TECHNICAL

SPECIFICATIONS

PROJECT

BLACKBRIDGE ROAD

TRANSFER STATION

2653 BLACKBRIDGE ROAD

MANCHESTER TOWNSHIP

YORK, PENNSYLVANIA 17406

OWNER

YORK COUNTY SOLID WASTE AND REFUSE AUTHORITY

2700 BLACKBRIDGE ROAD

YORK, PENNSYLVANIA 17406

DATE

SEPTEMBER 15, 2025

Blackbridge Road Transfer Station Date: September 15, 2025

York County Solid Waste and Refuse Authority Revised: Add. # 2; October 24, 2025

2653 Blackbridge Road, York, PA

PEC # 231718 TOC-1

BLACKBRIDGE ROAD

TRANSFER STATION

2653 BLACKBRIDGE ROAD

MANCHESTER TOWNSHIP

YORK COUNTY, PENNSYLVANIA 17406

PROCUREMENT AND CONTRACTING REQUIREMENTS

00 00 15 List of Drawings 1 – 3

00 31 32 Geotechnical Report 1

00 31 32.1 Geotechnical Report 1 – 64

Refer to Table of Contents issued by the ARM Group for the balance of the Division 0 Specifications

DIVISION 1 - GENERAL REQUIREMENTS

01 11 13 Work Covered by Contract Documents 1 – 7

01 11 16 Work by Owner [Revised: Addendum # 2] 1 – 3

01 21 13 Cash Allowances 1 – 2

01 23 00 Alternates 1 – 2

01 25 13 Product Substitution Procedures 1 – 2

01 29 00 Payment Procedures 1 – 16

01 31 00 Project Management and Coordination 1 – 7

01 33 23 Shop Drawings, Product Data and Samples 1 – 4

01 35 21 Construction Safety and Life Safety Requirements 1 – 5

01 41 13 Codes and Standards 1 – 4

01 41 26 Municipal Inspections and Permits 1 – 3

01 45 29 Testing Laboratory Services [Revised: Addendum # 2] 1 – 5 tsimpson Cloud tsimpson Text Box [Revised: Addendum #3]

York County Solid Waste and Refuse Authority Revised: Add. # 2; October 24, 2025

PEC # 231718 TOC-2

01 45 33 Code-Required Special Inspections and Procedures 1 – 4

01 50 00 Temporary Facilities and Controls [Revised: Addendum # 2] 1 – 11

01 57 13 Temporary Erosion and Sediment Control 1 – 4

01 66 00 Delivery, Storage, Handling and Protection 1 – 3

01 71 23 Field Engineering 1 – 2

01 73 29 Cutting and Patching 1 – 4

01 74 13 Progress Cleaning 1 – 3

01 74 23 Final Cleaning 1 – 3

01 77 19 Closeout Requirements 1 – 7

01 78 46 Extra Stock Material 1 – 2

DIVISION 2 - EXISTING CONDITIONS

NA

DIVISION 3 - CONCRETE

03 30 20 Cast-in-Place Concrete [Revised: Addendum # 2] 1 – 20

DIVISION 4 - MASONRY

DIVISION 05 00 00 - METALS

05 12 23 Structural Steel for Buildings 1 – 12

05 31 11 Steel Decking 1 – 6

05 50 00 Metal Fabrications 1 – 11

05 50 01 Pipe Bollards 1 – 5

05 51 19 Metal Grating Stairs and Rails 1 – 14

DIVISION 06 00 00 - WOODS, PLASTICS and COMPOSITES

06 10 53 Miscellaneous Rough Carpentry 1 – 7

York County Solid Waste and Refuse Authority Revised: Add. # 2; October 24, 2025

PEC # 231718 TOC-3

DIVISION 07 00 00 - THERMAL & MOISTURE PROTECTION

07 21 13 Rigid Board Foundation Insulation [Deleted: Addendum # 2] 1 – 3

07 62 00 Sheet Metal Flashing and Trim 1 – 4

07 71 23 Gutters and Downspouts 1 – 4

07 72 33 Roof Hatch 1 – 5

07 72 55 Snow Guards 1 – 3

07 84 00 Fire Stop Products 1 – 8

07 92 00 Joint Sealant 1 – 5

DIVISION 8 - OPENINGS

08 11 13 Hollow Metal Doors and Frames 1 – 10

08 31 16 Access Doors and Frames 1 – 4

08 33 23 Insulated Manual Rolling Service Doors 1 – 6

08 33 25 Insulated Motorized Rolling Service Doors 1 – 8

08 38 19 Upward-acting, High-speed Rolling Doors 1 – 6

08 71 12 Door Hardware 1 – 9

08 81 11 Glazing 1 – 10

08 81 18 Laminated Fire Rated Glass 1 – 6

DIVISION 9 - FINISHES

09 91 00 Painting 1 – 16

DIVISION 10 - SPECIALTIES

10 14 23 Interior Signage 1 – 5

10 14 25 Exterior Signage 1 – 4

10 44 10 Fire Protection Specialties 1 – 4

DIVISION 11 - EQUIPMENT

11 82 00 Solid Waste Handling Equipment 1 – 2

York County Solid Waste and Refuse Authority Revised: Add. # 2; October 24, 2025

PEC # 231718 TOC-4

DIVISION 12 - FURNISHINGS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 20 Metal Building Systems [Revised: Addendum # 2] 1 – 40

DIVISION 14 - CONVEYING SYSTEMS

DIVISION 21 - FIRE SUPPRESSION

21 00 00 Fire Protection 1 – 14

DIVISION 22 - PLUMBING

22 05 17 Sleeves and Sleeve Seals for Plumbing Piping 1 – 4

22 05 19 Meters and Gauges for Plumbing Piping 1 – 3

22 05 23

22 05 29

General-Duty Valves for Plumbing Piping

Hangers and Supports for Plumbing Piping and Equipment

1 – 18

1 – 11

22 05 33

22 05 48

Heat Tracing for Plumbing Piping

Vibration and Seismic Controls for Plumbing Piping and

Equipment

1 – 4

1 – 4

22 05 53 Identification for Plumbing Piping and Equipment 1 – 3

22 07 19 Plumbing Piping Insulation 1 – 3

22 10 05 Plumbing Piping 1 – 11

22 10 06 Plumbing Piping Specialties 1 – 3

DIVISION 23 00 00 - HEATING, VENTILATING and AIR CONDITIONING

23 05 13 Common Motor Requirements for HVAC Equipment 1 – 4

23 05 17 Sleeves and Sleeve Seals for HVAC Piping 1 – 4

23 05 29 Hangers and Supports for HVAC Piping and Equipment 1 – 10

23 05 53 Identification for HVAC Piping and Equipment 1 – 3

23 05 93 Testing, Adjusting and Balancing for HVAC 1 – 4

23 07 19 HVAC Piping Insulation 1 – 5

York County Solid Waste and Refuse Authority Revised: Add. # 2; October 24, 2025

PEC # 231718 TOC-5

23 09 13 Instrumentation and Control Devices for HVAC 1 – 5

23 09 23 Direct-Digital Control System for HVAC 1 – 14

23 09 34 Variable-Frequency Motor Controllers for HVAC 1 – 7

23 09 93 Sequence of Operation for HVAC Controls 1 – 3

23 21 13 Hydronic Piping 1 – 5

23 23 00 Refrigerant Piping 1 – 7

23 31 00 HVAC Ducts and Casings 1 – 5

23 33 00 Air Duct Accessories 1 – 2

23 34 23 HVAC Power Ventilators 1 – 2

23 37 00 Air Outlets and Inlets 1 – 1

23 81 26.13 Small-Capacity Split-System Air Conditioners 1 – 3

23 82 00 Convection Heating and Cooling Units 1 – 3

DIVISION 26 00 00 - ELECTRICAL

26 05 19 Low-Voltage Electrical Power Conductors and Cables 1 – 9

26 05 26 Grounding and Bonding for Electrical Systems 1 – 7

26 05 29 Hangers and Supports for Electrical Systems 1 – 5

26 05 33.13 Conduit for Electrical Systems 1 – 11

26 05 33.16 Boxes for Electrical Systems 1 – 7

26 05 53 Identification for Electrical Systems 1 – 8

26 05 83 Wiring Connections 1 – 2

26 09 23 Lighting Control Devices 1 – 6

26 22 00 Low-Voltage Transformers 1 – 5

26 24 13 Switchboards 1 – 5

26 24 16 Panelboards 1 – 7

26 27 26 Wiring Devices 1 – 6

26 28 13 Fuses 1 – 3

26 28 16.16 Enclosed Switches 1 – 4

26 32 13 Engine Generators 1 – 9

26 36 00 Transfer Switches 1 – 6

26 41 00 Facility Lightning Protection 1 – 3

26 43 00 Surge Protective Devices 1 – 5

York County Solid Waste and Refuse Authority Revised: Add. # 2; October 24, 2025

PEC # 231718 TOC-6

26 51 00 Interior Lighting 1 – 6

26 56 00 Exterior Lighting 1 – 4

DIVISION 27 00 00 - COMMUNICATIONS

27 10 00 Structured Cabling 1 – 10

DIVISION 28 00 00 - ELECTRONIC SAFETY AND SECURITY

28 20 00 Video Surveillance 1 – 7

28 46 00 Fire Detection and Alarm 1 – 21

DIVISION 31 - EARTHWORK

31 05 16 Aggregate 1 – 4

31 10 00 Site Clearing 1 – 3

31 20 00 Earth Moving 1 – 3

31 23 23.53 Aggregate from Reclaimed Materials 1 – 3

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 12 16 Asphalt Paving 1 – 5

32 13 13 Concrete Paving 1 – 11

32 17 23 Pavement Markings 1 – 5

DIVISION 33 - UTILITIES

33 10 00 Water Utilities 1 – 24

33 30 00 Sanitary Sewerage 1 – 17

33 40 00 Stormwater Utilities 1 – 22

33 51 00 Natural Gas Distribution 1 – 5

DIVISION 34 - TRANSPORTATION

34 71 11 Precast Concrete Jersey Barriers 1 – 3

END OF TABLE OF CONTENT

York County Solid Waste and Refuse Authority

PEC # 231718 00 00 15-1

DIVISION 00 00 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 00 00 15 - LIST OF DRAWING SHEETS

DRAWING LIST:

Sheet

Number: Title: Date:

Civil: Prepared by ARM Group

Refer to the List of Drawings issued by the ARM Group for the Drawings included in the Civil

Engineering Package for Land Development and Sitework.

Building: Prepared by Providence Engineering Corporation

T001 Cover Sheet September 15, 2025

T101 Life Safety Plans September 15, 2025

T201 Accessibility Details September 15, 2025

B101 Tipping Floor Plan September 15, 2025

B102 Intermediate and Tunnel Floor Plans September 15, 2025

B110 Roof Plan September 15, 2025

B201 Exterior Elevations September 15, 2025

B301 Room Finish and Door Schedules and Details September 15, 2025

B401 Building Sections September 15, 2025

B402 Wall Sections September 15, 2025

B501 Stair Plans and Sections September 15, 2025

Structural: Prepared by Providence Engineering Corporation

S001 General Structural Notes September 15, 2025

S002 General Structural Notes September 15, 2025

S101 Foundation Plan September 15, 2025

S102 Floor Slab Plan September 15, 2025

PEC # 231718 00 00 15-2

S201 Tipping Floor and Dust Cannon Support Framing Plans September 15, 2025

S301 Foundation Details September 15, 2025

S302 Foundation Sections September 15, 2025

S303 Foundation Sections September 15, 2025

S304 Foundation Sections September 15, 2025

S305 Foundation Sections September 15, 2025

S306 Foundation Sections September 15, 2025

S401 Structural Details September 15, 2025

S402 Structural Sections September 15, 2025

S501 Site Retaining Wall Plans and Details September 15, 2025

S502 Site Retaining Wall Sections September 15, 2025

HVAC: Prepared by Providence Engineering Corporation

M001 Mechanical Legends, Schedules, Abbreviations and Details September 15, 2025

M101 First Floor Plan - HVAC September 15, 2025

Plumbing: Prepared by Providence Engineering Corporation

N/A

Electrical: Prepared by Providence Engineering Corporation

E001 Legends, Schedules, Abbreviations and Details September 15, 2025

E002 Panel Schedules September 15, 2025

E101 First Floor Plan - Lighting September 15, 2025

E102 Intermediate Floor Plan - Lighting / Power September 15, 2025

E201 First Floor Plan - Power / Systems September 15, 2025

E202 Roof Plan - Lightning Protection September 15, 2025

ED300 Electrical Site Plan - Demolition September 15, 2025

E300 Electrical Site Plan - Proposed September 15, 2025

PEC # 231718 00 00 15-3

Fire Protection: Prepared by Providence Engineering Corporation

FP001 Legends, Schedules and Details September 15, 2025

FP101 First Floor Plan - Fire Protection September 15, 2025

END OF SECTION

PEC # 231718 00 31 32-1

DIVISION 00 00 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 00 31 32 - GEOTECHNICAL REPORT

PART 1 - GENERAL

1.01 GEOTECHNICAL REPORT

A. The Owner has provided a Geotechnical Report prepared by the ARM Group, LLC, 1129

West Governor Road, Hershey, Pennsylvania 17033, dated March 27, 2024, ARM

Project Number 2301135.

B. That Geotechnical Report is included in these Specifications as Section 00 31 32.1; and, accordingly, is a component of the Bidding and Construction Documents.

C, The General Contractor shall read the Geotechnical Report; and, be governed accordingly.

PART 2 - PRODUCTS

PART 3 - EXECUTION

END OF SECTION

Geotechnical Report Onsite Transfer Station Permitting and Design

York, Pennsylvania

Prepared for:

York County Solid Waste Authority

2700 Black Bridge Road York, Pennsylvania 17406

Prepared by:

ARM Group LLC 1129 West Governor Road

Hershey, Pennsylvania 17033

ARM Project 2301135 Rev. 1

November 3, 2025

Respectfully submitted:

Andrew Risser, E.I.T.

Project Engineer

Wade Anundson, P.E.

Senior Engineer

Engineers and Scientists www.armgroup.net

PRECISE. RESPONSIVE. SOLUTIONS.

1129 West Governor Road, Hershey, PA 17033

November 3, 2025

Mr. Douglas J. Jasitt, P.E.

Manager, Engineering/Operations Division York County Solid Waste Authority 2700 Black Bridge Road York, PA 17406-7901

Re: Onsite Transfer Station Permitting and Design York County Solid Waste Authority (YCSWA) York County, PA ARM Project No. 2301135, Rev. 1

Dear Mr. Jasitt, Enclosed is our updated 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, Andrew Risser, E.I.T.

Project Engineer

Wade Anundson, P.E.

Senior Geotechnical Engineer

YCSWA Onsite Transfer Station, Rev. 1 1 November 3, 2025

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

BUILDING PREP

8.0 FOUNDATION RECOMMENDATIONS

9.0 FLOOR SLABS

10.0 RETAINING WALLS

11.0 ENGINEERING (LOAD-BEARING) FILL

12.0 GROUNDWATER CONTROL

13.0 REFERENCE PUBLICATIONS

14.0 LIMITATIONS

15.0 DISCLAIMER

LIST OF APPENDICES

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

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

Appendix C………...…………………............................................................................ Photo Log

Appendix D………...…………………......................................................Laboratory Test Results

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

YCSWA Onsite Transfer Station, Rev. 1 2 November 3, 2025

1.0 INTRODUCTION

1.1 GENERAL INTRODUCTION

The geotechnical investigation reported herein was performed at the request of Mr. Douglas J. Jasitt in connection with the permitting and design of a new municipal solid waste (MSW) transfer station located at the York County Solid Waste Authority (YCSWA) facility in York, PA.

The proposed development is to be constructed at 2651 Black Ridge Road, York, PA. 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 development 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 YCSWA, obtaining an independent test boring contractor, laboratory testing of representative samples, engineering analysis of the available geotechnical data, and the subsequent preparation of the enclosed report.

YCSWA Onsite Transfer Station, Rev. 1 3 November 3, 2025

1.2 PROJECT DESCRIPTION

The proposed development at this site includes construction of an approximately 22,400 ft2 transfer station. Solid waste will be dropped off, staged in the facility, and then loaded into a truck to be distributed elsewhere. Based on the most recent concept plan, we understand that the proposed structure will have a finished floor elevation that could range from +527 to +530 ft for the tipping floor, and +512 to +515 ft for the tunnel. Structural loading information was not available at the time of this report.

Figure 2 – Conceptual Development Plan

1.3 SITE CONDITIONS

The site is located on the YCSWA property at 2651 Black Ridge Road, York, PA, as shown in Figure 3.

YCSWA Onsite Transfer Station, Rev. 1 4 November 3, 2025

Figure 3 – Proposed Location of the Transfer Station

The immediate vicinity of the proposed construction includes a developed area with surface covers typically consisting of maintained grassy vegetation. Asphalt surface encircles the proposed transfer station area, as shown in Figure 3. The areas to the south, east, and north of the site generally contain industrial buildings, and the areas to the west of the site generally contain residential developments. Site topography in the immediate vicinity of the proposed construction increases from north to south, with elevations in the proposed transfer building area ranging from about +520 feet to +530 feet. Photographs of the subject area are shown below in Figure 4 and Figure 5.

Proposed Transfer Station

YCSWA Onsite Transfer Station, Rev. 1 5 November 3, 2025

Figure 4 – Existing Site Conditions (Facing South)

Figure 5 – Existing Site Conditions (Facing North)

YCSWA Onsite Transfer Station, Rev. 1 6 November 3, 2025

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 6 presents the NRCS soil-survey map of the project site.

Figure 6 – Natural Resources Conservation Service Map

The NRCS classified the site soils as Chester silt loam soil series. The Soil Survey of York County (1963) provides a summary of the properties of each soil classification. The general properties most relevant to development of this site are summarized in Table 1 and 2.

YCSWA Onsite Transfer Station, Rev. 1 7 November 3, 2025

Table 1. Summary of Soil Survey Geologic/Geotechnical Conditions

Series Name USCS Equivalent(s)

Percent Fines1 (%)

Excavation Hazards2 Use

Chester Silt Loam, (CeB) CL, ML, SM 30-95 Slight Agriculture

Notes: 1Percent fines is taken as the percentage passing the No. 200 sieve.

2Excavation hazards are common issues associated with excavations as identified by the NRCS county soil survey for each soil series.

Table 2. Summary of Soil Survey Hydraulic/Hydrological Conditions

Series Name Drainage1 Runoff2 Permeability3 Depth to Groundwater

Chester Silt Loam, (CeB) Well Drained Medium Moderate >80”

Notes: 1Drainage is generally an indication of the site soils’ ability to allow the horizontal flow of water out of the site.

2Runoff is an indication of the ability of surface water to be transmitted from the site.

3Permeability is an indication of resistance to water flow through the soils. Permeability as addressed in NRCS surveys is most closely related to the vertical flow of water in soil.

YCSWA Onsite Transfer Station, Rev. 1 8 November 3, 2025

2.2 GENERAL GEOLOGY

Figure 7 – Geology Map

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

Table 3. Summary of Antietam Formation Characteristics

Characteristic Description Rock Type Quartzite, quartz schist Bedding Moderately to well bedded, thick Joints Widely spaced, steeply dipping and open Weathering Moderately resistant to weathering Drainage Good surface drainage Excavation Difficult to excavate Cut Slopes Good cut slope stability Foundations Good foundation stability Construction Uses Good source of road material, riprap, building stone, embankment facing Notes: *Bedrock characteristics based on The Engineering Characteristics of the Rocks of Pennsylvania

YCSWA Onsite Transfer Station, Rev. 1 9 November 3, 2025

2.3 HISTORIC CONDITIONS

A review of historic aerial imagery from 1952 to August 2013 shows evidence that the immediate location of the proposed construction was undeveloped and may have been used for agricultural purposes. The next available historical aerial from April of 2016 shows the construction an expansion to the existing building on site. ARM was informed by a representative for YCSWA that native soil was removed during the expansion of the existing building and was stockpiled in the immediate are of the proposed transfer station. It is unknown how much of this stockpiled material remained or was moved elsewhere.

2.4 KARST SUBSIDENCE

The SSMGroupGIS created an Interactive Sinkhole Risk Map using data provided by the Department of Conservation and Natural Resources (DCNR). This map locates and highlights rock formations that contain carbonate rock such as limestone and dolomite. Carbonate rocks naturally dissolve when they encounter water, causing channels to form in the rock. These channels are known as karst features and can act as a pathway for soil to subside, causing a sinkhole. Figure 8 below shows the presence of karst features in the area surrounding the site, but not in the immediate area of the site.

Figure 8 – Carbonate Bedrock Map (DCNR)

Project Site

YCSWA Onsite Transfer Station, Rev. 1 10 November 3, 2025

3.0 FIELD EXPLORATIONS

3.1 FIELD RECONNAISSANCE

A field reconnaissance was conducted at the project site during our field work in November 2023.

Existing site conditions in the areas of the proposed construction reflect a developed area with surface cover typically consisting of maintained grass and low level vegetation.

3.2 DRILLING OPERATIONS

A total of six (6) test borings were drilled at the site. The test borings were completed by Odyssey Environmental Services, Inc., a drilling company under contract with ARM Group LLC (ARM).

Drilling inspection was provided by ARM. Drilling for the borings was completed on November 27 and 28, 2023. Boring locations were field-located by ARM with a hand-held Trimble GPS.

The approximate location of each boring drilled is presented below on the Test Boring Location Plan.

Figure 9 - Test Boring Location Plan

A total of 73.4± lineal feet of drilling was completed during the subsurface exploration program.

Each boring drilled was initially advanced through the soil overburden using a 6” hollow stem auger until the design depth, top of boulders, or bedrock was encountered. Standard Penetration Tests (SPTs) were generally conducted at periodic intervals until refusal occurred due to the

YCSWA Onsite Transfer Station, Rev. 1 11 November 3, 2025 presence of cobbles and/or boulders as designated by 50 blows over six (6) inches of penetration or less. Refusal occurred in all borings. A total of 27 ft of rock was cored between three of the borings. At the conclusion of drilling, each boring was backfilled with grout. Groundwater was not evident during drilling.

Drilling was generally conducted according to accepted protocols and standards. The SPTs were generally performed in accordance with ASTM D1586, “Standard Method for Penetration Test and Split-Barrel Sampling of Soils,” and rock coring was generally performed in accordance with ASTM D2113, “Standard Practice for Rock Core Drilling and Sampling of Rock for Site Exploration.”

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 10 - Typical Test Boring Log (B-2)

Each boring log prepared includes the following items:

∘ The approximate depth, and description of materials encountered;

∘ The type and location of samples;

YCSWA Onsite Transfer Station, Rev. 1 12 November 3, 2025

∘ 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;

∘ The percent recovery and rock quality designation (RQD) for each run of rock core and the RQD for each rock stratum encountered; and

∘ The water levels in the boring upon completion of the test boring

Logs as prepared by ARM are presented in Appendix B.

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

Table 4. Tabulation of Test Boring Elevations

Test Boring Number

Surface Elevation (ft, project datum)

Depth of Test Boring (ft)

B-1 525.6± 4.6

B-2 528.8± 17.0

B-3 530.8± 17.0

B-4 517.5± 16.0

B-5 519.0± 10.0

B-6 520.6± 8.8 *Elevations based on survey from American Engineers Group, LLC

YCSWA Onsite Transfer Station, Rev. 1 13 November 3, 2025

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 testing (ASTM D4318), visual referrals (ASTM D2488), corrosion testing (ASTM G162), and natural moisture content (ASTM D2216) were performed.

The results of these tests are noted in Appendix D 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 5. Summary of Laboratory Tests

Test Boring

Sample Depth (ft)

Classification -200 LL PL Natural Moisture (%)

B-3 S-2 2-4 ML 52.5 29 23 9.8

B-3 S-4 6-8 SM 29.0 NP NP 18.7

YCSWA Onsite Transfer Station, Rev. 1 14 November 3, 2025

5.0 SUBSURFACE CONDITIONS ENCOUNTERED

5.1 SURFACE COVERINGS

The site surface is covered with maintained grassy vegetation and asphalt. An approximately 6-inch-thick layer of asphalt was observed in borings B-4, B-5, and B-6.

5.2 FILLS

As mentioned in Section 2.3, it appears that native fill was stockpiled in the immediate area of the proposed transfer station. The current existence and depth of this fill is unknown and may vary in thickness. If the fill placed remains, there were no obvious signs that the fill was uncontrolled and uncompacted based on the SPT blow counts. The relatively high SPT values indicate that if fill exists, it may not extend much deeper than 2 to 4 feet below grade.

5.3 NATIVE SOILS

The native soil types are typically residually derived, which contain varying percentages of clay, silt, sand, and gravel. The native soils encountered generally consisted of sandy silt with gravel overlying silty sand. The samples tested contained approximately 29.0% to 52.5% finer than the #200 sieve. Moisture contents for these strata varied between 6.7% and 18.7%. The moisture content of the samples was typically highest at the ground surface, with some increase in moisture content near the bedrock/soil interface. The sandy silt soils were generally encountered in a medium-stiff to hard consistency, with some soft soils near the ground surface. The silty sand soils were generally in a medium dense to very dense condition, with generally increasing relative density with depth.

5.4 GROUNDWATER

Groundwater was not evident in any of the test borings. It is possible that seepage into the site soils will occur especially after periods of precipitation and especially during the spring months.

It is likely for perched groundwater pockets to develop in these soils. 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 possible that perched groundwater may develop as seeps during construction of the pad.

5.5 BEDROCK

Auger refusal was encountered in all of the test borings and is indicative of the top of bedrock.

The depths to the bedrock surface are summarized in Table 6. A total of 26 feet of bedrock was cored between three borings. The cored rock was classified as shale. A photo log of the extracted cores can be seen in Appendix C.

YCSWA Onsite Transfer Station, Rev. 1 15 November 3, 2025

Table 6. Summary of Bedrock Elevations

Test Boring Depth to Top of Bedrock (ft)

Elevation of Top of Bedrock (ft)

B-1 4.6 521.0 B-2 7.0 521.8 B-3 10.0 520.8 B-4 7.0 510.5 B-5 10.0 509.0 B-6 8.8 511.8

YCSWA Onsite Transfer Station, Rev. 1 16 November 3, 2025

6.0 DISCUSSION

It is our opinion that the proposed development at this site can be constructed with some considerations. The primary item that will need to be considered in development of the site is shallow bedrock. It is our understanding that the proposed transfer station will have a footprint of approximately 22,400 sf. ft. and finished floor elevations ranging from ±512 to 530 ft. Based on experience with projects of similar nature preliminary maximum column loads of 150 kips were assumed for the purposes of this report.

A review of the historical information of the site indicates that fill was stockpiled in the immediate area of the proposed transfer station. As previously mentioned, no obvious indication that this fill extends more than 2 to 4 ft below grade and was placed uncontrollably was observed. Before placement of structural fill to raise grades, or the placement of a footing, the surface should be proofrolled and any localized soft soils should be identified. If local soft soils are encountered, they should be removed and replaced with compacted structural fill.

Shale bedrock was encountered on this site at about EL. 521 to 522 ft underneath the proposed tipping floor and at about EL. 509 to 512 ft underneath the proposed tunnel. Based on the proposed finished floor elevation 527 to 530 ft for the tipping floor, and 512 to 515 ft for the tunnel, and assuming 3 feet of embedment for foundations, it appears that some of the foundations will be founded below the bedrock surface, therefore some rock excavation should be anticipated for the proposed tunnel. However, there will be portions of the structure foundations for the tipping floor which bear above the bedrock surface. It is recommended that all foundations are designed for soil bearing to reduce the potential for differential settlement. Where bedrock is encountered it should be undercut 1 foot below the bottom of footing and replaced with compacted PennDOT 2A fill. Within proposed pavement areas where rock is found in the excavation to subgrade, the rock should be undercut an additional 6" below the subgrade depth to minimize pavement fatigue at the interface between bedrock and the existing soils.

Site preparation should be performed as noted in this report. Following site preparation, an average net allowable bearing pressure of 4,500 psf can be utilized for foundation design. Total post-construction settlements are expected to be on the order of less than 1-inch, and post-construction differential settlements are expected to be on the order of less than ¾-inch.

Groundwater was not observed in the test borings; however, it is possible that perched groundwater may be present within the materials encountered.

YCSWA Onsite Transfer Station, Rev. 1 17 November 3, 2025

7.0 GEOTECHNICAL RECOMMENDATIONS FOR

SITE CONSTRUCTION AND BUILDING 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 GRUBBING

All surface materials including asphalt, concrete, miscellaneous fills, grasses, topsoil, and/or scrub brush, etc. should be removed from within the proposed building limits to a distance of 7 feet outside the building limits and beneath any proposed new bituminous concrete pavement surface covering. It is estimated that surface covering is generally less than 12 inches thick; however, more or less could be encountered at other locations between test borings.

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

From our literature search, previous structures are not reported to have existed in the immediate project area. If during any excavation remnant foundations are encountered, ARM should be contacted and the remnant structures should be completely removed from this site including all foundations and floor slabs. Additional exploratory efforts should be performed in this area to ensure all former structures are removed.

7.4 UNDERCUTTING/ CUTTING

From our test boring results and the proposed finished floor elevation of about EL. 521 to 522 ft underneath the proposed tipping floor and at about EL. 509 to 512 ft underneath the proposed tunnel, some undercutting of bedrock will be necessary. Where bedrock is encountered it should be undercut 1 foot below the bottom of footing and replaced with compacted PennDOT 2A fill.

ML materials should be undercut entirely under the structural areas. Any loose or soft zones encountered will need to be undercut and replaced.

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7.5 PROOFROLLING

At the direction of the project geotechnical engineer both the foundation base and floor slab subgrade will need to be proofrolled prior to the placement of any grade adjustment fill. 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 vibratory roller capable of developing a dynamic force of at least 65,000 lbf in addition to a static load of 10 tons. Please note the large roller should not be allowed within 10’ of existing structures. The roller should not exceed 1 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.

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 should be classified as OSHA Type B soils based upon the gradations and the following chart.

Figure 11 – Soil Classification Chart

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Any excavation slope that will exist for a period 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 their 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 PERMANENT SLOPES

It is recommended that all permanent earth slopes should be not steeper than 2.5H:1V. Soil slopes in this area have a propensity to slump after heavy rainfalls and spring thaws. These slumps are weaknesses in the embankment due to excess water pressure build-up. This pressure build-up could be the result of sand seams, soil fracturing and other geologic anomalies. Cuts into these conditions can suddenly release the water and weakness planes can develop. Slumps where they occur should be immediately addressed. The slumps should be cleaned of the failed material and replaced with a PennDOT R4 RipRap. These repairs should be constructed rather quickly as the continued loss of soil from the embankment could result in significant instabilities to the embankment. These instabilities could create a general overall failure in the embankment.

The RipRap should be placed on a non-woven geotextile with an EOS of 70 and a fabric weight not less than 8 oz. /yd. Between the geotextile and the RipRap should be a minimum 6-inch layer of AASHTO type #57 stone. The RipRap thickness should not be less than 3 feet. A vertical drainage channel should be designed to allow seepage through the RipRap into a swale at the embankment toe. Upon completion of all permanent slopes, the slopes should be protected with an erosion control fabric and quick germinating long root grasses to minimize slope failures.

7.9 EXISTING SITE SOILS

The existing exposed site soils classify as sandy silt with gravel and silty sand. Currently these soils are moist. The soils with more than 30% finer than the #200 sieve are very moisture sensitive.

These soils must meet several criteria to be acceptable as a structural fill for the building. 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.

As we have noted, the soils with considerable fines are very moisture sensitive. The contractor should be advised any excessive movement over these soils generally result in weaving, rutting and site deterioration. This damage could ultimately result in increased site costs. All areas damaged by the contractor should be repaired immediately.

7.10 SITE GRADING

All site grading should be designed so that water flows away from the existing structure. 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.

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7.11 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.

7.12 EARTH WORK PERIOD

Based upon the mixture of the site soils with an excess of 30% finer than the No. 200 sieve, earth work 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 period 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:

• 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.

7.13 UNEXPOSED CONDITIONS

Due to the limited nature of geotechnical investigations and typical of 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.

7.14 ROCK EXCAVATION

Based upon the finished floor elevations, it appears that some rock excavation will be necessary.

This will include undercutting of bedrock within 1 foot of the bottom of foundations. 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.

7.15 BLASTING

If blasting is performed, a blast plan should be submitted by a firm specializing in excavation with explosives. The plan should detail typical criteria such as spacing, burden delay change, weights, etc. The plan should be sealed by a registered engineer or geologist experienced with construction-related blasting. All blasts should be seismically monitored in accordance with all federal state

YCSWA Onsite Transfer Station, Rev. 1 21 November 3, 2025 and local criteria. Blast vibration should not exceed 1 in/sec at the site boundary. Total peak particle velocity should be in accordance with the criteria established by the USBM RI8506 (Figure 12). Blasting mats should be placed over the area to be blasted to minimize fly rock exposure. Upon the completion of excavation, a geologist or geotechnical engineer should inspect the blasted surface to ensure all overshot material has been removed from the excavation.

Figure 12 –Blast Vibration Frequency

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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. The proposed footing system consists of continuous wall footings and individual column footings. All footings should bear either on engineered (load-bearing) fill, or 95% recompacted native site soils where determined to be suitable by the geotechnical engineer.

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 value of 4,500 psf. This bearing value assumes site preparation is conducted as noted herein.

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 36 inches below the exposure surface. Interior heated space footings (foundations not subjected to temperatures below 45° F) 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 13 –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 overexcavation of soft wet areas may encountered.

Excavations should not remain open for any significant length of time. Following approval of the subgrade by the geotechnical engineer’s representative, the foundation should be poured the same day to ensure that precipitation or frost do not damage the subgrade. To protect the subgrade, a mud sill can be used to protect the surface from disturbances. The mudsill can be ±3" in thickness of low strength (1,000 psi) fill concrete. The preference is to place the mud sill where the subgrade will be open for more than one day; however, this can be modified with approval by the engineer based on favorable site and weather conditions. 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.

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

Analysis of earthquake induced strong ground motion is a multi-discipline study of geology, soil mechanics, seismology, structural dynamics, mechanical vibration, probability, and statistics. It is an evolving science. 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 7. Seismic Site Class Definitions

Site Class 𝜈̅𝜈s 𝑁𝑁� or 𝑁𝑁�𝑐𝑐ℎ 𝑠̅𝑠𝑢𝑢 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 𝑃𝑃𝑃𝑃 > 20 -Moisture content 𝑤𝑤 ≥ 40% -Undrained shear strength 𝑠̅𝑠𝑢𝑢 < 500 𝑙𝑙𝑙𝑙/𝑓𝑓𝑡𝑡2

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 “C”.

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 8. 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 9. Corrosion Laboratory Testing Results

Test Result Corrosion Potential pH 6.1 Low

Resistivity 19,632 ohm-cm Low

Sulfates 150 ppm Mild to Low

Chlorides 96 ppm Mild

The corrosion testing indicated a relatively low corrosion potential. Type I/II cement is considered suitable for use in the foundation concrete mixes. Corrosion protection for buried metal should be designed based on the corrosion testing results.

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9.0 FLOOR SLABS

Based upon the alternatives and review of the test borings for the conventional foundation system, the floor slab is recommended to bear at grade. Prior to the placement of engineered fill to grade for the floor slabs. The floor slab area should be proofrolled in accordance with Section 7.5 Proofrolling. A subgrade modulus (ks) of 150 psi/in can be used for the design of the floor slab.

Immediately prior to floor slab construction, the entire subgrade should be densified and recompacted. Any soft areas which develop should be undercut and replaced with a load bearing fill.

After the subgrade is prepared it is recommended that a 6 inch granular base course be placed including a 15-mil vapor barrier, taped and sealed. The base course should consist of gravel or crushed stone equivalent to an AASHTO No. 57 coarse aggregate. The vapor barrier should be placed in accordance with current recommended guidelines of ACI.

The vapor barrier may be deleted where the floor slab will not be covered, painted or where moisture transmission through the slab will not be a problem. At these locations, the capillary break should be replaced with a PennDOT 2A select structural aggregate in lieu of AASHTO No.

57 Stone.

The maximum joint spacing for concrete to reduce the amount of floor slab cracking should not exceed 3xT in feet, where T is slab thickness in inches (not greater than 15 feet in width).

However, it should be noted that even at this spacing slab cracking has developed.

With the advent of more environmentally compliant low VOC glues, we have encountered a number of instances where the glues have not adhered to the concrete floor substrate. Vapor emissions from concrete can occur for a length of time (more than 1 year) after placement.

Additionally, moisture in the capillary zone before concrete floor slab placement can eventually, through thermal diffusion, move upwards through the slab affecting the glue. We have encountered fewer incidents where permeability reduction agents such as Barrier One have been added to the concrete or where a penetrating water sealer has been added to the surface of the concrete.

For concrete…