Capouse_Ave_Park_Geotechnical_Investigation.pdf

Geotechnical Report

Capouse Avenue Park Investigation Scranton, Pennsylvania

Prepared for:

Fancy Parsley 223 Oakford Court

Scranton, Pennsylvania 18503

Prepared by:

ARM Group LLC

1252 Mid Valley Drive Jessup, Pennsylvania 18434

ARM Project 24010878

May 24, 2024

Respectfully submitted:

Thomas DaCosta, E.I.T.

Project Engineer II

Wade Anundson, P.E.

Senior Engineer

Engineers and Scientists www.armgroup.net

PRECISE. RESPONSIVE. SOLUTIONS.

1252 Mid Valley Drive, Jessup, PA 18434

May 24, 2024

Mr. Christopher Chilek, RA, NCARB Associate Architect Fancy Parsley 223 Oakford Court Scranton, PA 18503

Re: Geotechnical Services for Capouse Avenue Park Scranton, Pennsylvania ARM Project 24010878

Dear Mr. Chilek, Enclosed is our report for the above-referenced project. The report was based upon our discussions and your subsequent authorization. The report concludes the proposed structure can be constructed at this site with considerations as noted herein.

Please review the details noted within the report at your convenience. Upon completion of the review, we will be available for a meeting to discuss the report and answer any questions that may have developed.

We are pleased to have been of service to you on this project. Should you have any questions please do not hesitate to contact us.

Sincerely, Thomas DaCosta, E.I.T.

Project Engineer II

Wade Anundson, P.E.

Senior Geotechnical Engineer

ARM Project 24010878 1 May 24, 2024

A R M G r o u p L L C

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 LITERATURE REVIEW

3.0 FIELD EXPLORATIONS

4.0 LABORATORY TESTING

5.0 SUBSURFACE CONDITIONS ENCOUNTERED

6.0 DISCUSSION

7.0 GEOTECHNICAL RECOMMENDATIONS FOR SITE CONSTRUCTION AND PREP

8.0 FOUNDATION RECOMMENDATIONS

9.0 RETAINING WALLS

10.0 ENGINEERING (LOAD-BEARING) FILL

11.0 GROUNDWATER CONTROL

12.0 REFERENCE PUBLICATIONS

13.0 LIMITATIONS

14.0 DISCLAIMER

LIST OF APPENDICIES

Appendix A .............................................................................................................................. Plates

Appendix B ............................................................................................................Test Boring Logs

Appendix C ................................................................................................. Laboratory Test Results

Appendix D………...………………….... Important Information About Your Geotechnical Report

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1.0 INTRODUCTION

1.1 GENERAL INTRODUCTION

The geotechnical investigation reported herein was performed at the request of Mr. Christopher Chilek, RA, NCARB, Associate Architect, in connection with the development of a new park complex located at the Capouse Avenue Park property. The site is located at 1335 Capouse Avenue, Scranton, PA 18509. A “Regional Location Plan” showing the general location of the project site is presented below.

Figure 1 - Regional Location Plan

The purpose of this investigation was to review the subsurface conditions at the site of the proposed additions through the use of test borings. The test borings were placed to develop a general geotechnical understanding of the site. This study would develop geotechnical recommendations based upon the test borings drilled and attempt to identify any extraordinary or limiting geotechnical issues prior to construction. The foundation recommendations would be updated, if necessary, as the project nears completion of design.

The scope of work included review and planning of the investigation with Fancy Parsley (FP), obtaining an independent test boring contractor, laboratory testing of representative soil samples, engineering analysis of the available geotechnical data, and the subsequent preparation of the enclosed report.

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1.2 PROJECT DESCRIPTION

Based upon information provided by FP, the new Park Complex proposed for this site will include a picnic area, sidewalk, playground equipment, a splashpad, and a new maintenance/restroom building. The site currently sits on average at an elevation of 730 feet. The proposed maintenance/restroom building will be a single-story structure and will have unfactored column loads of about 35 kips with a reinforced concrete slab on grade. The proposed splash pad will be a concrete pad with localized thickened concrete areas for the equipment installation.

1.3 SITE CONDITIONS

The site is located at 1335 Capouse Avenue, Scranton, PA 18509, as shown in Figure 2. The location of the proposed Park Complex, as well as the boring locations, are also shown on Figure 2.

Figure 2 – Site Location

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The immediate area of the existing property appears to be mostly unused and abandoned. Surface covering the proposed Park Complex area consists of bare earth and some topsoil with grass as shown below. The topography of the project area is relatively flat.

Figure 3 – Conditions in Proposed Park Complex Area

Figure 4 – Conditions in Proposed Park Complex Area

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2.0 LITERATURE REVIEW

2.1 NATURAL RESOURCES CONSERVATION SERVICE (NRCS)

The NRCS, a department of the U.S. Department of Agricultural (formerly Soil Conservation Service) was authorized by the U.S. Congress to conduct a soil survey of the unconsolidated deposits for agricultural purposes across the United States. As part of their efforts, they also provided discussions of high-level basic engineering properties of the various deposits described.

Figure 4 – Natural Resources Conservation Service Map

The NRCS classified the site soils as urban land (Ur). The Soil Survey of Lackawanna and Wyoming Counties (1982) provides a summary of the properties of this soil classification. The survey states that geotechnical and hydrologic properties of this soil type are highly variable due to the many kinds of soils in these areas, as well as the number of alterations made during construction. Onsite investigations are a necessity for sites of this nature in order to determine the soil properties.

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2.2 GENERAL GEOLOGY

Figure 5 – Geology Map

Based on a literature review of the geology of the proposed addition locations, the near surface geologic formation at this site is the Llewellyn Formation. According to The Engineering Characteristics of the Rocks of Pennsylvania, the characteristics summarized in Table 3 are typical of the Llewellyn Formation.

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Table 1 Summary of Llewellyn Formation Characteristics

Characteristic Description Rock Type Interbedded sandstone, siltstone, and conglomerate Bedding Moderately well developed Joints Moderately developed; moderately spaced Weathering Slightly to moderately weathering Drainage Good surface drainage Excavation Difficult

Cut Slopes Fair to good; undercutting of shale and siltstone under more resistant sandstone and conglomerate units can be a severe problem

Foundations Good; should be excavated to sound material Construction Uses Good source of road material and fill Notes: *Bedrock characteristics based on The Engineering Characteristics of the Rocks of Pennsylvania

2.3 PHYSIOGRAPHY

The project is situated in the Anthracite Valley Section of the Appalachian Plateaus Province as shown in Figure 7. The dominant topographic landform is irregular to linear hills and steep-sloped mountain rims.

Figure 7 – Physiography of Pennsylvania (DCNR)

Project Site

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3.0 FIELD EXPLORATIONS

3.1 DRILLING OPERATIONS

A total of four (4) test borings were drilled at the site. The test borings were completed by Pocono Test Borings Drilling Co., a drilling company under contract with ARM Group LLC (ARM).

Drilling inspection was provided by ARM. Drilling for the borings was completed during April 11 and 12, 2024. Boring locations were field located by ARM with a Trimble GPS. The approximate location of each boring drilled is presented below on the Test Boring Location Plan.

Figure 8 - Test Boring Location Plan

A total of 80± lineal feet of drilling was completed during the subsurface exploration program.

Each boring drilled was initially advanced through the soil overburden using a 4” hollow stem auger until the design depth was encountered. Standard Penetration Tests (SPT’s) were conducted continuously to 10 feet and at 5-foot intervals thereafter. Groundwater was not evident in any of the borings. At the conclusion of drilling, each boring was backfilled with soil cuttings.

Drilling was generally conducted according to accepted protocols and standards. The SPT’s were generally performed in accordance with ASTM Designation D 1586, “Standard Method for Penetration Test and Split-Barrel Sampling of Soils.”

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Detailed boring logs for each of the test borings were prepared by ARM, and are presented in Appendix B. A typical log is shown below.

Figure 9 - Typical Test Boring Log (B-1)

Each boring log prepared includes the following items:

∘ The approximate depth, and description of materials encountered;

∘ The type and location of samples;

∘ The Standard Penetration Resistance obtained from SPT’s conducted at the location of split barrel samples along with sample recovery measurements;

∘ The Unified Soil Classification System soil classification of samples by visual determination; and ∘ The water levels observed in the boring, if encountered

The following is a tabulation of the approximate test boring elevations.

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Table 2 Tabulation of Test Boring Elevations

TEST BORING

SURFACE

ELEVATION (FT)*

DEPTH OF HOLE

(FT)

B-1 730.0 20

B-2 730.0 20

B-3 730.0 20

B-4 730.0 20

* Ground surface elevations were estimated from the site plan provided for the project.

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4.0 LABORATORY TESTING

Upon completion of the field explorations, the recovered soil samples were examined by our geotechnical engineering staff and a laboratory program was conducted to ascertain engineering characteristics of the subsurface materials encountered. All phases of the laboratory testing were conducted in general accordance with applicable ASTM specifications. Gradation analyses (ASTM D422), Atterberg limits test (ASTM D4318), visual referrals (ASTM D2488), and natural moisture content (ASTM D2216) were also performed. The results of these tests are noted in Appendix C and the table below. Descriptions of the soils follow general outlined procedures established by the Unified Soil Classification System and ASTM. The soils are more adequately described in the following sections.

4.1 Lab

Table 3 Summary of Laboratory Tests

Test Boring

Sample Depth (ft)

Classification -200

LL

PL

Natural Moisture

B-1 S-5 8-10’ SM 28.2 NP NP 12.5

B-1 S-7 18-20’ SM 15.3 NP NP 10.8

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5.0 SUBSURFACE CONDITIONS ENCOUNTERED

5.1 SURFACE COVERINGS

Topsoil was noted in the proposed Park Complex area. Topsoil up to about 6 to 12 inches is anticipated based on the test borings.

5.2 FILLS

Fills were encountered on this site and appeared to vary in thickness from 10 to 13 feet across the project area. The fills appear to be undocumented and were generally silty sand, and silty sand with gravel. The fill materials include varying amounts of ash, brick, concrete, and coal. Some organic content was noted in the upper portions of the fill. These fill soils are not uncommon in the Scranton area due to past mining and associated activities. These fills were encountered around, within, and underneath the abandoned pool structure. The fill soils were generally encountered in a loose to medium dense condition. The sample tested had 28.2% finer than the #200 sieve.

Additionally, the existing pool concrete structure was encountered in test borings B-3 and B-4.

This was most likely the floor of the existing pool. Records indicate this floor was likely broken up prior to filling.

5.3 NATIVE SOILS

The native soil types underlying the fill were classified as silty sand. The sample tested had approximately 15.3% finer than the #200 sieve. Moisture contents for these strata vary between

8.9 and 22.9%. The “N” values observed in the test borings determined from the Standard Penetration Tests are generally indicative of medium dense conditions.

5.4 GROUNDWATER

Groundwater was not evident in the test borings. Moisture contents in the test borings were relatively consistent; however, an increase in moisture content was noted near the former pool bottom in both borings B-3 and B-4. It is likely for perched groundwater pockets to develop in these soils, and near the interface of the pool bottom. In order to establish a groundwater surface, piezometers would need to be established and monitored over time. This was beyond the scope of this assignment. It is suspected that perched groundwater may develop as seeps during construction of the working pad.

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6.0 DISCUSSION

It is our opinion that the proposed development at this site can be constructed with some considerations. Due to the extent of the undocumented fills at the site, we are recommending over-excavation of the fills below the structure areas to help minimize total and differential settlements.

The over-excavation should be followed by placement of a geogrid and compacted PennDOT 2A fill to help create reinforced earth pads below the structures and piping. The areas to be over-excavated are shown on the following figure.

Figure 10 – Proposed Over-Excavation Areas

The following is recommended in the various over-excavation areas:

Area 1 – Excavate to a depth of 48" below finished grade. Proofroll and compact subgrade with a large dynamic padfoot roller. Place Tensar NX750 Geogrid taught, with no folds in the grid, followed by compacted PennDOT 2A structural fill up to subgrade elevation. Proofrolling and fill placement shall be as noted in this report.

Over excavation should extend at least 2 feet beyond the edge of the structure and piping. Following treatment of this area, an allowable bearing capacity of 1,500 psf can be used.

Area 2 – Excavate to elevation +723 feet across the entire area. Proofroll and compact subgrade with a large dynamic padfoot roller. Place Tensar NX750 Geogrid taught, with no folds in the grid, followed by compacted PennDOT 2A structural fill up to subgrade elevation. Proofrolling and fill placement shall be as noted in this report.

Over excavation should extend at least 3 feet beyond the edge of the structure in this

ARM Project 24010878 14 May 24, 2024 area. Following treatment of this area, an allowable bearing capacity of 2,000 psf can be used.

Area 3 – Excavate to elevation +723 feet, or to the bottom of the pool across the entire area, whichever is deeper. Proofroll and compact subgrade with a large dynamic padfoot roller. Place Tensar NX750 Geogrid taught, with no folds in the grid, followed by compacted PennDOT 2A structural fill up to subgrade elevation. Proofrolling and fill placement shall be as noted in this report. Area 3 over excavation is to extend at least 1 foot beyond the edge of the structure for every foot below an elevation of +725 feet, but at least 3 feet. Following treatment of this area, an allowable bearing capacity of 1,500 psf can be used.

Following site preparation as noted herein, total post-construction settlements for the structures are anticipated to be 1 inch or less and differential post-construction settlements are anticipated to be ¾” or less.

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7.0 GEOTECHNICAL RECOMMENDATIONS FOR

SITE CONSTRUCTION AND PREP

The following recommendations are presented based upon the field and laboratory geotechnical data reported and contained herein. These recommendations should be revisited if design conditions are modified from the assumptions noted herein.

7.1 OVEREXCAVATION AND GRUBBING

The existing fills should be over-excavated as noted in Section 6 to help minimize total and differential settlements. All surface materials including asphalt, concrete, grasses, topsoil, and/or scrub brush, etc. should be removed from within the proposed structure limits, and at least 5 feet outside those limits.

7.2 UTILITY REMOVAL

Any utilities occupying the underground beneath the footprint plus 10 feet should be excavated and relocated outside the proposed building footprint. Any abandoned utility that remains should be cut, grouted, closed and capped.

7.3 EXISTING STRUCTURES

If during excavation any unexpected remnant foundations are encountered, ARM should be contacted, and the remnant structures should be evaluated for likely removal from this site including all foundations. Additional field exploratory efforts would likely be performed in this area to ensure all former structures are removed.

7.4 UNDERCUTTING

Following over-excavation as noted in Section 6, soft zones may be encountered at depth. These zones may need to be isolatedly undercut and replaced, depending upon site conditions.

7.5 PROOFROLLING

At the direction of the project geotechnical engineer the excavation subgrade level will need to be proofrolled. Prior to proofrolling, the site may need to be dried to achieve the range of acceptable moistures to facilitate compaction. Proofrolling should be accomplished with a large, dynamic padfoot roller with a static load of 10 tons. The roller should not exceed 2 mph. The area to be proofrolled should be completely traversed in both directions two (2) times minimum to identify any soft or weak areas. Those areas that have been identified as weak areas should be undercut to a stable strata and replaced with an engineered (load bearing) fill. With the existing soils, no proofrolling should be accomplished without the presence of the geotechnical engineer. Once the proofroll program has been completed, the proofroll surface should be compacted to achieve a compaction level of 95% ASTM D1557. This will include all trench excavations for foundations.

Upon completion of proofrolling, the site should be backfilled to grade with engineered (load bearing) fill.

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7.6 BENCHING

Where new fills are to be placed and where the existing ground surface is steeper than to 8H:1V benching of the new fills into the existing ground will be required. Benching and filling should begin at the lowest site location first. Each fill bench should be cut into the existing site materials 5 feet for every 4 feet of vertical height.

7.7 TEMPORARY EXCAVATION SLOPES

The site soils within typical excavation depths are preliminarily determined to be OSHA Type C soils based upon the soil testing and the classification system defined in OSHA Standard 1926 Subpart P App A. The OSHA soil type should be verified at the starting of excavation activity and during excavation. The OSHA definitions of Type A, Type B, and Type C soils are as follows:

Type A Soils: cohesive soils with an unconfined compressive strength of 1.5 ton per square foot (tsf) (144 kPa) or greater. Examples of cohesive soils are: clay, silty clay, sandy clay, clay loam and, in some cases, silty clay loam and sandy clay loam. Cemented soils such as caliche and hardpan are also considered Type A. However, no soil is Type A if:

(i) The soil is fissured; or

(ii) The soil is subject to vibration from heavy traffic, pile driving, or similar effects; or

(iii) The soil has been previously disturbed; or

(iv) The soil is part of a sloped, layered system where the layers dip into the excavation on a slope of four horizontal to one vertical (4H:1V) or greater; or

(v) The material is subject to other factors that would require it to be classified as a less stable material.

Type B Soils:

(i) Cohesive soil with an unconfined compressive strength greater than 0.5 tsf (48 kPa) but less than 1.5 tsf (144 kPa); or

(ii) Granular cohesionless soils including: angular gravel (similar to crushed rock), silt, silt loam, sandy loam and, in some cases, silty clay loam and sandy clay loam.

(iii) Previously disturbed soils except those which would otherwise be classified as Type C soil.

(iv) Soil that meets the unconfined compressive strength or cementation requirements for Type A, but is fissured or subject to vibration; or

(v) Dry rock that is not stable; or

(vi) Material that is part of a sloped, layered system where the layers dip into the excavation on a slope less steep than four horizontal to one vertical (4H:1V), but only if the material would otherwise be classified as Type B.

Type C Soils:

(i) Cohesive soil with an unconfined compressive strength of 0.5 tsf (48 kPa) or less; or

(ii) Granular soils including gravel, sand, and loamy sand; or

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(iii) Submerged soil or soil from which water is freely seeping; or

(iv) Submerged rock that is not stable; or

(v) Material in a sloped, layered system where the layers dip into the excavation on a slope of four horizontal to one vertical (4H:1V) or steeper.

Any excavation slope that will exist for a period of less than 6 months is considered to be temporary. All temporary slopes are recommended to be constructed not less than 1.50H:1V or flatter depending on the response of the materials. The slopes should comply with all requirements of OSHA, other Federal, State and Local governing bodies. The Contractor should understand temporary slopes are his responsibility and should be continuously monitored to ensure stability.

All sloughages, slips, etc. should be immediately repaired to protect the integrity of the slopes.

7.8 EXISTING SITE SOILS

The existing exposed site soils classify as silty sand. Currently these soils are moist. Any soils with more than 30% finer than the #200 sieve are very moisture sensitive. Where fill is needed, the fill soils should be in accordance with Section 10.

The soils must meet several criteria to be acceptable as backfill in pavement and in non-structural areas. Any miscellaneous materials encountered must first be removed. In addition, the oversize (+5") must be removed, and a minimum 95% ASTM D1557 (γd) density of 120 pcf will need to be achieved. The in-situ soil moistures indicate not all soils will be immediately useable. Moisture conditioning to adjust the moisture values will be required. Typically, the existing site soils have not been used for structural fill due to their moisture sensitivity.

7.9 SITE GRADING

All site grading should be designed so that water flows away from the proposed structures. Rain collection down leaders should not discharge directly adjacent to the building foundation especially with the site fills. All leaders should be connected into the site storm water system.

7.10 FILL PLACEMENT

Fills should begin in the lowest portion of the site. At the conclusion of daily fill placement, the fill surface should be sloped, sealed, and shaped to sheet flow to an area where water can either freely drain or be pumped. This will minimize water infiltration and damage to newly placed materials.

7.11 EARTH WORK PERIOD

Based upon the site soils it is recommended that earthwork activities should be programmed to occur during the period when greatest drying potential can be achieved. That period is typically April through November. Earthwork efforts outside this increment can result in delays and increased construction costs. Winter construction may require the use of an off-site manufactured aggregate fill. The following construction practices should be implemented to reduce the infiltration of water into the fine-grained site soils as well as rutting and site deterioration:

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Seal any exposed soils with a smooth drum vibratory roller at the completion of each workday.

Grade the construction surfaces to provide positive drainage to the site stormwater system.

Where pooled water collects and positive drainage cannot be provided, the pooled water should be pumped immediately from the area.

7.12 UNEXPOSED CONDITIONS

Due to the limited nature of geotechnical investigations and typical construction at all sites, unexpected ground conditions could be encountered. If these conditions are encountered, they should be brought to the immediate attention of the geotechnical engineer, thoroughly investigated, removed, and replaced/repaired as required.

7.13 ROCK EXCAVATION

Rock excavation is not anticipated at this site. If boulders greater than 1 cubic yard are encountered in the excavation, these materials should be removed in their entirety from the excavation. As a specific definition, any material that is not capable of being ripped with a single tooth ripper mounted on a CAT D8N class tractor, is considered rock. In trench excavation, rock should be defined as any material that cannot be removed with a CAT Model 352 with a bucket volume of 1 cubic yard and a draw bar pull not less than 56,000 lbs.

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8.0 FOUNDATION RECOMMENDATIONS

Based upon the results of the test borings, a conventional shallow foundation system is proposed for this project, following site preparation as noted herein, including over-excavation as noted in Section 6.

8.1 CONVENTIONAL FOUNDATION

The shallow foundation system should be proportioned for the total dead and sustained live loads so as to not exceed an average allowable net bearing values noted in Section 6.

Continuous wall footings should have a minimum width of 2.0 feet and individual column footings a minimum width of 3.0 feet. The exterior below grade wall should be reinforced concrete and structurally connected to the foundation. Both top and bottom steel is recommended for the site foundations. Interior bearing partitions should not be constructed on haunched slabs, but should have their own footings. The resultant of eccentrically loaded footings should be maintained within the middle third of the footings.

From our analysis, the estimated settlements should not exceed the maximum post construction settlement less than 1” total and ¾” ± differential movement.

8.2 FOUNDATION MINIMUM DEPTH

All foundations exposed to freezing conditions should be placed at a minimum depth equal to 48 inches below the exposure surface. Interior heated space footings should be placed at a minimum depth of 24 inches below the top of the slab.

8.3 SHALLOW FOUNDATION CONSTRUCTION AND INSPECTION

All excavations should be thoroughly inspected and examined by a qualified geotechnical engineer or geotechnical technician to evaluate the quality of bearing materials. Any soft, loose, or otherwise detrimental possible materials encountered in the excavation should be removed and replaced with load-bearing fill depending on foundation bearing design conditions.

Where undercutting is required due to local conditions, the undercut beneath the foundations should generally be performed in accordance with the detail provided below.

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Figure 11 –Foundation Preparation

If a large boulder is encountered within the trench excavation for foundations, the boulder should be completely removed from the trench. It should be anticipated that some additional undercutting beneath areas of the foundation excavation will be required. Conditions weakened by construction disturbances should be repaired or additionally undercut to a firm stratum. With the existing moisture and the type of soil it should be anticipated that over excavation of soft wet areas may encountered.

It is highly recommended that excavations should not remain open for any length of time. Only sufficient excavation should be opened that can be successfully completed in one (1) day. Any foundation that remains open greater than one (1) day should have a 3" mud sill placed to protect the foundation bottom from disturbances. The mudsill can be ±3" in thickness of low strength (1,000 psi) fill concrete. Foundation concrete should be cast in forms. All concrete should be placed in accordance with the recommended practices of the American Concrete Institute.

8.4 SHEETING, SHORING AND EXCAVATION BRACING

Excavation bracing will be required where excavations exceed 4 feet or cannot be laid back to temporary slope requirements. Excavation bracing can be sheet pile walls, soldier beam and lagging, soil nail walls, etc.

If temporary sheeting, shoring, slope lay backs, embankment or excavation bracing of any kind or character are required, these temporary conditions are in the exclusive control of the contractor.

Prior to construction the contractor will provide to the Architect/Engineer a detailed plan providing a narrative of construction, sequencing with a design plan, cross sections and calculations confirming that the approach to be used will remain safe, stable and create no unwanted movements to existing structure, slopes, utilities, pavements, etc. This plan shall conform to all OSHA, Federal, State, and Local or other agencies which provide standards to protect the public.

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The plan shall bear the signature and seal of a registered professional engineer whose regular practice encompasses the preparation of this type of engineering plans and calculations. The engineer shall be registered in the state of the project. Section 9 has parameters that can be used to develop the support of excavation design.

The submission to the architect/engineer is not for acceptance or review but strictly to be able to document the work during construction for conformance to the submitted plans and specification provided.

8.5 SEISMOLOGY

Great research efforts are undertaken annually through the federal, state and private sectors to develop accurate methods of prediction, analysis, design and retrofit to lessen the impact of potentially catastrophic earthquakes. The seismic structural portion of the IBC greatly simplifies the underlying science of strong ground motion and is incorporated into the IBC and ASCE-7. We have included portions of ASCE 7-16 here. The entire code and commentary should be consulted before proceeding with the design.

Table 4 Seismic Site Class Definitions

Site Class �̅�s 𝑁 or 𝑁 �̅� A. Hard Rock >5,000 ft/s NA NA B. Rock 2,500 to 5,000 ft/s NA NA C. Very Dense Soil and Soft Rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft Clay Soil <600 ft/s <15 <1,000 psf

Any profile with more than 10 ft of soil having the following characteristics:

-Plasticity index 𝑃𝐼 20 -Moisture content 𝑤 40% -Undrained shear strength �̅� 500 𝑙𝑏/𝑓𝑡

F. Soils Requiring Site Response Analysis in Accordance with Section 21.1

See Section 20.3.1 (ASCE 7-16)

*Table based on ASCE 7-16 Table 20.3-1

For this site, the ranking for ground movement established by IBC and in ASCE 7-16 indicates the site classification is “D” following the completion of the soil improvement program.

8.6 SOIL CORROSIVITY

The conditions promoting corrosion include:

Low resistivity of ground;

High concentration of chlorides and sulfides in ground or groundwater;

Too low or too high hydrogen potential (pH) of ground or groundwater;

High saturation conditions; and Stray currents

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Table 5 Corrosion Potential Classification

Test Units Strong Corrosion Potential/Aggressive

Mild to no Corrosion

Potential/Non- Aggressive

ASTM

Standard

AASHTO

Test

Method pH - <4.5,>10 5.5<pH<10 G51 T 289-91

Resistivity ohm-cm <2,000 Greater than 5,000 G57 T 288-91

Sulfates ppm(1) >200 Less than 200 D516 T 280-91

Chlorides ppm >100 Less than 100 D512 T 291-91

Stray Current

- Present - - -

Note: (1) ppm = parts per million.

Table 6 Corrosion Laboratory Testing Results

Test Result Corrosion Potential pH 5.4 Low

Resistivity 24,578 ohm-cm Low

Sulfates 155 ppm Low

Chlorides 89 ppm Low

Based on the results of the corrosion testing, Type I/II concrete is acceptable for the project. The test results should be used to evaluate corrosion potential for buried concrete and utilities.

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9.0 RETAINING WALLS

9.1 EARTH PRESSURE COEFFICIENTS

If retaining walls are required for this project, the following recommendations are presented based upon the test borings. Retaining walls designed for active earth pressure should be calculated based upon the Rankine stress relationship, where the earth pressure coefficients are defined below. The wall interface friction angle is provided if Coulomb analysis is performed.

Table 7 Earth Pressure Soil Parameters

COEFFICIENT EXISTING SOIL MATERIALS 2A Fill

∅ 31 34

C psf 0 0

Υmoist pcf 130 145 δ̊ 17 22

9.2 COEFFICIENT OF LATERAL SLIDING FRICTION

Lateral resistance for site retaining walls that are not braced by other structural elements should be developed through a combination of friction and passive pressure. A coefficient of friction (f) of

0.40 is recommended for friction between the wall foundation and soil bearing materials.

9.3 ACTIVE/PASSIVE EARTH PRESSURE

Active and passive pressure against the embedded portions or retaining walls and foundations may be computed from the Rankine relationship, where load-bearing fill is being placed against the walls and foundations or the foundations are poured directly against their excavations. The passive pressure for the upper four (4) feet of the wall should be neglected.

1. Soil ka = tan2 (45 - ∅/2)

2. Soil kp = tan2 (45 + ∅/2)

9.4 AT REST RETAINING WALLS

Structural retaining walls which are restrained from deflection should be designed for the condition of at-rest lateral earth pressure (k0). These earth pressures should be calculated assuming the following.

1. Soil k0 = 1-sin ∅

The walls should be additionally designed to resist the uniform lateral pressure equal to 0.75 of any expected live loads at the top of the backfill. These retaining walls should also be provided with a suitable moisture proof covering to preclude moisture infiltration. If the walls cannot be adequately drained, they should be designed for full hydrostatic pressure and water proofed.

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Foundation bearing for the retaining walls shall be prepared in accordance with foundation preparation guidelines noted for wall footings.

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10.0 ENGINEERING (LOAD-BEARING) FILL

Any engineered (load-bearing) fill required to raise a portion of the site to the design grade, including roads, engineered (load-bearing) fill required as backfill behind retaining walls, and if necessary engineered (load-bearing) fill utilized for the support of spread and/or wall footings where undercutting of soft or loose soils might be necessary should be placed and compacted in accordance with the following recommendations.

10.1 FILL MATERIALS

Fill soils in Areas 1, 2, and 3 should be PennDOT 2A materials as noted in Section 6, or 3A materials as noted below in Table 10. In other areas, such as pavements, or non-structural areas on-site soils may be used if they meet the following criteria. The oversized (+5 in) material should be removed. Any contaminated soil should be legally wasted. The fill materials will need to be able to achieve a 95% compacted dry density (ASTM D1557) of at least 120 pcf. The excavated soil materials may be required to be moisture adjusted to ±2% of the optimum value determined in ASTM D1557 prior to use. Soils meeting these criteria can be stockpiled for reuse. All stockpiles should be protected from adverse conditions.

As a substitute for PennDOT 2A fill, an off specification material colloquially known as 3A modified meeting the following gradation range can be used.

Table 8 Fill Material Gradation Requirements

Size (in.) Size (mm.) Min % Passing Max % Passing

2.5 63.5 100 100

2.0 50.8 90 100

1.5 30.1 50 85 ¾ 19.1 40 70

3/8 9.52 30 50 No. 4 4.75 20 40 No. 8 2.38 15 30 No. 16 1.19 10 25 No. 200 0.074 0 5

It is possible for alternate borrow material to be used providing it is acceptable to the geotechnical engineer. No asphalt recycled materials should be allowed beneath the structure. Any recycled material proposed for use, should be reviewed with the geotechnical engineer prior to its use.

ARM Project 24010878 26 May 24, 2024

10.2 COMPACTION REQUIREMENTS

10.2.1 Foundations

All engineered (load-bearing) fill beneath foundations should be placed in approximately horizontal lifts not exceeding a loose thickness of 10 inches for heavy compaction equipment, 4 inches with mechanical hand methods. All fill placed beneath foundations and any other surface cartways (parking lots) where structural capacity needs to be achieved shall be compacted to at least 95% of the maximum modified density achieved in ASTM D1557. The moisture content of all engineered (load-bearing) fill should be maintained within ± 2% of the optimum values as determined in ASTM D1557. Structural filling within the building area should be suspended when moisture contents extend beyond these limits. Wetting or drying may be necessary to achieve this requirement.

10.2.2 Utility Trenches

Once the protective fill is placed over the pipes as required (sand, gravel, etc.) utility trench backfill shall be placed in horizontal lifts not to exceed 6" in thickness and compacted to a density not less than 95% of ASTM D1557 with moisture content variation not greater than ±2% of the optimum values. As an alternate, flowable fill can be used to backfill the trenches. From 3 feet to the surface compaction levels should increase to 97% of ASTM D1557.

10.3 FILL INSPECTION

Observations, inspections, and testing services are considered an extension of our geotechnical services for consistency and understanding of the geotechnical report and how the recommendations were developed. It is considered the observation, inspections and testing of site soils is an extension of our geotechnical services. With the technical nature of this project, it is highly recommended that all site excavations, engineered (load- bearing) fill construction or specialized geotechnical contracting be performed under the observation of ARM. Our engineering technician will observe and document the construction and make appropriate field tests, as necessary, to determine that acceptable fill materials are being used and that the construction is being performed in accordance with the plans, specifications, and good construction practices. Based upon past experience, the most effective fill inspection is obtained by the continuous presence of our qualified inspector while fill construction is in progress.

10.4 TESTING AND OBSERVATION FREQUENCY

All fills placed at the site should be placed under the continuous observation of a geotechnical engineering firm whose engineering technician reports directly to a registered geotechnical engineer. As a minimum testing frequency, the following is recommended. It should be noted the actual engineering technician should determine the frequency of testing.

Mass Fill: Every lift. Not less than one (1) test/day. Not less than one (1) test for each

5000 ft2 of fill placed. At least one (1) initial proctor test should be

ARM Project 24010878 27 May 24, 2024 performed with the corresponding gradation. A check gradation should be performed for each 10,000 yd3 of fill used at the site.

Backfill: Every lift. Not less than one (1) test/day. One (1) test each 50 lineal feet of backfill placed. At least one (1) initial proctor should be performed with its corresponding gradation and one (1) proposed alternate material. During construction, at least one (1) check gradation should be performed for each 5,000 yd3 of material used.

ARM Project 24010878 28 May 24, 2024

11.0 GROUNDWATER CONTROL

11.1 PERIMETER DRAIN

It has been our experience that the use of a perimeter drain has reduced surface water infiltration from impacting the soils beneath the foundations. We are suggesting that the proposed building structure be provided with a permanent drainage system. The subdrain pipe component should be a minimum of 6 inches in diameter. The perimeter drain should be located at the base of the footing.

The drainpipe should be surrounded by a drainage course consisting of coarse aggregate material and should be wrapped in a non-woven, needle-punched geotextile (Mirafi 160N or equal).

Minimum overlap between adjacent sheets of geotextile should be 18 inches, or in accordance with the manufacturer’s recommendations. The drainage pipe should be drained to a suitable gravity outfall which is not subject to storm water surcharge during periods of precipitation, or pumped.

Figure 12 – Perimeter Drain Detail

11.2 EXCAVATION DEWATERING

Based upon the test borings, a major excavation dewatering program is not anticipated. It should not be discounted that localized portions of the site may require groundwater management. This could include construction drains and sumps to collect and discharge site water. Indiscriminate accumulations of water at this site will create unstable, weak soils, and a site subject to significant rutting. Groundwater seepage will also need to be expected. Uncontrolled seepage will cause

ARM Project 24010878 29 May 24, 2024 yielding in the impacted soils. If groundwater is encountered, ARM should be contacted to evaluate. The site contractor should be prepared to maintain a dry excavation.

ARM Project 24010878 30 May 24, 2024

12.0 REFERENCE PUBLICATIONS

Geyer, A.R. and Wilshusen, J.P., 1982, Engineering Characteristics of the Rocks of Pennsylvania, Environmental Geology Report 1, Department of Environmental Resources, Bureau of Topographic and Geologic Survey, Harrisburg, PA.

Hoskins, D.M., 1976, Atlas of Preliminary Geologic Quadrangle Maps of Pennsylvania, United States Department of the Interior Geological Survey.

United States Department of Agriculture, Soil Conservation Service, March 1982. Soil Survey of Lackawanna and Wyoming Counties, Pennsylvania.

Free publications of the Pennsylvania DNCR:

Physiographic Provinces of Pennsylvania

PA GEODE

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13.0 LIMITATIONS

This preliminary report has been prepared to aid in the evaluation of the site for design of the proposed additions to the Capouse Avenue Park in Scranton, PA. It is considered that recommendations have been provided to serve as a partial basis for decision making. Additional investigations may be necessary.

Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that conditions between test locations will be materially different from those encountered at the specific testing locations. In addition, soil and groundwater conditions may become altered by construction activities and the passage of time. These possibilities should be considered by the designers and contractors.

Any reports prepared by Consultant are for general geotechnical information purposes only and are intended for the exclusive use of the Client for the Project and the scope of services defined in the agreement for professional services between Client and Consultant for the Project. No 3rd Party reliance is permitted or provided for this report.

Client acknowledges that further design and engineering services are necessary to establish a basis for design engineering, cost and quantity estimating, and construction work for the Project, including but not limited to excavation, foundations, pavement, dewatering, removal of unsuitable materials, or related aspects of engineering and construction. Accordingly, Client shall not rely on these reports to prepare bids or estimates for design engineering and construction work. A more fully developed scope of investigation, analysis and consultation will be required for further design and engineering and quantity estimation purposes.

These analyses and recommendations are, of necessity, based on the information made available to us at the time of the actual writing of the report as well as site conditions, surface and subsurface within only the depths investigated and existing at the time of the exploratory pits in relations both to the areal extent of the site and to the investigate depth are representative of conditions across the site. If subsurface conditions are encountered which differ from those reported herein, this office should be notified immediately so that the analyses and recommendations can be reviewed and/or revised as necessary. It is also required that:

(1) ARM Group LLC be present at the site during the construction phase to verify installation according to approved plans and specifications. This is particularly important during excavation placement, compaction of fill material.

(2) This report consists of a set of engineering opinions developed for use in interpretation of the generalized geotechnical conditions exposed at this site.

This report is not considered to be a specification nor shall this report be used as a specification.

Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted principles and practices. This warranty is in lieu

ARM Project 24010878 32 May 24, 2024 of all other warranties either implied or expressed. ARM Group LLC assumes no responsibility for interpretations made by others based on work or recommendations made by ARM Group LLC.

By receiving this report and using it in any manner, the client or any other person accepts that no individual is personally liable whether in tort, contract for breach of statutory duty or otherwise.

The report contained herein is proprietary and was prepared exclusively to aid the design process.

The report is copyrighted.

ARM Project 24010878 33 May 24, 2024

14.0 DISCLAIMER

All available data contained in this report concerning subsurface materials or conditions, whether based upon soundings, test pits, or otherwise, has been obtained by the retained Geotechnical Consultant for his/her own use in designing this project. Its accuracy or completeness is not guaranteed by the Geotechnical Consultant, and IS NOT PART OF THE CONTRACT PLANS

OR SPECIFICATIONS. CONTRACTORS MUST ASSUME ALL RISKS AS THEY MAY

RELATE TO THIS GEOTECHNICAL REPORT for this project and shall not be entitled to rely on any subsurface information obtained from the retained Geotechnical Consultant and contained in this report. Contractors shall therefore make their own investigation of existing subsurface conditions, and if they do not do so, neither the Geotechnical Consultant nor Owner will be responsible in any way for the consequences.

APPENDIX A

Plates

AERIAL MAP

SCALE: NTS

CAPOUSE AVE. PARK

MUNICIPALITY OF SCRANTON

LACKAWANNA COUNTY, PENNSYLVANIA

SHEET NO.

ARM Group LLC Engineers and Scientists www.armgroup.net DATE os/10/2024

PROJECT # 24010878.00

Geologic Descriptions:

The Llewellyn Formation consists of interbedded sandstone, siltstone, shale, conglomerate, and coal. Plant fossils are common. This formation contains most of the minable coal beds in Pennsylvania's anthracite fields.

GEOLOGIC MAP

SCALE: NTS

Olyphant

---- Scranton�

Taylor

CAPOUSE AVE. PARK

MUNICIPALITY OF SCRANTON

LACKAWANNA COUNTY, PENNSYLVANIA

SHEET NO.

ARM Group LLC Engineers and Scientists www.armgroup.net DATE os/10/2024

Soil Descrigtions:

Ur Urban land

SOILS MAP

SCALE: NTS

CAPOUSE AVE. PARK

SCRANTON

LACKAWANNA COUNTY, PENNSYLVANIA

SHEET NO.

ARM Group LLC Engineers and Scientists www.armgroup.net DATE os/10/2024

APPENDIX B

Test Boring Logs

720.0

710.0

2 3 3 7

10 13 6 4

3 3 3 2

3 3 4 5

4 4 3 5

4 4 7 8

6 8 7 7

FILL SILTY SAND with GRAVEL (SM) some brick, ash and concrete, black to brown, loose, moist

SILTY SAND (SM)

brown, medium dense, moist

EOB @ 20'

DRIVING CASING ROCK CORE

ROTARY (MUD) DRILLING

DEPTH MUD STARTED

The stratification lines represent approximate boundaries between soil types: Insitu the transition may be gradual.

BORING METHOD SAMPLER TYPE AND DATAGROUNDWATER

No Water Encountered

HAND AUGER SPLIT BARREL

DRILLING AT

ENCOUNTERED DURING

REMARKS:

HOLLOW STEM AUGER UNDISTURBED SAMPLE

CONTINUOUS FLIGHT AUGER AUGER

X 2 Inch O.D.

4 inch

BOREHOLE LOCATION

STATION:

OFFSET:

ELEVATION: 730

Elevations provided by CNA Engineering

HOURS AFTER DRILLING

DAYS AFTER DRILLING

DAYS AFTER DRILLING

L E G E N D

N U M B E R

E L E V N F T

D E P T H

A N D

SOIL DESCRIPTION

20 40 60 80

1.0 2.0 3.0 4.0

1.0 2.0 3.0 4.0

MOISTURE (%)

SAMPLE/CORE

BLOW COUNT

Qu (tsf)

PPR (tsf)

L O G

S Y M B O L I C

W A T E R

L E V E L

R Q D

R E C

C O R E

V A L U E S

S P T

10.0 20.0 30.0 40.0

730.0

725.0

720.0

715.0

710.0

4-12-24

B-1

BORING NO.

PROJECT

4-12-24

ZA

Pocono Test Borings & Drilling Co.EXPLORATION CONTRACTOR

NORTH

EAST

1SHEET

STARTED

ENGINEER REP. LOGGED BY

OF

FS COMPLETED

Capouse Ave Park Scranton, PA

LOG OF BORING

ARM Group LLC

718.0

710.0

3 3 4 9

11 11 8 7

8 5 3 5

3 2 4 2

3 3 3 2

3 2 3 4

8 9 14 13

16 13 15 15

FILL SILTY SAND with GRAVEL (SM) with coal, ash and concrete, brown, loose, moist

SILTY SAND (SM)

gray brown, medium dense, moist

EOB @ 20'

DRIVING CASING ROCK CORE

ROTARY (MUD) DRILLING

DEPTH MUD STARTED

The stratification lines represent approximate boundaries between soil types: Insitu the transition may be gradual.

BORING METHOD SAMPLER TYPE AND DATAGROUNDWATER

No Water Encountered

HAND AUGER SPLIT BARREL

DRILLING AT

ENCOUNTERED DURING

REMARKS:

HOLLOW STEM AUGER UNDISTURBED SAMPLE

CONTINUOUS FLIGHT AUGER AUGER

X 2 Inch O.D.

4 inch

BOREHOLE LOCATION

STATION:

OFFSET:

ELEVATION: 730

Elevations provided by CNA Engineering

HOURS AFTER DRILLING

DAYS AFTER DRILLING

DAYS AFTER DRILLING

L E G E N D

N U M B E R

E L E V N F T

D E P T H

A N D

SOIL DESCRIPTION

20 40 60 80

1.0 2.0 3.0 4.0

1.0 2.0 3.0 4.0

MOISTURE (%)

SAMPLE/CORE

BLOW COUNT

Qu (tsf)

PPR (tsf)

L O G

S Y M B O L I C

W A T E R

L E V E L

R Q D

R E C

C O R E

V A L U E S

S

725.0

720.0

715.0

710.0

4-12-24

B-2

BORING NO.

PROJECT

4-12-24

ZA

Pocono Test Borings & Drilling Co.EXPLORATION CONTRACTOR

NORTH

EAST

1SHEET

STARTED

ENGINEER REP. LOGGED BY

OF

FS COMPLETED

Capouse Ave Park Scranton, PA

LOG OF BORING

ARM Group LLC

726.0

724.0

717.0

710.0

3 7 10 7

8 48 32 18

50/.3

15 18 13 12

7 9 13 14

6 9 7 9

16 13 15 15

FILL SILTY SAND with GRAVEL (SM) some organics, coal and ash, brown, medium dense, moist

CONCRETE

FILL SILTY SAND with GRAVEL (SM) brown, dense to medium dense, moist

SILTY SAND (SM)

brown, medium dense, moist

EOB @ 20'

DRIVING CASING ROCK CORE

ROTARY (MUD) DRILLING

DEPTH MUD STARTED

The stratification lines represent approximate boundaries between soil types: Insitu the transition may be gradual.

BORING METHOD SAMPLER TYPE AND DATAGROUNDWATER

No Water Encountered

HAND AUGER SPLIT BARREL

DRILLING AT

ENCOUNTERED DURING

REMARKS:

HOLLOW STEM AUGER UNDISTURBED SAMPLE

CONTINUOUS FLIGHT AUGER AUGER

X 2 Inch O.D.

4 inch

BOREHOLE LOCATION

STATION:

OFFSET:

ELEVATION: 730

Elevations provided by CNA Engineering

HO…