The Park at Jennings Lodge Campus Geotechnical Investigation.pdf

GEOTECHNICAL INVESTIGATION

AND INFILTRATION TESTING

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

Prepared For

NORTH CLACKAMAS PARKS AND RECREATION

150 BEAVERCREEK ROAD

OREGON CITY, OREGON 97045

June 21, 2024 NGI Project No. 00-241266-0

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TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 Project Description

2.0 SUBSURFACE EXPLORATIONS AND CONDITIONS

2.1 Field Explorations

2.2 Subsurface Conditions

3.0 LABORATORY TESTING

4.0 INFILTRATION TESTING

4.1 Subsurface Explorations and Conditions

4.2 Infiltration Test Results

4.3 Dry Well Test Results

5.0 RECOMMENDATIONS

5.1 General Site Preparation and Earthwork

5.2 Fills

5.3 Excavations

5.4 Cut/Fill Slopes

5.5 Wet Weather Earthwork

5.6 Protection of Exposed Ground and Prepared Grades

5.7 Engineered Fill and Subgrade Compaction

5.8 Asphaltic Concrete Sections

5.9 Concrete Slabs and Hardscapes

5.11 Foundations

5.12 Seismic Design

5.13 Seismic Hazards

6.0 ADDITIONAL SERVICES

6.1 Construction Monitoring

6.2 Plan Review

7.0 LIMITATIONS

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FIGURES

Figure 1 Vicinity Map

Figure 2 Exploration Location Map

Figure 3 Dry Well 1 Infiltration Testing Results and Infiltration Rates

Figure 4 Dry Well 2 Infiltration Testing Results and Infiltration Rates

TABLES

Table 1 B-1i and B-2i Infiltration Tests Summary

Table 2 Dry Well Infiltration Test Summary

Table 3 Seismic Design Parameter Recommendations

APPENDICES

Appendix A Exploration Logs

Appendix B Lab Testing

Appendix C Infiltration Test Data and Results

Appendix D Dynamic Cone Penetration Results

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1.0 INTRODUCTION

1.1 Project Description

The Park at Jennings Lodge Campus project is located in Clackamas County. The park is situated between SE Hull Avenue and SE Wilmot Street at the south west side of Jennings Lodge Elementary School and covers a 1.9-acre area. Proposed improvements will include a network of shady, winding pathways dotted with comfortable benches to sit and rest through the park, two nature-inspired playgrounds where kids of all ages and diverse abilities can climb, swing, spin, and balance, and upgrades and improvements to stormwater facility within the park. We understand the development of trails and playground areas will result in both cut and fills. The general project extent is provided in the Vicinity Map, Figure 1.

We understand the pavement improvements will include an overlay or inlay and new pavement sections. All new pathways are planned to consist of asphaltic concrete or concrete sections which are discussed in this report. Exploration and testing data was utilized for the production and purposes of both the stormwater facilities and proposed pathways.

Stormwater improvements are anticipated to consist of multiple additional drywells in an open area near the southwest corner of the park.

2.0 SUBSURFACE EXPLORATIONS AND CONDITIONS

2.1 Field Explorations

The subsurface explorations were performed in two phases. The first phase consisted of drilling two infiltration borings designated B-1i and B-2i. The second phase consisted of three additional shallow geotechnical borings designated B-3 through B-5, with in-situ dynamic cone penetration (DCP) testing performed on the subgrade or sod adjacent to shallow borings B-3 through B-5.

Results of DCP testing are provided in Appendix D.

The infiltration borings were completed to depths of about 31.5 feet each. The shallow borings were generally advanced to a depth of about 6.5 feet. The approximate locations of all explorations are provided on the Boring Exploration Map, Figure 2. The borings were performed by Western States Inc., with a CME75 HT truck mounted drill rig utilizing hollow stem auger drilling.

Each boring was logged by a staff geologist from our office who collected samples and returned them to our laboratory for refinement of field classifications and laboratory testing. Formal boring logs are provided in Appendix A, as Figures A-1 through A-5, and describe conditions encountered and the results of in-situ and laboratory testing. The soils encountered were classified in the field by NGI geotechnical staff per the Unified Soil Classification System (USCS).

Sampling and in-situ testing in the borings typically consisted of acquiring several undisturbed Shelby tube samples and performing Standard Penetration Testing (SPT) and sampling at 2.5-foot intervals in the infiltration and geotechnical borings.

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2.2 Subsurface Conditions

Subsurface conditions observed in the borings have been grouped into three distinct geologic units for the purposes of discussion and engineering recommendations. The units from the surface down are described in detail on the boring logs, but can generally be summarized as follows:

Fill – Existing fills up to approximately 2.5 feet in thickness borings B-4 and B-5. The fills encountered in B-4 and B-5 are adjacent to existing stormwater facilities and existing structures.

This fill generally consisted of soft silty clay with variable sand and gravel content. The water content in late May ranged from 28% to 34% and was described as moist in the field; the fill appears to be the result of site grading/leveling. Fills were consistent with underlying silty clay observed in other borings.

Recent Alluvium – Recent alluvium was encountered at the surface to approximately 6 feet below ground surface at borings B-1i, B-2i, and B-3 to maximum depths of about 6 feet. Recent alluvium was encountered below the fill material described above in B-4 and B-5 extending to the maximum depth of approximately 6 feet. The alluvium generally consisted of soft silty clay with medium plasticity.

Missoula Flood Deposits – Beneath the alluvium and/or fill units, stratified silts, sands, and gravel deposits were encountered in borings B-1i and B-2i; the deposit coarsens before encountering silt layers near 20 feet below ground surface. The glacial outburst floods repeatedly flooded much of the Willamette Valley, and relatively high outflow velocities occurred in this area, depositing the coarse gravels encountered at depths on the order of 30 feet in the lower areas around boring B-1i. The upper 20 feet or so of the deposit grades from a stiff clayey silt at shallower depths to medium dense silty sand at a depth of approximately 20 feet and continuing until encountering the coarse gravel and cobbles at a depth of about 22.5 feet. Boring B-2i was performed upslope of boring B-1i. However, we encountered similar gravel material at a depth of approximately 22.5 feet.

Groundwater – Groundwater was not encountered in our borings at the time of our field exploration. Nevertheless, according to the Oregon Water Resources Department Groundwater Information System (GWIS), groundwater elevations in the project vicinity can be anticipated to be at elevations below 120 feet, Groundwater can be anticipated to rise seasonally to near an elevation of 72 feet.

3.0 LABORATORY TESTING

Representative samples of the subsurface soils were reviewed and limited testing performed in our laboratory to verify field soil classifications and to evaluate selected engineering properties.

The laboratory testing program consisted of the following:

Moisture Contents for select samples

Atterberg Limits

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The moisture contents and Atterberg Limits are provided on the exploration logs at the respective depths in Appendix A and lab results in Appendix B.

4.0 INFILTRATION TESTING

As requested, Northwest Geotech, Inc. (NGI) completed field infiltration testing at boring locations B-1i and B-2i, as well as dry well testing at Dry Well 1 and Dry Well 2. The field infiltration testing scope consisted of two infiltration tests at B-1i and B-2i (for a total of 4 tests) at depths of 20 and 30 feet below the existing ground surface. The approximate boring locations are shown in Figure 2. The infiltration tests were conducted in general accordance with the City of Portland Encased Falling Head Procedures. Tests at B-1i were completed at the SE corner of the site between SE Hull Avenue and SE Wilmot Street. Per the recommendation of the project civil engineer, a second set of infiltration tests at B-2i were completed approximately 100 feet to the north adjacent to Wilmot St.

4.1 Subsurface Explorations and Conditions

At testing location B-1i, Recent Alluvium was encountered at the surface to approximately 6 feet below ground surface. At approximately 6 feet below ground surface, Recent Alluvium silty clays became Missoula Flood Deposits. A low permeability silt layer was encountered at about 20 to

22.5 feet. At 22.5 feet, sandy gravels were encountered to a depth of approximately 31.5 feet. As a result, infiltration testing at the 20-foot mark was modified to approximately 25 feet at this location.

At testing location, B-2i, Recent Alluvium was also encountered at the surface to approximately 6 feet below ground surface. At approximately 6 feet below ground surface, Recent Alluvium silty clays became Missoula Flood Deposit sands that coarsened with depth. A low permeability silt layer was encountered at about 21 feet. At approximately 22.5 feet, a 1-foot gravel lens was encountered, but did not continue. Medium-grained silty sands continued to about 31.5 feet. No groundwater was encountered in either boring. Borings B-1i and B-2i in Appendix A show a summary of soil conditions for each excavation.

Test holes were excavated using an 8-inch outer diameter, 4.25-inch inner diameter hollow stem auger utilizing a CME 75 HT Drill. Boreholes were saturated for 1 hour using approximately 5 gallons of water each, prior to testing. Post saturation, test holes were measured using both a sounding tape at 10-minute intervals and a vibrating wire piezometer connected to a data logger.

Dry Well 1 was located west of the trash collection area. Dry Well 1 was measured to be 17 feet deep, with a 4-foot inner diameter. It was noted that some trash debris was visible at the bottom of the dry well prior to filling.

Dry Well 2 was located west of the parking lot area. Dry Well 2 was measured to be 16.25 feet deep with a 4-foot inner diameter. Standing water was noted at the bottom of Dry Well 2. Figure 2 shows the approximate locations of Dry Wells 1 and 2.

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4.2 Infiltration Tespt Results

Infiltration testing was performed in 4.25-inch diameter hollow stem augers. Approximately 12 inches of clean water was poured into the augers and maintained while monitoring the drop in head over time. Throughout the testing period, we observed measurable drops in water levels at B-1i at 25 feet, B-1i at 30 feet, B-2i at 20 feet and B-2i at 30 feet. Table 1 shows a summary of testing results for B-1i at 25 feet and 30 feet and B-2i at 25 feet and 30 feet. More detailed testing information is available in Appendix C.

Table 1. Boring Infiltration Test Summary Results

Location Depth (feet) Measured Infiltration Rate (in/hr)

B-1i 25.0 7.74

B-1i 30.0 12.55

B-2i 20.0 0.59

B-2i 30.0 2.29

4.3 Dry Well Test Results

Dry well testing was performed in the two existing dry wells on the east side of site. The dry wells were selected by the project civil engineer prior to testing. As no source of water was available on site, a 1,300-gallon water truck was used to flow water into each well. At Dry Well 1, a measured 1,060 gallons was flowed into the well over a period of 45 minutes, where a 3.17-foot head was observed to have developed. At Dry well 2, a measured 1,040 gallons was flowed into the well over a period of 45 minutes where a 3-foot head was observed to have developed. Flow and falling head infiltration rates were measured using a vibrating wire piezometer attached to a data logger, taking readings at 1-minute intervals at each location. Timing between readings was increased to 5-minute intervals post testing to reduce noise between readings. Table 2 shows a summary of the dry well infiltration testing results for Dry Wells 1 and 2. More detailed testing information is available in Appendix C.

Table 2. Dry Well Infiltration Test Summary Results

Location High Head Conditions Low Head Conditions

Dry Well 1 38.38 inches/hour 18.86 inches/hour

Dry Well 2 34.85 inches/hour 10.15 inches/hour

Figure 3 shows the results and calculated high head and low head infiltration rates at Dry Well 1.

The high head infiltration rate was taken above the 1-foot head mark and calculated to be

38.38 inches per hour. The lower infiltration rate was taken near the 1-foot head mark and calculated to be 18.86 inches per hour.

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Figure 4 shows the results and calculated high and low infiltration rates at Dry Well 2. The high head infiltration rate was taken above the 1-foot head mark and calculated to be 34.85 inches per hour. The lower infiltration rate was taken near the 1-foot head mark and calculated to be

10.15 inches per hour.

5.0 RECOMMENDATIONS

5.1 General Site Preparation and Earthwork

Site stripping of sod in all areas planned for grading is anticipated to be 3 to 4 inches. Grubbing of brush and trees and associated root balls is recommended prior to the stripping process such that larger roots and branches do not become mixed with salvaged surface soils or future topsoil borrow stockpiles. In addition, all topsoil, vegetation, manmade material, and deleterious debris should be removed from proposed improvement areas and be properly disposed of off-site.

The surface silts and clays free of organic or deleterious materials are considered acceptable for general grading and shaping (engineered fills) provided the work is performed between mid-June and mid-October. The existing surface soils should be assumed to be relatively impervious and thus the designers should allow for collection and disposal of infiltrating surface water/rainfall in the play areas. To facilitate this, it will be important to identify on plans that soil subgrades are to be graded a minimum of 1.5% towards the perforated collection pipes.

5.2 Fills

The on-site soils are generally considered to be suitable for use as landscape or engineered fills.

Landscape fills are defined herein as those placed in areas not planned for play, but rather for the sole purpose of providing growth media. We defer the compaction requirements in landscape fill areas to the landscape architect. Engineered fills are defined as those used to shape or grade elevations for softscape play areas, grass fields, and general shallow earthwork associated with walkway grading. The engineered fills should be free of organics or other deleterious materials and have a maximum particle size less than 3 inches.

It is likely that the on-site surface soils will have moisture contents greater than optimum and some moisture loss will be necessary prior to compaction. During dry warm weather this is often accomplished by placing thin lifts of about 4 inches in thickness and allowing for moisture loss prior to and during compaction. We recommend that mass earthwork compaction be performed with pad-foot equipment. Thicker lifts may require further aeration/ripping/turning if compaction levels are not achieved upon initial compaction efforts. Lifts should be limited to 4 inches for small plate compactors.

Earthwork specifications should prohibit earthwork utilizing on-site soils during periods of wet weather unless otherwise recommended in the field by the geotechnical engineer or their representative.

If earthwork needs to occur during wetter months or the project requires imported fill material, we recommend importing granular, well graded, crushed rock gravel for use as structural fill.

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5.3 Excavations

It is anticipated that excavations at the site can be completed using conventional earthwork equipment other than scrapers. Safe temporary cut slopes and trench excavations are the responsibility of the Contractor and should conform to the latest OR-OSHA standards. We recommend the Contractor assume Type B (medium stiff) cohesive soils exist when planning excavations which require temporary excavations more than 4 feet be shored or sloped to provide for worker safety. Groundwater was not encountered in the borings (B-1i B-2i, B-3, B-4, B-5) at the end of May. Nonetheless, saturated soil and seepage conditions may be present in the soils in the winter and early spring or during prolonged periods of wet weather.

5.4 Cut/Fill Slopes

Any structural fill placed on slopes at or greater than 5H:1V should be properly benched. Level benches excavated into the existing slope should be a minimum of 4 feet wide laterally, and should be cut into the slope for no more than every five feet of vertical rise. The placement of fill should begin at the base of the fill. All benches should be inspected by a representative of the Geotechnical Engineer and approved prior to placement of structural fill lifts. If evidence of seepage is observed in the bench excavations, a supplemental drainage system may need to be designed and installed to prevent hydrostatic pressure buildup behind the fill. Final fill and/or cut slopes should be kept at or below a slope of 2H:1V. The fill should extend horizontally outward beyond the exterior perimeter of the building and pavements at least 5 feet and 3 feet respectively, prior to sloping.

5.5 Wet Weather Earthwork

Site surface silt soils are moisture sensitive and as a result wet weather grading with site soils will not be possible other than nominal shaping of landscape planter areas. If construction is planned during the wet season, we recommend play area fills be constructed of clean washed sand or sand and gravel with less than 7% passing the #200 sieve. All wet weather subgrade cuts performed for the purpose of subsequent imported fills or base aggregate placement are to be accomplished using the “cut and cover” method, with excavators equipped with a smooth edge bucket and relatively light compaction equipment. Aggregate sections may require thickening to a minimum of 8 inches beneath concrete sections and 12 inches for asphaltic concrete sections, or more based on conditions exposed at subgrade elevations, as subgrade compaction will not be possible.

5.6 Protection of Exposed Ground and Prepared Grades

Excavation and construction operations will expose the near-surface moisture sensitive soils to inclement weather conditions. The exposed soils will rapidly deteriorate due to precipitation and/or the action of repetitive construction equipment. Accordingly, in areas where aggregate base sections are planned such as walkways, slabs, and structures, the aggregate base should be placed and compacted immediately following subgrade compaction acceptance to protect prepared grades. Alternatively, surface soil subgrades with positive drainage may be temporarily protected with plastic sheeting during times of inclement weather. In addition, the contractor should be responsible for protecting exposed grades from construction equipment traffic

- 7 -disturbance, and be required to repair contractor disturbed areas at no cost to the owner. All construction haul routes should include a minimum of 12 inches or more of crushed or native gravel base during the wet weather season or conditions. Standing or ponded stormwater should be drained to sumps and/or grades corrected to provide drained conditions.

5.7 Engineered Fill and Subgrade Compaction

Engineered fills should be compacted at moisture contents within 3 percent of optimum and to a density that is not less than 95 percent of the maximum dry density as determined in accordance with ASTM D1557 (Modified Proctor).

Imported aggregate base for pavements and structures are to be compacted to 95 percent of the Modified Proctor maximum density (ASTM D1557); the upper 8 inches of subgrade beneath all aggregate base sections for paved or hardscape areas should be compacted to 95 percent of the Modified Proctor. Proof-rolling of completed aggregate base sections is recommended prior to asphaltic concrete paving.

5.8 Asphaltic Concrete Sections

Asphaltic Concrete recommendations were developed utilizing the AASHTO Guide for Design of Pavement Structures (1993) in conjunction with the correlated modulus of subgrade reaction derived from our DCP testing. The DCP data is available in Appendix D. We recommend asphaltic concrete paths with potential full size maintenance vehicle travel consist of 3 inches of asphaltic concrete over 8 inches of approved 3/4-inch minus crushed aggregate base. The aggregate base should extend 1 foot beyond the pavement edge on both sides, and edges backfilled with aggregate base after placement of asphalt pavement. In cut pavement subgrade areas, subgrade compaction may be waived by the geotechnical engineer or their representative if soils are stiff and if moisture conditioning is anticipated to encounter significant roots (be detrimental to larger established trees). In all other areas the subgrade soils shall be compacted to a depth of 8 inches to achieve the recommended 95 percent subgrade compaction (ASTM D1557), and moisture conditioned if necessary.

5.9 Concrete Slabs and Hardscapes

Concrete slab and hardscape recommendations were developed utilizing the AASHTO Guide for Design of Pavement Structures (1993) in conjunction with DCP data. DCP data is available in Appendix D. We recommend sidewalk sections where maintenance vehicles may travel be a minimum of 5 inches in thickness, be continuously reinforced, and be fitted with slip doweled expansion/contraction joints at construction cold joints with a spacing of not more than 100 feet.

A typical reinforcement pattern of #4 bars on 24-inch centers have been used on similar prior parks projects to help reduce future tree root heave. A minimum of 6 inches of approved 3/4-inch minus aggregate base is recommended beneath vehicular-rated reinforced concrete sidewalks.

Between slip dowel joints, typical tooled or saw cut crack control joints should be placed such that the panels are square (crack control joint spacing is equal to the width of the walkway).

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5.11 Foundations

For the play structures we recommend spread footings or piers be sized for a bearing pressure of up to 1,500 psf assuming a minimum width of 12 inches, and minimum depth of 18 inches below finished grades. If soft soils or historic fills are encountered in footing excavations, the materials should be over-excavated and backfilled with imported structural fill or approved on-site fill materials compacted to a minimum of 95 percent of the maximum dry density in accordance with ASTM D1557.

5.12 Seismic Design

Based on the subsurface exploration and in accordance with the 2022 Oregon Structural Specialty Code (OSSC) and ASCE 7-16, we recommend Site Class D. Inputting our recommended Site Class as well as the site address into the ATC Hazards by Location tool (https://hazards.atcouncil.org/) we obtained the seismic design parameters shown in Table 3.

Table 3. Seismic Design Parameter Recommendations (ASCE 7-16)

PARAMETER RECOMMENDATION

Site Class D

Ss 0.854g

S1 0.380g

Fa 1.158

Fv 1.902

SMS (=Ss x Fa) 0.989g

SM1 (=S1 x Fv) 0.730g

SDS (=2/3 x Ss x Fa) 0.660g

SD1 (=2/3 x S1 x FV) 0.482g

MCEG PGA 0.384g

FPGA 1.216

PGAM (=MCEG PGA * FPGA) 0.467g

Design PGA (=2/3 * PGAM) 0.311g

5.13 Seismic Hazards

Site slopes are anticipated to undergo significant lateral displacement/failure during a major seismic event. Displacements are anticipated to decrease substantially with distance away from the top of slope due to depth to water and increased relative density. However, the lateral and vertical displacements on slopes or near the toe can be expected. Due to the cost prohibitive nature of building minor trails and pedestrian walks or bridges to resist massive seismic slope movement, we recommend the focus be on designing these facilities to meet life safety mandates only and accept that repairs will be necessary following a major earthquake. As such, we recommend that any elevated connector trail or play area walkways be limited to a maximum of 5 feet off the ground. Likewise, viewing platforms should also adhere to this limit.

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Total and differential settlement as a result of static loading is expected to be within typical construction tolerances of one-inch total settlement and one quarter to one half inch of differential settlement. Where unusual loading patterns result in large differential loads, combined footings, eccentrically loaded footings, or other special foundation requirements, this office should be consulted.

Observation of completed foundation subgrades by the geotechnical engineer or their representative (NGI/RMA) will be required to determine if encountered soils and prepared subgrades are consistent with both site explorations, existing conditions, and our recommendations.

6.0 ADDITIONAL SERVICES

6.1 Construction Monitoring

Because of the judgmental character of the art of soil and foundation engineering, as well as the potential for adverse circumstances arising from construction activity, observations and testing during site preparation, mass earthwork, excavation, and foundation construction will need to be carried out by the geotechnical engineer or their representative. These observations then may serve as a basis for confirmation and/or alteration of geotechnical recommendations or design guidelines presented herein to the benefit of the project.

6.2 Plan Review

A geotechnical review of final plans and specifications is necessary to determine whether our recommendations have been properly interpreted and incorporated in the design and construction documents.

7.0 LIMITATIONS

Within the limitations of scope, schedule, and budget, our services have been completed in accordance with the General Conditions accepted by our client and geotechnical practices in this area at the time this report was prepared. No warranty is expressed or implied. This report was prepared for the exclusive use of NGI’s client for the specific project and NGI does not authorize the segmented use of the advice herein or the reliance upon the report by third parties without written authorization of NGI. The boring logs and related information depict generalized subsurface conditions only at these specific locations and at the particular time the subsurface exploration was completed. Soil and groundwater conditions at other locations may differ from the conditions at test pit locations. Also, the passage of time may result in a change in the soil and groundwater conditions at the site. This report pertains to the subject site only, and is not applicable to adjacent sites nor is it valid for types of development other than that to which it refers. Geologic conditions including materials, processes and rates can change with time and therefore a review of the site and/or this report may be necessary as time passes to assure its accuracy and adequacy. This report may only be copied in its entirety. Unless explicitly addressed in this report, NGI’s analysis has not included a seismic site hazard investigation. If you would like NGI to complete these services, please contact our office.

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Respectfully submitted, NORTHWEST GEOTECH, INC.

Expires: 6/30/2025

Nicholas G. Kam, P.E. David Franklin Hannant, P.E.

Principal Geotechnical Engineer Staff Engineer II

Copies: (1) Addressee (E-mail)

THE PARK AT JENNINGS LODGE CAMPUS

MILWAUKIE, OREGON

LOCATION MAP

PROJECT NO. 00-241266-0 FIGURE NO. 1

PROJECT LOCATION

B-1i

B-2i

B-3

B-5

B-4

D

D

DRY WELL 1

DRY WELL 2

FIGURE NO. 2BORING EXPLORATION MAPPROJECT NO. 00-241266-0

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

APPROXIMATE SCALE �FEET�

0 20 40

LEGEND�

B-1i

APPROXIMATE BORING LOCATION

i DESIGNATES INFILTRATION TESTING LOCATION

D

APPROXIMATE DRY WELL TESTING LOCATION

DRY WELL 1

BASE MAP PROVIDED BY RQ4D SURVEYING

FIGURE NO. 3DRY WELL 1

DRY WELL DRAWDOWN

PROJECT NO.

00-241266-0

THE PARK AT JENNINGS LODGE CAMPUS

FIGURE NO. 4DRY WELL 2

PROJECT NO.

00-241266-0

THE PARK AT JENNINGS LODGE CAMPUS

APPENDIX A

EXPLORATION LOGS

DATE: 5/23/2024

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PROJECT NO. 00-241266-0

FIGURE NO. A-1

(1/2)

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

APPROXIMATE ELEVATION: 116 FTDROP: 30 INCHESDRIVE WEIGHT: 140 LBSBORING DIAMETER: 4.25 INCHES

(F

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BORING NO.

SOIL DESCRIPTION

DRILLING COMPANY: WESTERN STATES

BORING LOG B-1i

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(p cf

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SILTY CLAY, SLIGHTLY SANDY, MEDIUM STIFF, BROWN, MOIST, LOW

PLASTICITY (FILL)

CL

24 IN

PUSH

24 IN

PUSH

RIG: CME 75 HT TRUCK HOLLOW STEM

U-2

U-1

S-1

S-3

S-5

S-4

6 INCHES OF SOD

S-2

8S-6

14S-7

41S-8

SAND, SLIGHTLY SILTY, LOOSE, BROWN, MOIST, SANDS ARE FINE

GRAINED BECOMING MEDIUM GRAINED (MISSOULA FLOOD DEPOSITS)

NOTE: 1 FOOT LENSE OF COARSE SAND

NOTE: SCATTERED SILT TO SANDY SILT LENSES AT 16.25'

SM

SILT, SLIGHTLY SANDY AND TRACE CLAY, MEDIUM STIFF, BROWN, MOIST

(MISSOULA FLOOD DEPOSITS)

SM

SANDY GRAVEL, SLIGHTLY SILTY, DENSE, BROWN, MOIST, GRAVELS ARE

SUB-ANGULAR TO SUB-ROUNDED (MISSOULA FLOOD DEPOSITS)

GP

28.1

18.1

SILTY SAND, TRACE CLAY, BROWN, MOIST, SANDS ARE FINE GRAINED

(MISSOULA FLOOD DEPOSITS)

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FIGURE NO. A-1

(2/2)

DRIVE WEIGHT: 140 LBSBORING DIAMETER: 4.25 INCHES

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BORING NO.

SOIL DESCRIPTION

DRILLING COMPANY: WESTERN STATES

BORING LOG B-1i

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TOTAL DEPTH: 31.5 FEET

NO GROUNDWATER ENCOUNTERED

SHELBY TUBE SAMPLE SPT SAMPLER

S-9

DATE: 5/23/2024

PROJECT NO. 00-241266-0

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

RIG: CME 75 HT TRUCK HOLLOW STEM

SANDY GRAVEL, SLIGHTLY SILTY, DENSE, BROWN, MOIST, GRAVELS ARE

SUB-ANGULAR TO SUB-ROUNDED (MISSOULA FLOOD DEPOSITS)

GP

APPROXIMATE ELEVATION: 116 FTDROP: 30 INCHES

DATE: 5/23/2024

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PROJECT NO. 00-241266-0

FIGURE NO. A-2

(1/2)

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

DRIVE WEIGHT: 140 LBSBORING DIAMETER: 4.25 INCHES

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BORING NO.

SOIL DESCRIPTION

DRILLING COMPANY: WESTERN STATES

BORING LOG B-2i

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SILTY CLAY, SLIGHTLY SANDY, MEDIUM STIFF, BROWN, MOIST, LOW

PLASTICITY (RECENT ALLUVIUM)

CL

24 IN

PUSH

RIG: CME 75 HT TRUCK HOLLOW STEM

U-1

S-1

S-3

S-5

S-4

6 INCHES OF SOD

S-2

8S-6

18S-7

SAND, SLIGHTLY SILTY, LOOSE, BROWN, MOIST, FINE GRAINED SAND

(MISSOULA FLOOD DEPOSITS)

TRACE SILT

SANDS BECOME MEDIUM GRAINED

SM

SILT, SLIGHTLY SANDY AND TRACE CLAY, MEDIUM STIFF, BROWN, MOIST

(MISSOULA FLOOD DEPOSITS)

SM

SAND, SLIGHTLY SILTY, TRACE CLAY, MEDIUM DENSE, BROWN, MOIST,

SANDS ARE MEDIUM GRAINED (MISSOULA FLOOD DEPOSITS)

NOTE: 1 FOOT SANDY GRAVEL LENS AT 24 FEET, GRAVELS ARE

SUB-ANGULAR TO SUB- ROUNDED

SM

26.7

APPROXIMATE ELEVATION: 120 FTDROP: 30 INCHES

SILTY SAND, TRACE CLAY, BROWN, MOIST, SANDS ARE FINE GRAINED

(MISSOULA FLOOD DEPOSITS)

SM

SA

M

PL

E

N U

M

BE

R

D R

IV

E

SA

M

PL

E

BL

O

W S/

FO

O

T

FIGURE NO. A-2

(2/2)

DRIVE WEIGHT: 140 LBSBORING DIAMETER: 4.25 INCHES

(F

EE

T)

LE

N G

TH

BORING NO.

SOIL DESCRIPTION

DRILLING COMPANY: WESTERN STATES

BORING LOG B-2i

D R

Y D

EN

SI

TY

(p cf

M O

IS

TU

R E

C O

N

TE

N T

SO

IL

C

LA

SS

(U

.S .C

.S

TOTAL DEPTH: 31.5 FEET

NO GROUNDWATER ENCOUNTERED

SHELBY TUBE SAMPLE SPT SAMPLER

S-8

DATE: 5/23/2024

PROJECT NO. 00-241266-0

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

RIG: CME 75 HT TRUCK HOLLOW STEM

SAND, SLIGHTLY SILTY, TRACE CLAY, MEDIUM DENSE, BROWN, MOIST,

SANDS ARE MEDIUM GRAINED (MISSOULA FLOOD DEPOSITS)

SM

29.9

APPROXIMATE ELEVATION: 120 FTDROP: 30 INCHES

B-3

DATE: 5/24/2024

SA

M

PL

E

N U

M

BE

R

D R

IV

E

SA

M

PL

E

BL

O

W S/

FO

O

T

PROJECT NO. 00-241266-0 FIGURE NO. A-3

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

DRIVE WEIGHT: 140 LBSBORING DIAMETER: 4.25 INCHES

(F

EE

T)

LE

N G

TH

BORING NO.

SOIL DESCRIPTION

DRILLING COMPANY: WESTERN STATES

BORING LOG B-3

D R

Y D

EN

SI

TY

(p cf

M O

IS

TU

R E

C O

N

TE

N T

SO

IL

C

LA

SS

(U

.S .C

.S

SILTY CLAY, SLIGHTLY SANDY, MEDIUM STIFF, BROWN, MOIST, LOW

PLASTICITY, ABUNDANT ROOTS (RECENT ALLUVIUM)

CL

RIG: CME 75 HT TRUCK HOLLOW STEM

S-1

S-3

6 INCHES OF SOD

S-2

SILTY SAND, SLIGHTLY CLAYEY, LOOSE, BROWN, MOIST, FINE GRAINED

SANDS BECOMING MEDIUM GRAINED SAND (MISSOULA FLOOD

DEPOSITS)

SM

TOTAL DEPTH: 6.5 FEET

NO GROUNDWATER ENCOUNTERED

SHELBY TUBE SAMPLE SPT SAMPLER

55.6

APPROXIMATE ELEVATION: 123.5 FTDROP: 30 INCHES

B-4

SA

M

PL

E

N U

M

BE

R

D R

IV

E

SA

M

PL

E

BL

O

W S/

FO

O

T

PROJECT NO. 00-241266-0 FIGURE NO. A-4

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

DRIVE WEIGHT: 140 LBSBORING DIAMETER: 4.25 INCHES

(F

EE

T)

LE

N G

TH

BORING NO.

SOIL DESCRIPTION

DRILLING COMPANY: WESTERN STATES

BORING LOG B-4

D R

Y D

EN

SI

TY

(p cf

M O

IS

TU

R E

C O

N

TE

N T

SO

IL

C

LA

SS

(U

.S .C

.S

SILTY CLAY, SLIGHTLY SANDY, MEDIUM STIFF, BROWN, MOIST, LOW

PLASTICITY (FILL)

CL

RIG: CME 75 HT TRUCK HOLLOW STEM

S-1

S-3

6 INCHES OF SOD

S-2

SILTY SAND, TRACE CLAY, LOOSE, BROWN, MOIST, FINE GRAINED SANDS

MEDIUM GRAINED AT 4.5 FEET (MISSOULA FLOOD DEPOSITS)

SM

TOTAL DEPTH: 6.5 FEET

NO GROUNDWATER ENCOUNTERED

SHELBY TUBE SAMPLE SPT SAMPLER

30.3

APPROXIMATE ELEVATION: 123.5 FTDROP: 30 INCHES

B-5

SA

M

PL

E

N U

M

BE

R

D R

IV

E

SA

M

PL

E

BL

O

W S/

FO

O

T

PROJECT NO. 00-241266-0 FIGURE NO. A-5

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

DRIVE WEIGHT: 140 LBSBORING DIAMETER: 4.25 INCHES

(F

EE

T)

LE

N G

TH

BORING NO.

SOIL DESCRIPTION

DRILLING COMPANY: WESTERN STATES

BORING LOG B-5

D R

Y D

EN

SI

TY

(p cf

M O

IS

TU

R E

C O

N

TE

N T

SO

IL

C

LA

SS

(U

.S .C

.S

SILTY CLAY, SLIGHTLY SANDY, MEDIUM STIFF, BROWN, MOIST, LOW

PLASTICITY (FILL)

CL

RIG: CME 75 HT TRUCK HOLLOW STEM

S-1

S-3

6 INCHES OF SOD

S-2

SILTY SAND, TRACE CLAYEY, LOOSE, BROWN, MOIST, FINE GRAINED

SANDS BECOMING MEDIUM GRAINED AT 4.5 FEET (MISSOULA FLOOD

DEPOSITS)

SM

TOTAL DEPTH: 6.5 FEET

NO GROUNDWATER ENCOUNTERED

SHELBY TUBE SAMPLE SPT SAMPLER

34.2

APPROXIMATE ELEVATION: 121 FTDROP: 30 INCHES

APPENDIX B

LAB TESTING

PL

AS

TI

C

IT

Y

IN

D

EX

0 10 20 30 40 50 60 70 80 90 100

CL-ML

CL

ML & OL

CH

MH & OH

LIQUID LIMIT (%)

SYMBOL SAMPLE LOCATION )IELD (%)

MOISTURE

LIQUID

LIMIT (%)

PLASTIC

LIMIT (%)

PLASTICITY

INDEX (%)

UNI)IED

SOIL

CLASS�

ATTERBERG LIMITS TEST RESULT - ASTM D4318

55�6 45 23 22 CL-MLB-3 S-2 # 2�5 - 4 )T�

PRO-ECT NO� 00-241266-0 )IGURE NO� B-1

THE PAR. AT -ENNINGS LODGE CAMPUS

18521 SE RI9ER ROAD

MIL:AU.IE� OREGON

APPENDIX C

INFILTRATION TEST DATA AND RESULTS

TABLE 7

Dry Well 1 Infiltration Data

The Park at Jenning Lodge Infiltration Testing

Time (Min) Serial # Temp © HZ Read PSI Calc PSF Ft H2O

0 2303634 13.62 2853.44 0.060454 13.57 0.217

7 2303634 14.32 2853.62 0.055708 12.88 0.206

10 2303634 13.88 2853.66 0.04522 11.37 0.182

15 2303634 13.39 2853.62 0.040935 10.75 0.172

20 2303634 13.07 2853.56 0.041092 10.78 0.173

25 2303634 12.87 2853.5 0.04316 11.08 0.177

31 2303634 13.73 2852.53 0.14231 25.35 0.406

35 2303634 14.52 2850.81 0.306136 48.94 0.784

40 2303634 14.66 2848.71 0.492983 75.85 1.216

45 2303634 14.69 2846.26 0.70872 106.92 1.713

50 2303634 14.69 2844.21 0.888712 132.83 2.129

55 2303634 14.71 2842.75 1.017141 151.33 2.425

60 2303634 14.71 2841.48 1.128537 167.37 2.682

65 2303634 14.73 2840.38 1.225296 181.30 2.905

70 2303634 14.75 2839.44 1.307999 193.21 3.096

75 2303634 14.79 2839.09 1.339293 197.72 3.169

80 2303634 14.81 2840.61 1.206378 178.58 2.862

85 2303634 14.81 2842.27 1.060807 157.62 2.526

90 2303634 14.81 2843.62 0.942364 140.56 2.253

95 2303634 14.81 2844.83 0.836161 125.27 2.007

100 2303634 14.81 2845.91 0.741333 111.61 1.789

105 2303634 14.81 2846.9 0.654379 99.09 1.588

110 2303634 14.79 2847.77 0.577629 88.04 1.411

115 2303634 14.79 2848.58 0.506444 77.79 1.247

120 2303634 14.79 2849.35 0.438758 68.04 1.090

125 2303634 14.79 2850.05 0.37721 59.18 0.948

130 2303634 14.81 2850.71 0.31948 50.87 0.815

135 2303634 14.77 2851.37 0.260799 42.41 0.680

140 2303634 14.75 2852.01 0.204177 34.26 0.549

145 2303634 14.6 2852.61 0.149023 26.32 0.422

150 2303634 14.37 2853.13 0.099633 19.21 0.308

155 2303634 14.21 2853.68 0.048688 11.87 0.190

160 2303634 14.09 2853.95 0.023017 8.17 0.131

165 2303634 13.98 2854.1 0.008065 6.02 0.096

170 2303634 13.94 2854.22 -0.00314 4.41 0.071

175 2303634 13.9 2854.24 -0.00553 4.06 0.065

180 2303634 13.9 2854.28 -0.00906 3.56 0.057

185 2303634 13.86 2854.34 -0.01497 2.70 0.043

190 2303634 13.85 2854.36 -0.01689 2.43 0.039

195 2303634 13.85 2854.39 -0.01954 2.05 0.033

200 2303634 13.83 2854.37 -0.01809 2.25 0.036

205 2303634 13.81 2854.41 -0.02193 1.70 0.027

210 2303634 13.81 2854.39 -0.02017 1.96 0.031

215 2303634 13.81 2854.43 -0.0237 1.45 0.023

TABLE 8

Dry Well 2 Infiltration Data

The Park at Jenning Lodge Infiltration Testing

Time (Min) Serial # Temp © HZ Read PSI Calc PSF Ft H2O

0 2303633 21.58 3097.51 0.101487 14.61 0.234

5 2303633 22.45 3097.71 0.092762 13.36 0.214

10 2303633 23.96 3097.83 0.0978 14.08 0.226

15 2303633 19.93 3097 0.129301 18.62 0.298

20 2303633 15.64 3094.24 0.328689 47.33 0.759

25 2303633 15.38 3091.75 0.553204 79.66 1.277

30 2303633 15.41 3090.61 0.657911 94.74 1.518

35 2303633 15.43 3089.66 0.745077 107.29 1.719

40 2303633 15.47 3088.27 0.872716 125.67 2.014

45 2303633 15.49 3086.86 1.001874 144.27 2.312

50 2303633 15.53 3085.61 1.116627 160.79 2.577

55 2303633 15.55 3084.57 1.2119 174.51 2.797

60 2303633 15.58 3083.71 1.290839 185.88 2.979

65 2303633 15.62 3083.82 1.281312 184.51 2.957

70 2303633 15.62 3085.36 1.14064 164.25 2.632

75 2303633 15.62 3086.54 1.032816 148.73 2.383

80 2303633 15.62 3087.61 0.935015 134.64 2.158

85 2303633 15.6 3088.43 0.859786 123.81 1.984

90 2303633 15.6 3089.2 0.789375 113.67 1.822

95 2303633 15.6 3089.86 0.729011 104.98 1.682

100 2303633 15.6 3090.46 0.674127 97.07 1.556

105 2303633 15.58 3090.98 0.626292 90.19 1.445

110 2303633 15.55 3091.48 0.580148 83.54 1.339

115 2303633 15.55 3091.96 0.536223 77.22 1.237

120 2303633 15.57 3092.39 0.497132 71.59 1.147

125 2303633 15.57 3092.8 0.459604 66.18 1.061

130 2303633 15.57 3093.19 0.423903 61.04 0.978

135 2303633 15.55 3093.56 0.389767 56.13 0.899

140 2303633 15.55 3093.9 0.358637 51.64 0.828

145 2303633 15.53 3094.22 0.329073 47.39 0.759

150 2303633 15.49 3094.54 0.299242 43.09 0.691

155 2303633 15.45 3094.83 0.272155 39.19 0.628

160 2303633 15.41 3095.15 0.242318 34.89 0.559

165 2303633 15.34 3095.47 0.212079 30.54 0.489

170 2303633 15.15 3095.72 0.186651 26.88 0.431

175 2303633 14.96 3095.98 0.160291 23.08 0.370

180 2303633 14.81 3096.23 0.13537 19.49 0.312

185 2303633 14.68 3096.39 0.118956 17.13 0.275

190 2303633 14.59 3096.62 0.096662 13.92 0.223

195 2303633 14.51 3096.84 0.075416 10.86 0.174

200 2303633 14.45 3096.89 0.070018 10.08 0.162

205 2303633 14.4 3096.94 0.064756 9.32 0.149

210 2303633 14.34 3097 0.058439 8.42 0.135

215 2303633 14.3 3097.03 0.055144 7.94 0.127

FIGURE NO. 3DRY WELL 1

PROJECT NO.

00-241266-0

THE PARK AT JENNINGS LODGE CAMPUS

FIGURE NO. 4DRY WELL 2

PROJECT NO.

00-241266-0

THE PARK AT JENNINGS LODGE CAMPUS

TABLE 3

Encased Falling Head Infiltration Data

The Park at Jenning Lodge Infiltration Testing

Depth (ft) Soil Texture:

Presaturation start time and date: 5/23/2024 10:55

Prsaturation end time and date 5/23/2024 11:55

Date Time:

Time Interval

(minutes)

Measurement

(ft)

Drop in Water

Level (ft)

Infiltration rate (in/hr)

5/23/2024 12:44 0 24.2 0 - TRIAL 1

12:54 10 24.22 0.02 1.44

13:04 10 24.29 0.07 5.04

13:14 10 24.36 0.07 5.04

13:24 10 24.43 0.07 5.04

13:29 0 23.58 0.00 -

13:39 10 23.74 0.16 11.52

13:49 10 23.88 0.14 10.08

13:59 10 23.97 0.09 6.48

14:09 10 24.01 0.04 2.88

14:15 0 23.37 0.00 -

14:25 10 23.57 0.20 14.40

14:35 10 23.67 0.10 7.20

14:45 10 23.76 0.09 6.48

14:55 10 23.80 0.04 2.88

7.74 (in/hr)

Test Location: B-1i, SW corner of site

Depth to bottom of hole (FT): 25 ft

TRIAL 3

25 Silty Gravel, slightly sandy, moist, brown

Comments

TRIAL 2

7.74

Overall Average:

7.74

TABLE 4

The Park at Jenning Lodge Infiltration Testing

Depth (ft) Soil Texture:

Presaturation start time and date: 5/24/2024 10:20

Prsaturation end time and date 5/24/2024 12:20

Date Time:

Time Interval

(minutes)

Measurement

(ft)

Drop in Water

Level (ft)

Infiltration rate (in/hr)

5/24/2024 12:15 0 29.51 0 - TRIAL 1

12:25 10 29.85 0.34 24.48

12:35 10 30.07 0.22 15.84

12:45 10 32.20 2.13 153.36

12:55 10 32.20 0.00 0.00

13:05 10 32.20 0.00 0.00

13:15 10 32.20 0.00 0.00

13:00 0 29.25 0.00 -

13:10 10 29.55 0.30 21.60

13:20 10 29.83 0.28 20.16

13:30 10 30.05 0.22 15.84

13:40 10 30.60 0.55 39.60

13:50 10 31.20 0.60 43.20

14:00 10 31.60 0.40 28.80

14:25 0 29.30 0.00 -

14:35 10 29.53 0.23 16.56

14:45 10 29.75 0.22 15.84

14:55 10 29.96 0.21 15.12

15:05 10 30.09 0.13 9.36

15:15 10 30.17 0.08 5.76

15:25 10 30.24 0.07 5.26

12.55 (in/hr)

User error - Nick misread

Test Location: B-1i, SW corner of site

Depth to bottom of hole (FT): 30 ft

30 Sandy Gravel, slightly silty, moist, brown

Comments

Overall Average:

TRIAL 2

User error - misread

User error - misread

User error - misread

TRIAL 3

TABLE 5

The Park at Jenning Lodge Infiltration Testing

Depth (ft) Soil Texture:

Presaturation start time and date: 5/24/2024 9:55

Prsaturation end time and date 5/24/2024 12:20

Date Time:

Time Interval

(minutes)

Measurement

(ft)

Drop in Water

Level (ft)

Infiltration rate (in/hr)

5/24/2024 12:20 0 18.34 0.000 - TRIAL 1

12:30 10 18.34 0.000 0.000

12:40 10 18.35 0.005 0.360

12:50 10 18.37 0.025 1.800

13:00 10 18.38 0.005 0.360

13:10 10 18.38 0.005 0.360

13:20 10 18.39 0.005 0.360

13:20 0 18.38 0.000 -

13:30 10 18.41 0.025 1.800

13:40 10 18.41 0.005 0.360

13:50 10 18.42 0.005 0.360

14:00 10 18.42 0.005 0.360

14:10 10 18.43 0.005 0.360

14:20 10 18.43 0.005 0.360

14:20 0 18.44 0.000 -

14:30 10 18.46 0.015 1.080

14:40 10 18.46 0.005 0.360

14:50 10 18.47 0.005 0.360

13:00 10 18.47 0.005 0.360

13:10 10 18.48 0.005 0.360

13:20 10 18.48 0.005 0.360

0.59 (in/hr)

Test Location: B-2i, ~100 ft north B-1i

Depth to bottom of hole (FT): 20 ft

20 Silty Sand, moist, brown, sands are fine grained

Comments

TRIAL 2

TRIAL 3

TABLE 6

The Park at Jenning Lodge Infiltration Testing

Depth (ft) Soil Texture:

Presaturation start time and date: 5/24/2024 9:55

Prsaturation end time and date 5/24/2024 12:20

Date Time:

Time Interval

(minutes)

Measurement

(ft)

Drop in Water

Level (ft)

Infiltration rate (in/hr)

5/23/2024 19:00 0 1.06 0.000 - TRIAL 1

19:10 10 0.98 0.081 5.85

19:20 10 0.91 0.069 4.99

19:30 10 0.86 0.046 3.32

19:40 10 0.79 0.070 5.07

19:50 10 0.79 0.005 0.34

20:00 10 0.78 0.009 0.64

20:43 0 1.259 0.000 -

20:53 10 1.237 0.022 1.61

21:03 10 1.145 0.092 6.62

21:13 10 1.086 0.059 4.23

21:23 10 1.030 0.055 3.99

21:33 10 0.996 0.034 2.48

21:43 10 0.963 0.033 2.39

21:53 0 0.928 0.000 -

22:03 10 0.894 0.034 2.48

22:13 10 0.877 0.017 1.22

22:23 10 0.848 0.028 2.04

22:33 10 0.822 0.026 1.90

22:43 10 0.789 0.033 2.39

22:53 10 0.766 0.022 1.61

23:03 0 0.738 0.000 -

23:13 10 0.720 0.018 1.31

23:23 10 0.703 0.017 1.22

23:33 10 0.687 0.016 1.17

23:43 10 0.666 0.020 1.46

23:53 10 0.640 0.026 1.90

5/24/2024 0:03 10 0.628 0.012 0.88

2.29 (in/hr)

Test Location: B-2i, ~100 ft north B-1i

Depth to bottom of hole (FT): 30 ft

30 Sand, slightly silty, trace gravel, brown, moist

Comments

TRIAL 2

TRIAL 3

TRIAL 4

APPENDIX D

DYNAMIC CONE PENETRATION RESULTS

Location: Hammer Weight: 17.6 lbs Date: Hammer Factor: 1 Personnel: Surface Elevation:

Number of Blows

Cumulative Penetration

(mm) DCP Index (mm/blow)

MR(ODOT)

(psi)

--- 240 --- --- 1 300 60 3475 1 355 55 3595 1 403 48 3791 1 463 60 3475 1 517 54 3621 1 560 43 3957 1 602 42 3994 2 725 62 3442 1 792 67 3329 1 841 49 3761 1 886 45 3888 1 928 42 3994 1 952 24 4968

Depth (in)

3.0

Depth (in) 8.0

PROJECT NO. 00-241266-0

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

Thickness of Base Aggregate

FIGURE NO. D-1

B-3 5/24/2024

CS

DYNAMIC CONE PENETROMETER B-3

Thickness of Pavement

0 2000 4000 6000

D e p th

B G

S m m

D e p th

B G

S in

MR(ODOT) (psi)

Personnel: Surface Elevation:

Number of Blows

Cumulative Penetration

(mm) DCP Index (mm/blow)

MR(ODOT)

(psi)

--- 245 --- --- 1 312 67 3329 1 352 40 4071 1 387 35 4288 2 449 31 4496 2 507 29 4615 2 570 32 4468 1 604 34 4337 1 636 32 4441 2 702 33 4388 2 815 57 3558 1 885 70 3273 1 940 55 3595 1 982 42 3994

Depth (in)

3.0

Depth (in) 8.0

PROJECT NO. 00-241266-0

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

Thickness of Base Aggregate

FIGURE NO. D-2

B-4 5/24/2024

CS

DYNAMIC CONE PENETROMETER B-4

Thickness of Pavement

0 1000 2000 3000 4000 5000

D e p th

B G

S m m

D e p th

B G

S in

Personnel: Surface Elevation:

Number of Blows

Cumulative Penetration

(mm) DCP Index (mm/blow)

MR(ODOT)

(psi)

--- 245 --- --- 1 347 102 2826 1 380 33 4388 2 440 30 4554 3 500 20 5334 5 592 18 5510 5 695 21 5273 2 762 34 4362 2 836 37 4196 2 906 35 4288 1 946 40 4071

Depth (in)

3.0

Depth (in) 8.0

Thickness of Base Aggregate

FIGURE NO. D-3

B-5 5/24/2024

CS

DYNAMIC CONE PENETROMETER B-5

Thickness of Pavement

PROJECT NO. 00-241266-0

THE PARK AT JENNINGS LODGE CAMPUS

18521 SE RIVER ROAD

MILWAUKIE, OREGON

0 2000 4000 6000

D e p th

B G

S m m

D e p th

B G

S in

00-231266-0 Field Infiltration Testing Table 3 - 6