Nay_Aug_Basketball_Pickleball_Geotechnical_Report.pdf

941 Marcon Boulevard

Suite 801

Allentown Pennsylvania 18109

Main: 877 627 3772

June 14, 2024

Jerry Sitko

Reilly Associates

411 Main Street

Suite 102D

Stroudsburg, PA 18360

Geotechnical Exploration

Nay Aug Park Basketball/Pickleball Courts

510 Arthur Avenue

City of Scranton, Lackawanna County, Pennsylvania

Colliers Engineering & Design Project No. 24000103B

Dear Mr. Sitko, Colliers Engineering & Design, Inc. (CED) is pleased to present this letter report summarizing our geotechnical exploration and related recommendations to assist you in the design and construction of the proposed Nay Aug Park

Basketball and Pickleball courts, located in Scranton, Pennsylvania. The purposes of this exploration are to provide geotechnical related design recommendations for the proposed basketball and pickleball courts, and to evaluate the potential for rock excavation during the stormwater basin construction.

Site Conditions and Proposed Development

The site for the proposed improvements is located at Nay Aug Park at 510 Arthur Avenue, in Scranton, Pennsylvania.

The footprint of the proposed courts is currently occupied by an open gravel lot, landscaped areas, and a concrete slab as depicted on the attached Exploration Location Plan, Figure 1. Bedrock outcrops and ponding water were also observed within the site boundaries at the time of our field exploration. Remnant structures, sand volleyball courts, and asphalt pavements were also observed at the park. Existing site topography within the proposed court areas generally slopes downward from east to west, ranging from elevation 985 to 982, respectively.

Review of the available historic aerial imagery indicates that the site was once a manmade lake, Lake Lincoln, from

1909 to 1967, with a support building located along the northwest shoreline of the lake. A concrete bottom and circulation system were installed circa 1929. In 1967, the lake was replaced with the Walsh Swim Complex which housed two Olympic sized pools, support building, and pump house. The pools, slide structure, and pump house were demolished and filled to the existing subgrade in 2022. Refer to Figure 1 for the approximate location of the historic pool footprints.

The proposed improvements consist of new basketball and pickleball courts, a stormwater detention facility, and miscellaneous improvements. Interceptor drains are proposed around the basketball courts to manage shallow water. The proposed courts will be constructed overtop the majority of the eastern historic pool and associated backfill materials. Site grading will consist of minor cuts and fills within the eastern portions of the site (typically less than 2 feet) and cuts approaching 5 to 6 feet to construct the western stormwater detention basin (TP-1 and TP-2 area).

Field Exploration

Subsurface conditions for this exploration were evaluated on May 16, 2024, through the excavation of six test pits (TP-

Project No. 24000103B

1 through TP-6) at the locations shown on the attached Exploration Location Plan, Figure 1. Test Pits TP-1 and TP-2 were located within the proposed stormwater detention basin, TP-3 and TP-4 were located within the proposed basketball courts, TP-5 and TP-6 were located within the western portion of the proposed pickleball courts.

Select test pit data (TP-7 and TP-8) obtained from a prior exploration during January 2024 have also been incorporated into this report.

A representative from Colliers Engineering & Design (CED’s) Geotechnical department logged the test pit excavations, presented in Appendix A. Test pits were located by CED utilizing handheld GPS. Ground surface elevations were interpolated from the available topographic plans.

Subsurface Conditions

Geology

The site is mapped to be underlain by the Llewellyn Formation, consisting of interbedded sandstone, siltstone, shale, conglomerate, and coal. Due to the historic anthracite mining within the area, CED conducted a desktop review of available mine data prior to mobilizing to the site. Our review revealed that the Dunmore No. 1, No. 2, and No.3 coal veins outcrop within the area surrounding the site. Specifically, Dunmore No. 1 vein outcrops to the north of the pool area and the No. 2 and 3 veins outcrop to the south. Each of these coal veins were mined to the north of the site, and mining within the No. 1 and No. 2 veins are mapped to have approached the northern boundary of Lake Lincoln, but our review did not indicate subsurface mining beneath the proposed pool footprint. Based on the surficial improvements proposed at the site, we do not anticipate historic mining activities will have a significant impact on the proposed construction.

The nearby Brooks Mine attraction is located southwest of the pool area within the Dunmore No. 2 vein. The mine is reported to extend laterally to the east/northeast on the order of 150 feet and maintains floor elevations on the order of 966 to 970.

Subsurface conditions encountered during our exploration are outlined in following sections.

Existing Fill

Existing fill material was encountered at grade within test pits TP-3 through TP-8, extending to the underlying Stratum

B or bucket refusal. Existing fill generally extended to a depth of 5 feet within TP-3 and TP-4 (eastern portion of the former pool), approaching 7 to 8 feet within TP-7 and TP-8 (western portion of the former pool). Shallow fill materials were encountered beneath the topsoil within TP-5 and TP-6, extending to depths of 2 to 3 feet below grade. The existing fill material typically consists of loose to medium compact processed, dense graded aggregate (DGA) material

(mixture of gravel and sand, little silt). Intermittent concrete and brick debris were encountered within the existing fill material within TP-5 and TP-6. Sidewall collapse was frequently noted within the existing fill material where excavations approached or extended below the encountered water level.

Remnant pool walls and slabs were not encountered at the time of the investigation.

Topsoil

Topsoil was encountered in TP-1, TP-2, TP-5, and TP-6, extending to a depth of 12 inches. The topsoil consists of a silt and clay with varying amounts of sand, gravel, and roots.

Stratum A (Residual Soil)

Stratum A was encountered below the topsoil within TP-1, TP-2, TP-5 and TP-6, extending to the underlying coarser

Stratum B residual soils at depths ranging from 2.5 feet to 4 feet below grade, or to bucket refusal at TP-5 at a depth of

6 feet. Generally, Stratum A consists of a moist mixture of silt and clay, and sand with varying amounts of gravel and cobbles.

Stratum B (Residual Soil)

Stratum B was encountered beneath the Stratum A material within TP-1, TP-2, and TP-6; and beneath the existing fill in

TP-3 and TP-4, extending to bucket refusal (test pit completion) at depths of 4 to 11.75 feet. Stratum B typically consists of a gravel with varying amounts of sand, silt, and clay, and cobbles.

Weathered Rock / Rippable Rock

Weathered Rock was encountered beneath Stratum B materials within TP-3 and extended to bucket refusal at a depth of 7 feet. The weathered rock encountered was a thin layer less than a couple feet thick. The weathered rock typically consists of a slightly weathered, very compact, typically friable materials that retain the relic rock structure, but can typically be excavated or ripped with some difficulty.

Bucket Refusal

Bucket refusal was encountered within each test pit at depths ranging from 1 to 12 feet below grade as depicted on

Figure 1. Bucket refusal typically indicates the presence of fractured / intact rock, large boulders, or obstructions.

Bedrock outcrops were observed at TP-8, along the southern site boundary (concrete surfaced embankment), and isolated locations surrounding the site as indicated on Figure 1.

Trapped/Perched Water & Groundwater

Trapped or perched water was encountered within TP-3, TP-4, TP-5, and TP-7 at depths ranging from 3 to 5 feet below grade. Ponding water was also observed at grade at TP-8, and along the southern rock outcrop (south of TP-4 and TP-

5). It’s unclear if the water condition encountered onsite is actively being recharged from upstream sources or if it is isolated within the former pool footprints. We anticipate construction dewatering of these areas can be managed with conventional sumps and pumps.

Groundwater was encountered within TP-6 at a depth of 10.5 feet, corresponding to elevation 972.5.

Evidence of water was not encountered within TP-1 or TP-2 located within the western detention basin.

Design Considerations

Basketball / Pickleball Court Support

We believe the proposed basketball and pickleball courts can be supported on grade provided a limited stabilization program is implemented to improve and proof-test the existing fill materials utilized to backfill the former pools. The stabilization program will consist of initial construction dewatering, minimum over-excavation, high energy compaction and evaluation/proof-rolling, and backfill with suitable load bearing fill materials. Refer to the Site

Preparation Section below for more information. The intent of this program is to mitigate the risk of future differential settlement within the court areas.

Construction Dewatering / Water Management

Construction dewatering will be required to facilitate the proposed stabilization program. We anticipate construction dewatering can be achieved utilizing conventional sumps and pumps. For initial budgetary purposes we recommend a minimum of four to six sump pits and pumps be installed throughout the former pool footprint to maintain drained conditions throughout existing fill stratum during the stabilization program and as needed during construction. Water should be discharged from the site in accordance with PADEP requirements/regulations.

Rock Excavation

Based on the subsurface conditions encountered and our review of the proposed grading plan, rock excavation should be anticipated within excavations located at the following locations:

• South bedrock outcrop/concrete surfaced embankment and adjoining ponding water area (toe of slope);

• Southern limits of the detention basin (TP-2 area) where excavations approach 4 to 5 feet; and

• Deep Utility Excavations (stormwater outfall piping from basin and sanitary trench excavation).

The degree to which the bedrock can be ripped will be dependent on the equipment being utilized, excavation type

(bulk versus trench rock), and bedding plane orientation. Based on the conditions encountered onsite, rock excavation will likely require the use of hydraulic rams to remove.

Site Preparation Recommendations

The purpose of these site preparation procedures is to provide stable and uniform bearing conditions for the proposed structural improvements.

• Install soil erosion and sedimentation control devices, as well as temporary stormwater management facilities, as specified by Site/Civil Engineer.

• Remove topsoil and stockpile onsite for later reuse.

• Dewater perched/trapped water conditions to facilitate the limited fill stabilization program and prior to commencing site excavations. Deep sumps and pumps should be installed to bedrock within the former pool footprints to maintain drained conditions. Water should be discharged from the site in accordance with PADEP requirements/regulations.

• Maintain positive surface drainage conditions throughout construction, avoiding unnecessary ponding of stormwater in excavations or low areas of the site. Seal-roll exposed soil or subgrade surfaces prior to rain or snow events, and promptly remove any standing water or ice immediately afterwards.

• Protect stockpiles from weather events via seal-rolling and tarping.

• Verify any existing underground or above-ground utility locations in the field and relocate or abandon as necessary, prior to construction. If the option to abandon utilities in-place is chosen, we recommend that a lean cement grout (1,000 psi) be used to fill the utility lines.

• Complete demolition program in accordance with the project drawings, including the removal of the eastern slab on grade and related features. Below grade concrete remnant wall/foundations should be removed in their entirety wherever possible, or to a minimum of 2 feet below the proposed subgrade elevations.

• Complete limited stabilization program within the limits of the historic pool footprint to improve/proof test the existing fill materials as described below.

▪ Complete minimum 2-foot over-excavation beneath the proposed subgrade or existing ground surface (whichever is greater). Moisture condition and stockpile the excavated materials for reuse.

▪ If needed, moisture condition the exposed fill material subgrade to maintain a moisture content near 2 percent of the material’s optimum moisture content.

▪ Compact / improve the exposed existing fill materials with a 10-ton roller (minimum) in the vibratory mode as directed by the Geotechnical Engineer.

▪ Evaluate the exposed bearing surface via conical tipped hand probing and proof-rolling using a fully loaded tri-axle dump truck. Areas exhibiting instability, which cannot be stabilized in place via moisture conditioning and recompacting, should be further over-excavated and replaced with load bearing fill or stabilized with geogrid (InterAx NX850) at the direction of the Geotechnical

Engineer. We recommend carrying a budgetary allowance for additional selective over-excavations over 25 percent of the pool footprint.

▪ After the existing fill materials are stabilized, backfill the over-excavations with the excavated fill materials (dense graded aggregate) in accordance with the Load-Bearing Fill Section described below.

• The existing fill, urban fill, and Strata A, and B can be excavated with routine excavation equipment (backhoes, excavators, and dozers). Bedrock excavation will require the use of hydraulic rams to remove, particularly within narrow trench excavations. Bedrock excavation should be anticipated within the southern portion of the stormwater basin where excavations approach 4 feet below grade, at grade where the southern/southeastern bedrock outcrop was observed, and within deeper utility excavations.

• Prior to load-bearing fill placement and aggregate base placement within the remaining structural improvement areas of the site, compact and proof-roll the exposed subgrades (i.e. by a minimum of four passes with a 10-ton smooth-drum roller. The vibratory or static modes shall be used, as appropriate, depending on the moisture content of the subgrade material, as determined by the resident Geotechnical Engineer. Undercut remaining loose zones which cannot be stabilized in place via compaction or moisture conditioning and backfill with load-bearing fill as described in the Load-Bearing Fill Section.

• Place and compact load-bearing fill as needed to achieve the final subgrade elevations.

Load-Bearing Fill Recommendations

All fill/backfill proposed to support site features that would be adversely affected by settlement is considered load-bearing fill. Materials used as load-bearing fill should consist of inorganic, readily compactable materials, which are free of trash, debris, metals, organic inclusions, cinders, ash, frozen material, or excess moisture. Particles larger than

4 inches should be broken down or excluded from the fill.

The existing fill, Stratum A, and Stratum B materials may be re-used as load-bearing fill provided they are sufficiently dry and oversized cobbles are removed from Strata A and B. Saturated existing fill materials encountered below 4 feet will require moisture conditioning prior to reuse as load-bearing fill.

If additional materials are required at the site to establish the proposed grading, we recommend that imported fill consist of SM or coarser material, based on the Unified Soil Classification System (USCS). Additionally, the portion passing the #200 sieved should not exceed 30 percent and the plasticity index (PI) should not exceed 10.

The load-bearing fill, consisting of suitable on-site soils or borrow material, or a mixture thereof, should be placed in essentially horizontal lifts with a maximum loose thickness of 12 inches. Compaction should be achieved using as large a vibratory compactor as practical.

Table 1 provides compaction requirements for this project.

TABLE 1

COMPACTION RECOMMENDATIONS

Nay Aug Park Basketball/Pickleball Courts

Scranton, Pennsylvania

Type of Support Density Requirement

Beneath Courts / Pavements 95% of Modified Proctor

(ASTM D 1557)

Excavation Safety/Support

Temporary excavation stability is a function of many factors including the presence and abundance of groundwater, the type and density of the various soil strata, rock bedding, the depth of excavation, surcharge loadings adjacent to the excavation, and the length of time and weather conditions while the excavation remains open. Collapsing sidewalls should be anticipated during site excavations within the existing fill materials. It is the sole responsibility of the Contractor to maintain safe excavations in conformance with all applicable federal, state, and local regulations such as OSHA. All excavations should conform to applicable sloping or shoring standards for worker access.

Portable trench boxes, sliding trench shields, or interlocking sheeting should be used where there is inadequate space to allow proper side slopes for trenches. In all cases, OSHA requirements must be followed and adequate protection provided for workers.

Construction traffic, excavated material stockpiles, and other material lay-down areas should be kept away from excavations by a minimum horizontal distance equal to the full depth of the excavation, unless the resulting surcharge loads are accounted for in the design of the lateral bracing system.

Below-Grade Utilities

We offer the following additional recommendations specific to utility construction:

• Any excavated utility trenches within structural areas (i.e. pavement, etc.) should be backfilled with compacted load-bearing fill in accordance with the recommendations outlined in the Load-Bearing Fill Section of this report.

• Prior to installation, the bearing surfaces for utility structures (manholes, vaults, etc.) should be evaluated by the

Geotechnical Engineer or technician. If soft, loose, or otherwise unstable material is present, this material should be removed and replaced with load-bearing fill. The utility structures should receive a bedding of at least 6 inches of PennDOT 2A stone (DGA).

Limitations

All provisions and recommendations presented in this report are predicated on the assumption that subsurface conditions do not deviate appreciably from those disclosed by this investigation. Recommendations and conclusions presented in this report are based on the premise that competent geotechnical field decisions will be provided during construction.

We appreciate this opportunity to be of service on this project. Please contact Ryan Walters at (610) 868-4201 if you have any questions or require any more information.

Sincerely, Colliers Engineering & Design

Kyle E. Tillger

Senior Geologist

Geotechnical Services

Ryan T. Walters, P.E.

Senior Project Manager

Geotechnical Services

KET/RTW/baw cc: P. Gauffreau, P.E. – Colliers Engineering & Design, Inc.

R:\Projects\2024\24000103B\Reports\Geotechnical\01-Exploration\GeoRpt-XXXX\Report Docs\240614KET_Nay Aug Park_Basketball_Pickleball_ Geotechnical.docx

Figure 1 Exploration Location Plan

#/##/2013

KET

DRAWN BY:

RTW

CHECKED BY: PROJECT NO.:

24000103B

SCALE:

N.T.S.

DATE:

6/7/2024

EXPLORATION LOCATION PLAN

TITLE:

PROJECT:

FIGURE NO.:

1.) BASE PLAN OBTAINED FROM GOOGLE EARTH IMAGES

DATED MAY 14, 2023.

2.) THIS DRAWING IS PART OF COLLIERS ENGINEERING &

DESIGN'S GEOTECHNICAL LETTER REPORT (PROJECT

NO. 24000103B) DATED JUNE, 2024 AND SHOULD ONLY BE

USED IN CONJUNCTION WITH THE LETTER.

NOTES:

NAY AUG PARK BASKETBALL/PICKLEBALL

COURTS

510 ARTHUR AVE

SCRANTON, PA 18510

LEGEND:

TP-2

(4.0)

TEST PIT LOCATION

(REFUSAL DEPTH, FT) (APPROX.)

CED - MAY 2024

FORMER SELECT TEST PIT LOCATION

(REFUSAL DEPTH, FT) (APPROX.)

CED - JANUARY 2024

HISTORIC POOL FOOTPRINT

(APPROX.)

AREA OF PONDING WATER

(APPROX.)

TP-3

(7.0) TP-5

(6.0)

TP-6

(11.0)

TP-1

(10.75)

TP-1

(10.75)

TP-4

(11.75)TP-7

(8.0)

TP-7

(8)

TP-8

(1.0/7.0)

Appendix A Test Pit Logs (TP-1 through TP-8)

2.5

7.5

12.5

12" 977.0

30" 975.5

129" 967.3

Brown SILT & CLAY, some Sand, trace Gravel, moist. (Topsoil)

Brown mf Sand, and Silt & Clay, some Gravel, some Cobbles, moist. (Stratum A)

Black mf Gravel, some cmf Sand, some clayey Silt, some Cobbles, moist. (Stratum B)

END OF TEST PIT AT 129 INCHES

Bucket refusal at 10.75 feet.

PROJECT: TEST PIT: TP-1

LOCATION: GROUND ELEVATION (ft): 978 ELEV. FROM: Interpolated

PROJECT NO. 24000103B

941 Marcon Boulevard, Suite 801, Allentown, PA 18109

GROUNDWATER: DEPTH (ft) DATE CONTRACTOR: Walters Excavating

First Encountered NE 5/16/24 EQUIPMENT: John Deere 160 Excavator DATE STARTED 5/16/24

DATE FINISHED 5/16/24

At Completion (0 hrs.) NA 5/16/24 FIELD OBSERVER: K. Tillger

CHECKED BY: R. Walters

NOTES: Bucket refusal at 10.75 feet.

TEST PIT: TP-1

DEPTH

(ft.) W

AT

ER

SY

M

BO

L

DESCRIPTION

Form: CED-TP-GeoReport-No Remarks-R2.fdt 3/10/2022 Data File: Test pits - Geotechnical - Structural

Nay Aug Park Basketball/Pickleball Courts

See Plan.

7.5

12.5

6" 977.5

30" 975.5

48" 974.0

Brown SILT & CLAY, some Sand, trace Gravel, moist. (Topsoil)

Brown mf Sand, and Silt & Clay, some Gravel, some Cobbles, moist. (Stratum A)

Black mf Gravel, some cmf Sand, some clayey Silt, some Cobbles, moist. (Stratum B)

END OF TEST PIT AT 48 INCHES

Bucket refusal at 4 feet dipping to 6 feet toward the south.

PROJECT: TEST PIT: TP-2

LOCATION: GROUND ELEVATION (ft): 978 ELEV. FROM: Interpolated

PROJECT NO. 24000103B

941 Marcon Boulevard, Suite 801, Allentown, PA 18109

GROUNDWATER: DEPTH (ft) DATE CONTRACTOR: Walters Excavating

First Encountered NE 5/16/24 EQUIPMENT: John Deere 160 Excavator DATE STARTED 5/16/24

DATE FINISHED 5/16/24

At Completion (0 hrs.) NA 5/16/24 FIELD OBSERVER: K. Tillger

CHECKED BY: R. Walters

NOTES: Bucket refusal at 4 feet dipping to 6 feet toward the south.

TEST PIT: TP-2

DEPTH

(ft.) W

AT

ER

SY

M

BO

L

DESCRIPTION

Form: CED-TP-GeoReport-No Remarks-R2.fdt 3/10/2022 Data File: Test pits - Geotechnical - Structural

Nay Aug Park Basketball/Pickleball Courts

See Plan.

7.5

12.5

42" 979.5

60" 978.0

72" 977.0

84" 976.0

Dark gray mf GRAVEL, some cmf Sand, little Silt, moist. (Fill)

Dark gray mf GRAVEL, some cmf Sand, little Silt, wet. (Fill)

Brown to black mf GRAVEL, and cmf Sand, some clayey Silt, some cobbles, moist. (Stratum B)

Weathered Rock - rippable to COBBLE and Gravel sized platy rock fragments, some cmf Sand, trace Silt.

END OF TEST PIT AT 84 INCHES

Bucket refusal at 7 feet.

1 foot:

DCP: 5.5 blows per

1.75"

4 feet:

DCP: 4.75 blows per

1.75"

PROJECT: TEST PIT: TP-3

LOCATION: GROUND ELEVATION (ft): 983 ELEV. FROM: Interpolated

PROJECT NO. 24000103B GROUNDWATER ELEV. (ft): 979.5 941 Marcon Boulevard, Suite 801, Allentown, PA 18109

GROUNDWATER: DEPTH (ft) DATE CONTRACTOR: Walters Excavating

First Encountered 3.5 5/16/24 EQUIPMENT: John Deere 160 Excavator DATE STARTED 5/16/24

DATE FINISHED 5/16/24

At Completion (0 hrs.) 3.5 5/16/24 FIELD OBSERVER: K. Tillger

CHECKED BY: R. Walters

NOTES: Bucket refusal at 7 feet.

Encountered water is interpreted to be trapped/perched water.

TEST PIT: TP-3

DEPTH

(ft.) W

AT

ER

SY

M

BO

L

DESCRIPTION REMARKS

Form: CED-TP-GeoReport-Remarks-R2.fdt 3/10/2022 Data File: Test pits - Geotechnical - Structural

Nay Aug Park Basketball/Pickleball Courts

See Plan.

7.5

12.5

36" 980.0

60" 978.0

141" 971.3

Dark gray mf GRAVEL, some cmf Sand, little Silt, moist. (Fill)

Dark gray mf GRAVEL, some cmf Sand, little Silt, wet. (Fill)

Brown to dark brown mf Gravel, and cmf Sand, some clayey Silt, some cobbles, moist to wet. (Stratum B)

END OF TEST PIT AT 141 INCHES

Bucket refusal at 11.75

1 foot:

DCP: 7.3 blows per

1.75"

3 feet:

DCP: 3.7 blows per

1.75"

PROJECT: TEST PIT: TP-4

LOCATION: GROUND ELEVATION (ft): 983 ELEV. FROM: Interpolated

PROJECT NO. 24000103B GROUNDWATER ELEV. (ft): 980.0 941 Marcon Boulevard, Suite 801, Allentown, PA 18109

GROUNDWATER: DEPTH (ft) DATE CONTRACTOR: Walters Excavating

First Encountered 3 5/16/24 EQUIPMENT: John Deere 160 Excavator DATE STARTED 5/16/24

DATE FINISHED 5/16/24

At Completion (0 hrs.) 3 5/16/24 FIELD OBSERVER: K. Tillger

CHECKED BY: R. Walters

NOTES: Bucket refusal at 11.75 feet.

Encountered water is interpreted to be trapped/perched water.

TEST PIT: TP-4

DEPTH

(ft.) W

AT

ER

SY

M

BO

L

DESCRIPTION REMARKS

Form: CED-TP-GeoReport-Remarks-R2.fdt 3/10/2022 Data File: Test pits - Geotechnical - Structural

Nay Aug Park Basketball/Pickleball Courts

See Plan.

7.5

12.5

12" 982.0

24" 981.0

72" 977.0

Brown SILT & CLAY, some Sand, trace Gravel, moist. (Topsoil)

Dark gray mf GRAVEL, some cmf Sand, little Silt, moist, little concrete and brick fragments. (Fill)

Orange brown to gray and black SILT & CLAY, some cmf Sand, trace mf Gravel, moist to wet. (Stratum A)

END OF TEST PIT AT 72 INCHES

Bucket refusal at 6 feet.

2 feet:

DCP: 19 blows per

1.75"

PROJECT: TEST PIT: TP-5

LOCATION: GROUND ELEVATION (ft): 983 ELEV. FROM: Interpolated

PROJECT NO. 24000103B GROUNDWATER ELEV. (ft): 978.5 941 Marcon Boulevard, Suite 801, Allentown, PA 18109

GROUNDWATER: DEPTH (ft) DATE CONTRACTOR: Walters Excavating

First Encountered 4.5 5/16/24 EQUIPMENT: John Deere 160 Excavator DATE STARTED 5/16/24

DATE FINISHED 5/16/24

At Completion (0 hrs.) 4.5 5/16/24 FIELD OBSERVER: K. Tillger

CHECKED BY: R. Walters

NOTES: Bucket refusal at 6 feet.

Encountered water is interpreted to be trapped/perched water.

TEST PIT: TP-5

DEPTH

(ft.) W

AT

ER

SY

M

BO

L

DESCRIPTION REMARKS

Form: CED-TP-GeoReport-Remarks-R2.fdt 3/10/2022 Data File: Test pits - Geotechnical - Structural

Nay Aug Park Basketball/Pickleball Courts

See Plan.

7.5

12.5

12" 982.0

24" 981.0

36" 980.0

48" 979.0

132" 972.0

Brown SILT & CLAY, some Sand, trace Gravel, moist. (Topsoil)

Dark gray mf GRAVEL, some cmf Sand, little Silt, moist, little concrete and brick fragments. (Fill)

Dark brown cmf SAND, and Clayey Silt, some mf Gravel, moist.

(Fill)

Gray SILT & CLAY, some cmf Sand, trace mf Gravel, moist to wet. (Stratum A)

Brown to dark brown mf GRAVEL, and cmf Sand, some clayey Silt, some cobbles, moist to wet. (Stratum B)

END OF TEST PIT AT 132 INCHES

Bucket refusal at 11 feet.

1 foot:

DCP: 18 blows per

1.75"

3 feet:

DCP: 4.7 blows per

1.75"

PROJECT: TEST PIT: TP-6

LOCATION: GROUND ELEVATION (ft): 983 ELEV. FROM: Interpolated

PROJECT NO. 24000103B GROUNDWATER ELEV. (ft): 972.5 941 Marcon Boulevard, Suite 801, Allentown, PA 18109

GROUNDWATER: DEPTH (ft) DATE CONTRACTOR: Walters Excavating

First Encountered 10.5 5/16/24 EQUIPMENT: John Deere 160 Excavator DATE STARTED 5/16/24

DATE FINISHED 5/16/24

At Completion (0 hrs.) 10.5 5/16/24 FIELD OBSERVER: K. Tillger

CHECKED BY: R. Walters

NOTES: Bucket refusal at 11 feet.

TEST PIT: TP-6

DEPTH

(ft.) W

AT

ER

SY

M

BO

L

DESCRIPTION REMARKS

Form: CED-TP-GeoReport-Remarks-R2.fdt 3/10/2022 Data File: Test pits - Geotechnical - Structural

Nay Aug Park Basketball/Pickleball Courts

See Plan.

96" 974.2

Black mf Gravel, and cmf Sand, little Silt. (Moist) (Fill)

Wet starting at 5 feet.

END OF TEST PIT AT 96 INCHES

Bucket refusal on rock at 8 feet.

1 foot:

DCP: 11.3 blows per

1.75"

3 feet:

DCP: 2 blows per 1.75"

PROJECT: TEST PIT: TP-7

LOCATION: GROUND ELEVATION (ft): 982.2 ELEV. FROM: Interpolated

PROJECT NO. 24000103A GROUNDWATER ELEV. (ft): 977.2 941 Marcon Boulevard, Suite 801, Allentown, PA 18109

GROUNDWATER: DEPTH (ft) DATE CONTRACTOR: Walters Excavating

First Encountered 5 1/17/24

EQUIPMENT: 160 DATE STARTED 1/17/24

DATE FINISHED 1/17/24

At Completion (0 hrs.) 5 1/17/2024 FIELD OBSERVER: K. Tillger

CHECKED BY: R. Walters

NOTES: Bucket refusal on rock at 8 feet.

Encountered water is interpreted to be trapped/perched water.

TEST PIT: TP-7

DEPTH

(ft.) W

AT

ER

SY

M

BO

L

DESCRIPTION REMARKS

Form: CED-TP-GeoReport-Remarks-R2.fdt 3/10/2022 Data File: Test Pits - Geotechnical - Structural

Nay Aug Park Pool

See Plan.

84" 975.0

Black mf Gravel, and cmf Sand, little Silt. (Moist to Wet) (Fill)

END OF TEST PIT AT 84 INCHES

Bucket refusal on rock at 7 feet.

PROJECT: TEST PIT: TP-8

LOCATION: GROUND ELEVATION (ft): 982.0 ELEV. FROM: Interpolated

PROJECT NO. 24000103A GROUNDWATER ELEV. (ft): 982.0 941 Marcon Boulevard, Suite 801, Allentown, PA 18109

GROUNDWATER: DEPTH (ft) DATE CONTRACTOR: Walters Excavating

First Encountered 0 1/17/24

EQUIPMENT: 160 DATE STARTED 1/17/24

DATE FINISHED 1/17/24

At Completion (0 hrs.) 6 1/17/2024 FIELD OBSERVER: K. Tillger

CHECKED BY: R. Walters

NOTES: Bucket refusal on rock at 7 feet.

Rock outcropping in berm outside pool wall and dipping into pool.

Ponding water at surface. Encountered water is interpreted to be trapped/perched water.

TEST PIT: TP-8

DEPTH

(ft.) W

AT

ER

SY

M

BO

L

DESCRIPTION

Form: CED-TP-GeoReport-No Remarks-R2.fdt 3/10/2022 Data File: Test Pits - Geotechnical - Structural

Nay Aug Park Pool

See Plan.

Appendix B Laboratory Testing

5439 Harding Highway Mays Landing, New Jersey 08330 Main: 877 627 3772 colliersengineering.com

CLIENT: PROJECT: Project # DATE:

PAGE: of 1

CHECKED BY:

TITLE:

SAMPLES TESTED: LAB TECHNICIAN(S):

TP-1 S-1 4 20.6 PSA-1

TP-4 S-2 1 8.6 PSA-2

TP-6 S-3 3 20.9 35 27 8 PSA-3 2.3

2 3 1

Comments/Remarks: * See attached Plate(s)

Atterberg Limits

(ASTM D4318)

Jason Veach

Assistant Laboratory Manager

5/21/24 - 5/24/24

O rg a n ic C o n te n t

(A S

T M

D

D e p th ft

Stroudsburg, PA 18360

ATTN: Mr. Jerry Sitko

Nay Aug Park

Basketball/Pickleball Courts

May 24, 2024

K. Perry

P a rt ic le S iz e

A n a ly s is

(S ie v e

O n ly

T M

D

P a s s in g

S ie v e

T M

D

Testing Total: 1

Liquid

Limit

(LL)

T e s t B o ri n g

N o

S a m p le N o

W a te r

C o n te n t

T M

D

Plastic

Limit

(PL)

Plasticity

Index

(PI)

Geotechnical Laboratory (Colliers Engineering & Design)

GEOTECHNICAL LABORATORY TESTING RESULTS

24000103B

May 21, 2024

Reilly Associates 411 Main Street, Suite 102D

SAMPLES RECEIVED:

5/24/24

PSA-1

(no specification provided)

LL= PL= PI=

D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS=

Black medium to fine Gravel, some coarse to fine Sand, some [Fines: (Silt/Clay)]1

.75 .375 #4 #8

#10 #16 #30 #60

#100 #200

100.0 86.7 73.4 65.9 61.1 59.6 56.0 50.0 40.4 34.6 28.7

18.0229 2.0928 0.5988 0.0875

SM\SC

Water Content (WC): 20.6%

Reilly Associates Nay Aug Park Basketball/Pickleball Courts

24000103B

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: TP-1 Depth: 4' Sample Number: S-1 Date:

Client:

Project:

Project No: Plate

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm

0.0010.010.1110100

% Cobbles Coarse Medium

% Gravel Fine Coarse Medium

% Sand Fine

% Fines

0.0 0.0 26.6 13.8 9.6 9.6 11.7 28.7 in in in

½ in in

¾ in

½ in

/8 in

Particle Size Distribution Report

PSA-2

(no specification provided)

LL= PL= PI=

D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS=

Dark gray medium to fine GRAVEL, some coarse to fine Sand, little [Fines: (Silt/Clay)]1

.75 .375 #4 #8

#10 #16 #30 #60

#100 #200

100.0 97.0 68.4 54.5 44.8 42.1 36.7 30.2 21.0 16.8 13.3

13.9987 6.6288 3.4900

0.5860 0.1078

GM\GC

WC: 8.6%

Reilly Associates Nay Aug Park Basketball/Pickleball Courts

24000103B

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: TP-4 Depth: 1' Sample Number: S-2 Date:

Client:

Project:

Project No: Plate

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm

0.0010.010.1110100

% Cobbles Coarse Medium

% Gravel Fine Coarse Medium

% Sand Fine

% Fines

0.0 0.0 31.6 26.3 11.9 9.2 7.7 13.3 in in in

½ in in

¾ in

½ in

/8 in

PSA-3

(no specification provided)

LL= PL= PI=

D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS=

Brown light gray SILT & CLAY, some coarse to fine Sand, trace medium to fine Gravel.75

.375 #4 #8

#10 #16 #30 #60

#100 #200

100.0 99.4 97.6 96.1 95.6 94.1 90.4 81.6 75.4 68.5

35 27 8

0.3394

ML

WC:20.9%

Organic Content (OC): 2.3%

Reilly Associates Nay Aug Park Basketball/Pickleball Courts

24000103B

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: TP-6 Depth: 3' Sample Number: S-3 Date:

Client:

Project:

Project No: Plate

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm

0.0010.010.1110100

% Cobbles Coarse Medium

% Gravel Fine Coarse Medium

% Sand Fine

% Fines

0.0 0.0 0.6 3.8 5.2 8.8 13.1 68.5 in in in

½ in in

¾ in

½ in

/8 in