recommendations where necessary.

Submitted for GRI, Todd V. Scholz, PhD, PE Shashwath Sreedhar, PhD, PE Ana-Maria Coca, PhD Principal Staff Engineer Engineering Staff

This document has been submitted electronically.

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page 10 June 5, 2024

7 REFERENCES

Ahmed, Imtiaz, 1991, Use of Waste Materials in Highway Construction. Federal Highway

Administration, Report No. FHWA/IN/JHRP-91/3, Washington, DC.

American Association of State Highway and Transportation Officials (AASHTO), 1993, AASHTO Guide for Design of Pavement Structures, Washington, D.C.

Chen, J., Hossain, M., Latorella, T., 1999, Use of falling weight deflectometer and dynamic cone penetrometer in pavement evaluation, Transportation Research Board, vol.

1655, issues 1, pp. 145-151.

Collins, R. J. and S. K. Ciesielski, 1994, Recycling and Use of Waste Materials and By- Products in Highway Construction, National Cooperative Highway Research Program Synthesis of Highway Practice 199, Transportation Research Board, Washington, DC.

Giroud, J. P., and Han, J., 2004, Design method for geogrid-reinforced unpaved roads. I.

Development of design methods and design method for geogrid-reinforced unpaved roads. II. Calibration and applications, J. Geotech., Eng. Div., Am. Soc. Civ.

Eng., 130(8), pp. 775-797.

Federal Highway Administration, 2016, User Guidelines for Waste and Byproduct Materials in Pavement Construction, FHWA-RD-97-148, page last modified 03/08/2016, https://www.fhwa.dot.gov/publications/research/infrastructure/structures/97148/ rap134.cfm#:~:text=and%20culvert%20backfill.- ,(,standard%20practice%20in%20many%20areas accessed 5/29/2024.

Oregon Department of Environmental Quality Fact Sheet, Beneficial Use of Reclaimed Asphalt Grindings, 2015, https://www.oregon.gov/deq/FilterDocs/benuse-asphalt.pdf accessed 5/29/2024.

Oregon Department of Transportation (ODOT), 2019, ODOT Pavement Design Guide, Pavement Services Unit, Salem, OR.

ODOT, 2024, Oregon Standard Specifications for Construction, Salem, OR.

https://www.fhwa.dot.gov/publications/research/infrastructure/structures/97148/rap134.cfm%23:%7E:text=and%20culvert%20backfill.-,(,standard%20practice%20in%20many%20areas https://www.fhwa.dot.gov/publications/research/infrastructure/structures/97148/rap134.cfm%23:%7E:text=and%20culvert%20backfill.-,(,standard%20practice%20in%20many%20areas https://www.fhwa.dot.gov/publications/research/infrastructure/structures/97148/rap134.cfm%23:%7E:text=and%20culvert%20backfill.-,(,standard%20practice%20in%20many%20areas https://www.oregon.gov/deq/FilterDocs/benuse-asphalt.pdf https://www.oregon.gov/deq/FilterDocs/benuse-asphalt.pdf

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APPENDIX A

Field Explorations and Laboratory Testing

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page A-1 June 5, 2024

APPENDIX A

FIELD EXPLORATIONS AND LABORATORY TESTING

A.1 FIELD INVESTIGATIONS

A.1.1 General

GRI conducted field investigations to evaluate pavement surface and pavement subsurface conditions on April 2 and 8, 2024, respectively. Evaluation of pavement surface conditions involved photographing areas with suspected base and/or subgrade failure whereas evaluation of pavement subsurface conditions involved completing four pavement borings and four dynamic cone penetration (DCP) tests, as described in further detail below. Our laboratory-testing program on selected samples obtained during our field explorations is also described below.

A.1.2 Pavement Surface Conditions As requested by Parametrix, a representative from GRI photographed areas indicative of pavement base and/or subgrade failure along the entrance road to Nehalem Bay State Park on April 2, 2024. We photographed locations and obtained approximate geographic coordinates of the photographs using an Apple iPhone 13 with operating system iOS version 17.4.1. The approximate geographic coordinates of the photographs are presented in Table 1A, approximate locations are shown spatially on Figures 1A and 2A, and copies of the photographs are shown on Figures 3A through 18A of this appendix.

A.1.3 Borings We retained Dan J. Fischer Excavating, Inc. (Fischer) to complete the pavement borings within the project limits. Fischer used a trailer-mounted drill rig and a 5-inch-diameter, diamond-tipped core barrel to drill through the pavement surfacing and then advanced the borings below the pavement surfacing through the underlying aggregate base and into the subgrade to assist in evaluation of the type, thickness, and condition of the cores and underlying materials encountered. Fischer completed the pavement boring explorations on April 8, 2024. Approximate locations of the pavement boring explorations are shown on Figure 2.

An experienced member of the GRI engineering team directed the explorations and maintained logs of the materials and conditions encountered during the boring operations. Our staff examined the soil samples in the field and retained portions of the materials encountered in zip-top bags for further examination. Boring logs are presented on Figures 19A through 22A, photographs of the boring locations and core samples are provided on Figures 23A through 26A, and a plot summarizing the thickness and relative condition of the pavement cores is provided on Figure 27A in this appendix. The terms

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page A-2 June 5, 2024 and symbols used to describe the subsurface materials encountered in the explorations are defined in Table 2A of this appendix.

A.1.4 Dynamic Cone Penetrometer Tests We completed DCP testing in general accordance with ASTM International (ASTM) D6951 to depths of about 32 inches to about 34 inches below the top of the existing aggregate base using a Kessler dynamic cone penetrometer manufactured by KSE Testing Equipment.

We completed the testing at the pavement test and pavement boring locations shown on Figure 2 by driving a ⅝-inch-diameter steel rod with a cone tip into the unbound subsurface materials using a 17.6-pound sliding hammer dropped from a fixed height of

22.6 inches. We recorded the number of hammer drops or blows required to advance the cone tip at approximately one- to two-inch increments.

Using the recorded test data, we plotted cumulative blows against cumulative penetration depths and visually assessed the resulting curve to delineate regions with approximately linear slopes. We then used least square regression to calculate the slope of the approximately linear regions along the curve and used the procedures described by Chen et al. (1999) to approximate the resilient modulus for each region. Where a curve exhibited more than one slope within the aggregate base or subgrade soil, we used Odemark’s Method of Equivalent Thickness described by Ullidtz (1998) to calculate an equivalent modulus value for the entire data set of similar material types. Plots of the data are shown on Figures 28A through 30A, and a summary of the moduli and the design resilient modulus value is provided in Table 3A in this appendix.

A.2 LABORATORY TESTING

A.2.1 General

We transported all samples obtained from the field explorations to our laboratory, where we noted the physical characteristics of the samples, and modified the field classifications where necessary. At the time of classification, we determined the natural moisture content of select samples. The following section describes the laboratory-testing program in more detail.

A.2.2 Natural Moisture Content We determined natural moisture content in conformance with ASTM D2216. The results are provided on Figures 19A through 22A and in Table 4A.

GRI 6730-A – GO Bond Nehalem Bay State Park Projects Pavement Report Addendum Page A-3 June 5, 2024

A.3 REFERENCES

Chen, J., Hossain, M., Latorella, T., 1999, Use of falling weight deflectometer and dynamic cone penetrometer in pavement evaluation, Transportation Research Board, vol.

1655, issues 1, pp. 145-151.

Per Ullidtz, Modelling Flexible Pavement Response and Performance, Tech Univ. of Denmark Polytekn, 1998.

June 5, 2024

Table 1A: APPROXIMATE GEOGRAPHIC COORDINATES OF PHOTOGRAPHS OF AREAS WITH

SUSPECTED BASE AND/OR SUBGRADE FAILURE

Photograph

Filename Latitude, degrees

Longitude, degrees

Photograph Filename

Latitude, degrees

Longitude, degrees

IMG_5141.JPG 45.707906 -123.931481 IMG_5168.JPG 45.703300 -123.930275

IMG_5142.JPG 45.707906 -123.931489 IMG_5169.JPG 45.703706 -123.929664

IMG_5143.JPG 45.707797 -123.931411 IMG_5170.JPG 45.703706 -123.929611

IMG_5144.JPG 45.707797 -123.931411 IMG_5171.JPG 45.704042 -123.929222

IMG_5145.JPG 45.707669 -123.931350 IMG_5172.JPG 45.703889 -123.929367

IMG_5146.JPG 45.707675 -123.931336 IMG_5173.JPG 45.704936 -123.929322

IMG_5147.JPG 45.707683 -123.931328 IMG_5174.JPG 45.704947 -123.929267

IMG_5148.JPG 45.707858 -123.931289 IMG_5175.JPG 45.704844 -123.929139

IMG_5149.JPG 45.690411 -123.936797 IMG_5176.JPG 45.704814 -123.929175

IMG_5150.JPG 45.690394 -123.936792 IMG_5177.JPG 45.704814 -123.929175

IMG_5151.JPG 45.691783 -123.934853 IMG_5178.JPG 45.704814 -123.929175

IMG_5152.JPG 45.692036 -123.934303 IMG_5179.JPG 45.705322 -123.929436

IMG_5153.JPG 45.692147 -123.934097 IMG_5180.JPG 45.705333 -123.929436

IMG_5154.JPG 45.693128 -123.932289 IMG_5183.JPG 45.705556 -123.929597

IMG_5155.JPG 45.708436 -123.936356 IMG_5184.JPG 45.705517 -123.929672

IMG_5156.JPG 45.708436 -123.936356 IMG_5185.JPG 45.706089 -123.930192

IMG_5157.JPG 45.701983 -123.932547 IMG_5186.JPG 45.706058 -123.930108

IMG_5158.JPG 45.702056 -123.932206 IMG_5187.JPG 45.706058 -123.930108

IMG_5159.JPG 45.704906 -123.930275 IMG_5188.JPG 45.706183 -123.930267

IMG_5160.JPG 45.702931 -123.931114 IMG_5189.JPG 45.706989 -123.930953

IMG_5161.JPG 45.702933 -123.931153 IMG_5190.JPG 45.706989 -123.930953

IMG_5162.JPG 45.702928 -123.931161 IMG_5191.JPG 45.706803 -123.930908

IMG_5163.JPG 45.702756 -123.931433 IMG_5192.JPG 45.706856 -123.930917

IMG_5164.JPG 45.703144 -123.930650 IMG_5194.JPG 45.707458 -123.931214

IMG_5165.JPG 45.703178 -123.930656 IMG_5195.JPG 45.708492 -123.931464

IMG_5166.JPG 45.703231 -123.930419 IMG_5196.JPG 45.708467 -123.931464

IMG_5167.JPG 45.703269 -123.930314 IMG_5197.JPG 45.708594 -123.931494

Note: Latitude and longitude coordinates are based on World Geodetic System 1984 (WGS 84) obtained using an Apple iPhone 13 with operating system iOS version 17.4.1.

Table 2A: GUIDELINES FOR CLASSIFICATION OF SOIL

Description of Relative Density for Granular Soil

Relative Density Standard Penetration Resistance (N-values) blows per ft

Very Loose 0 - 4

Loose 4 - 10

Medium Dense 10 - 30

Dense 30 - 50

Very Dense over 50

Description of Consistency for Fine-Grained (Cohesive) Soils

Consistency

Standard Penetration Resistance (N-values) blows per ft

Torvane or Undrained Shear

Strength, tsf

Very Soft 0 - 2 less than 0.125

Soft 2 - 4 0.125 - 0.25

Medium Stiff 4 - 8 0.25 - 0.50

Stiff 8 - 15 0.50 - 1.0

Very Stiff 15 - 30 1.0 - 2.0

Hard over 30 over 2.0

Grain-Size Classification Modifier for Subclassification

Boulders:

>12 in.

Cobbles:

3-12 in.

Gravel:

¼ - ¾ in. (fine) ¾ - 3 in. (coarse) Sand:

No. 200 - No. 40 sieve (fine) No. 40 - No. 10 sieve (medium) No. 10 - No. 4 sieve (coarse) Silt/Clay:

Pass No. 200 sieve

Adjective

Primary Constituent SAND or GRAVEL

Primary Constituent SILT or CLAY

Percentage of Other Material (By Weight) trace: 5 - 15 (sand, gravel) 5 - 15 (sand, gravel) some: 15 - 30 (sand, gravel) 15 - 30 (sand, gravel) sandy, gravelly: 30 - 50 (sand, gravel) 30 - 50 (sand, gravel) trace: <5 (silt, clay)

Relationship of clay and silt determined by plasticity index test some: 5 - 12 (silt, clay) silty, clayey: 12 - 50 (silt, clay)

June 5, 2024

Table 3A: APPROXIMATED RESILIENT MODULI BASED ON DCP TESTING

Approximated Resilient Modulus, psi

Test Location Aggregate Base Subgrade Soil

PB-10 21,000 8,950

PB-11 25,200 10,710

PB-12 21,960 6,060

Average 22,720 8,570

Abbreviation: psi = pounds per square inch.

PB-9 S-2 1.5 -- 10 -- -- -- -- SAND

S-3 3.0 -- 21 -- -- -- -- SAND

PB-10 S-2 1.0 -- 8 -- -- -- -- SAND

S-3 2.5 -- 19 -- -- -- -- SAND

PB-11 S-2 1.0 -- 5 -- -- -- -- SAND

S-3 2.5 -- 6 -- -- -- -- SAND

PB-12 S-3 2.0 -- 23 -- -- -- -- SAND

S-3 3.5 -- 23 -- -- -- -- SAND

Table 1

SUMMARY OF LABORATORY RESULTS

Sample Information Atterberg Limits

Sheet 1 of 1

Soil Type Fines

Content, % Plasticity Index, %

Liquid Limit, %

Dry Unit Weight, pcf

Moisture Content, %Elevation, ftSampleLocation Depth, ft

4A

Imagery Sources: Oregon Statewide Imagery Program (OSIP) - Oregon Imagery Framework Implementation Team, Stats NZ, Esri, TomTom, Garmin, Foursquare, METI/NASA, USGS, Esri, NASA, NGA, USGS

NOTE: See Table 1A for approximate geographic coordinates and Figures 3A through 18A for the photographs.

LEGEND:

e APPROXIMATE PHOTOGRAPH LOCATIONS OF SUSPECTED BASE AND/OR SUBGRADE FAILURE

0 50 100

1 INCH = 50 FEET

mrno

APPROXIMATE PHOTOGRAPH LOCATIONS

JUN. 2024 JOB NO. 6730-A FIG. 1A

Imagery Sources: Oregon Statewide Imagery Program (OSIP) - Oregon Imagery Framework Implementation Team, Stats NZ, Esri, TomTom, Garmin, Foursquare, METI/NASA, USGS, Esri, NASA, NGA, USGS

NOTE: See Table 1A for approximate geographic coordinates and Figures 3A through 18A for the photographs.

LEGEND:

e APPROXIMATE PHOTOGRAPH LOCATIONS OF SUSPECTED BASE AND/OR SUBGRADE FAILURE

0 50 100

1 INCH = 50 FEET

mrno

APPROXIMATE PHOTOGRAPH LOCATIONS

JUN. 2024 JOB NO. 6730-A FIG. 2A

PHOTOGRAPHS OF AREAS WITH SUSPECTED

BASE AND/OR SUBGRADE FAILURE

JUN. 2024 JOB NO. 6730-A FIG. 3A

Filename = IMG_5141.JPG Filename = IMG_5142.JPG Filename = IMG_5143.JPG

Filename = IMG_5144.JPG Filename = IMG_5145.JPG Filename = IMG_5146.JPG

Note: See Table 1A for Approximate Geographic Coordinates of Photographs.

JUN. 2024 JOB NO. 6730-A FIG. 4A

Filename = IMG_5147.JPG Filename = IMG_5148.JPG Filename = IMG_5149.JPG

JUN. 2024 JOB NO. 6730-A FIG. 5A

Filename = IMG_5150.JPG Filename = IMG_5151.JPG Filename = IMG_5152.JPG

Filename = IMG_5153.JPG Filename = IMG_5154.JPG Filename = IMG_5155.JPG

JUN. 2024 JOB NO. 6730-A FIG. 6A

Filename = IMG_5156.JPG Filename = IMG_5157.JPG Filename = IMG_5158.JPG

JUN. 2024 JOB NO. 6730-A FIG. 7A

Filename = IMG_5159.JPG Filename = IMG_5160.JPG Filename = IMG_5161.JPG

JUN. 2024 JOB NO. 6730-A FIG. 8A

Filename = IMG_5162.JPG Filename = IMG_5163.JPG Filename = IMG_5164.JPG

JUN. 2024 JOB NO. 6730-A FIG. 9A

Filename = IMG_5165.JPG Filename = IMG_5166.JPG Filename = IMG_5167.JPG

JUN. 2024 JOB NO. 6730-A FIG. 10A

Filename = IMG_5168.JPG Filename = IMG_5169.JPG Filename = IMG_5170.JPG

JUN. 2024 JOB NO. 6730-A FIG. 11A

Filename = IMG_5171.JPG Filename = IMG_5172.JPG Filename = IMG_5173.JPG

JUN. 2024 JOB NO. 6730-A FIG. 12A

Filename = IMG_5174.JPG Filename = IMG_5175.JPG Filename = IMG_5176.JPG

JUN. 2024 JOB NO. 6730-A FIG. 13A

Filename = IMG_5177.JPG Filename = IMG_5178.JPG Filename = IMG_5179.JPG

JUN. 2024 JOB NO. 6730-A FIG. 14A

Filename = IMG_5180.JPG Filename = IMG_5183.JPG Filename = IMG_5184.JPG

JUN. 2024 JOB NO. 6730-A FIG. 15A

Filename = IMG_5185.JPG Filename = IMG_5186.JPG Filename = IMG_5187.JPG

JUN. 2024 JOB NO. 6730-A FIG. 16A

Filename = IMG_5188.JPG Filename = IMG_5189.JPG Filename = IMG_5190.JPG

JUN. 2024 JOB NO. 6730-A FIG. 17A

Filename = IMG_5191.JPG Filename = IMG_5192.JPG Filename = IMG_5194.JPG

JUN. 2024 JOB NO. 6730-A FIG. 18A

Filename = IMG_5195.JPG Filename = IMG_5196.JPG Filename = IMG_5197.JPG

GRAVEL; clean to some silt, clay, and sand

Sandy GRAVEL; clean to some silt and clay

Silty GRAVEL; up to some clay and sand

Clayey SAND; up to some silt and gravel

Gravelly CLAY; up to some silt and sand

Sandy CLAY; up to some silt and gravel

Silty CLAY; up to some sand and gravel

Symbol Description

Flush-mount monument set in concrete

Concrete, well casing shown where applicable

Filter pack, machine-slotted well casing shown where applicable

1-in.-diameter solid PVC

FIELD MEASUREMENTS

Typical Description

Groundwater level after drilling and date measured

Symbol Typical Description

BASALT

MUDSTONE

SILTSTONE

PEAT

Symbol

FILL

Clayey GRAVEL; up to some silt and sand

SAND; clean to some silt, clay, and gravel

SILT; up to some clay, sand, and gravel

Gravelly SILT; up to some clay and sand

Sandy SILT; up to some clay and gravel

Clayey SILT; up to some sand and gravel

CLAY; up to some silt, sand, and gravel

Grab Sample

Rock core sample interval

Sonic core sample interval

INSTALLATION SYMBOLS

Symbol

Bentonite seal, well casing shown if applicable

Vibrating-wire pressure transducer

SymbolBEDROCK SYMBOLS

SOIL SYMBOLS

Typical Description

SAMPLER SYMBOLS

Sampler DescriptionSymbol

LANDSCAPE MATERIALS

Gravelly SAND; clean to some silt and clay

Silty SAND; up to some clay and gravel

Shelby tube sampler with recovery

(ASTM D1587)

Grout, vibrating-wire transducer cable shown where applicable

1-in.-diameter hand-slotted PVC

Grout, inclinometer casing shown where applicable

Groundwater level during drilling and date measured

SANDSTONE

SURFACE MATERIAL SYMBOLS

Symbol Typical Description

BORING AND TEST PIT LOG LEGEND

Rock quality designation (RQD, %)

Asphalt concrete PAVEMENT

Portland cement concrete PAVEMENT

Crushed rock BASE COURSE

2.0 in. O.D. split-spoon sampler and Standard Penetration Test with recovery (ASTM D1586)

3.0 in. O.D. split-spoon sampler with recovery

(ASTM D3550)

Push probe sample interval

Rock/sonic core or push probe recovery (%)

B O

R

IN

G A

N D

T E

S T

P

IT

L O

G L

E G

E N

D G

R I D

A T

A T

E M

P

LA

T E

.G D

T

/7 /2

ASPHALT CONCRETE (1-3/4 inches) over AGGREGATE BASE (12-1/4 inches)

SAND, trace silt, light brown, medium dense, fine-grained

-- loose below 3 feet

(4/8/2024)

Geogrid / Fabric encountered at 3 feet

Energy Ratio:

SA

M

PL

E

N O

Big Beaver Portable Drill

Surface Elevation:

Hammer Type:

1.0

Weight:

Not Available IN

ST

AL

LA

TI

O

N

0.5

Logged By:

Drilling Method:

4/8/24

IN

ST

AL

LA

TI

O

N

PLASTIC LIMIT, %

LIQUID LIMIT, %

FINES CONTENT, %

BLOWS PER FOOT

MOISTURE CONTENT, %

Solid-Stem Auger

Drilled by:

140 lb Drop:

Not AvailableSee Legend for Explanation of Symbols

SA

M

PL

E

TY

PE

BL

O

W C

O U

N T

Date Started: Coordinates:

Note:

A. Maria Coca Dan J. Fischer Excavating, Inc.

Equipment:

G R

AP

H

IC

L

O G

EL

EV

AT

IO

N , F

T D

EP

TH

, F T

Cat Head

Hole Diameter:

CLASSIFICATION OF MATERIAL

30 in.

TORVANE SHEAR STRENGTH, TSF

UNDRAINED SHEAR STRENGTH, TSF

D

EP

TH

, F

T

45.707712° N -123.931336° W

COMMENTS AND

ADDITIONAL TESTS

BORING PB-9

FIG. 19A

G R

I B O

R

IN

G L

O G

L

A T

/L O

N G

' P

P G

R I D

A T

A T

E M

P

LA

T E

.G D

T

/2

/2

C-9

S-1

S-2

S-3

1.2

4.5

3.5 ft (4/8/2024)

JUN. 2024 JOB NO. 6730-A

0 100

ASPHALT CONCRETE (1-3/4 inches) over AGGREGATE BASE (8-1/4 inches)

SAND, trace silt, light brown, medium dense, fine-grained

-- loose below 2.5 feet

(4/8/2024)

Energy Ratio:

SA

M

PL

E

N O

Big Beaver Portable Drill

Surface Elevation:

Hammer Type:

1.0

Weight:

Not Available IN

ST

AL

LA

TI

O

N

0.5

Logged By:

Drilling Method:

4/8/24

IN

ST

AL

LA

TI

O

N

PLASTIC LIMIT, %

LIQUID LIMIT, %

FINES CONTENT, %

BLOWS PER FOOT

MOISTURE CONTENT, %

Solid-Stem Auger

Drilled by:

140 lb Drop:

Not AvailableSee Legend for Explanation of Symbols

SA

M

PL

E

TY

PE

BL

O

W C

O U

N T

Date Started: Coordinates:

Note:

A. Maria Coca Dan J. Fischer Excavating, Inc.

Equipment:

G R

AP

H

IC

L

O G

EL

EV

AT

IO

N , F

T D

EP

TH

, F T

Cat Head

Hole Diameter:

CLASSIFICATION OF MATERIAL

30 in.

TORVANE SHEAR STRENGTH, TSF

UNDRAINED SHEAR STRENGTH, TSF

D

EP

TH

, F

T

45.7075821° N -123.929962° W

COMMENTS AND

ADDITIONAL TESTS

BORING PB-10

FIG. 20A

G R

I B O

R

IN

G L

O G

L

A T

/L O

N G

' P

P G

R I D

A T

A T

E M

P

LA

T E

.G D

T

/2

/2

C-10

S-1

S-2

S-3

0.8

4.0

3.5 ft (4/8/2024)

JUN. 2024 JOB NO. 6730-A

0 100

ASPHALT CONCRETE (2 inches) over AGGREGATE BASE (10 inches)

SAND, trace silt, light brown, medium dense, fine-grained

(4/8/2024)

Energy Ratio:

SA

M

PL

E

N O

Big Beaver Portable Drill

Surface Elevation:

Hammer Type:

1.0

Weight:

Not Available IN

ST

AL

LA

TI

O

N

0.5

Logged By:

Drilling Method:

4/8/24

IN

ST

AL

LA

TI

O

N

PLASTIC LIMIT, %

LIQUID LIMIT, %

FINES CONTENT, %

BLOWS PER FOOT

MOISTURE CONTENT, %

Solid-Stem Auger

Drilled by:

140 lb Drop:

Not AvailableSee Legend for Explanation of Symbols

SA

M

PL

E

TY

PE

BL

O

W C

O U

N T

Date Started: Coordinates:

Note:

A. Maria Coca Dan J. Fischer Excavating, Inc.

Equipment:

G R

AP

H

IC

L

O G

EL

EV

AT

IO

N , F

T D

EP

TH

, F T

Cat Head

Hole Diameter:

CLASSIFICATION OF MATERIAL

30 in.

TORVANE SHEAR STRENGTH, TSF

UNDRAINED SHEAR STRENGTH, TSF

D

EP

TH

, F

T

45.703488° N -123.929804° W

COMMENTS AND

ADDITIONAL TESTS

BORING PB-11

FIG. 21A

G R

I B O

R

IN

G L

O G

L

A T

/L O

N G

' P

P G

R I D

A T

A T

E M

P

LA

T E

.G D

T

/2

/2

C-11

S-1

S-2

S-3

1.0

4.0

JUN. 2024 JOB NO. 6730-A

0 100

ASPHALT CONCRETE (2 inches) over AGGREGATE BASE (20 inches)

SAND, trace silt, trace gravel, light brown, loose, fine-grained

(4/8/2024)

Energy Ratio:

SA

M

PL

E

N O

Big Beaver Portable Drill

Surface Elevation:

Hammer Type:

1.0

Weight:

Not Available IN

ST

AL

LA

TI

O

N

0.5

Logged By:

Drilling Method:

4/8/24

IN

ST

AL

LA

TI

O

N

PLASTIC LIMIT, %

LIQUID LIMIT, %

FINES CONTENT, %

BLOWS PER FOOT

MOISTURE CONTENT, %

Solid-Stem Auger

Drilled by:

140 lb Drop:

Not AvailableSee Legend for Explanation of Symbols

SA

M

PL

E

TY

PE

BL

O

W C

O U

N T

Date Started: Coordinates:

Note:

A. Maria Coca Dan J. Fischer Excavating, Inc.

Equipment:

G R

AP

H

IC

L

O G

EL

EV

AT

IO

N , F

T D

EP

TH

, F T

Cat Head

Hole Diameter:

CLASSIFICATION OF MATERIAL

30 in.

TORVANE SHEAR STRENGTH, TSF

UNDRAINED SHEAR STRENGTH, TSF

D

EP

TH

, F

T

45.702356° N -123.932004° W

COMMENTS AND

ADDITIONAL TESTS

BORING PB-12

FIG. 22A

G R

I B O

R

IN

G L

O G

L

A T

/L O

N G

' P

P G

R I D

A T

A T

E M

P

LA

T E

.G D

T

/2

/2

C-12

S-2

S-3

S-3

1.8

5.0

2.0 ft (4/8/2024)

JUN. 2024 JOB NO. 6730-A

0 100

BORING LOCATION AND PAVEMENT

CORE PHOTOGRAPHS

JUN. 2024 JOB NO. 6730-A FIG. 23A

a. Boring PB-9 Location

b. Core C-9 Sample

JUN. 2024 JOB NO. 6730-A FIG. 24A

a. Boring PB-10 Location

b. Core C-10 Sample

JUN. 2024 JOB NO. 6730-A FIG. 25A

a. Boring PB-11 Location

b. Core C-11 Sample

JUN. 2024 JOB NO. 6730-A FIG. 26A

a. Boring PB-12 Location

b. Core C-12 Sample

0.0

1.0

2.0

3.0

105+68 113+48 123+15 130+16

Northbound Southbound Northbound Northbound

C-9 C-10 C-11 C-12

Y Axis = Depth, inches | X Axis = Core Number / Approximate Station

Good Asphalt Concrete Fair Asphalt Concrete Poor Asphalt Concrete Cracking

CORE SUMMARY CHART

MAY 2024 JOB NO. 6730-A FIG. 27A

JOB NO. 6730-A FIG. 27AJUN. 2024

CORE SUMMARY

CHART

JOB NO. 6730-A DRAWN BY AMC

DCP PB-10

Nehalem Bay State Park, Oregon

0.0 0 0

1.3 32 10

2.5 64 25

3.7 95 40

5.3 135 55

7.5 190 70

9.8 250 85

11.3 286 95

12.4 316 100

13.5 342 110

14.