834637bldgMOnt.pdf

PROJECT MANUAL

Montgomery County New Live Fire Training Building

Public Safety Training Center, Plymouth Township

1175 Conshohocken Road Conshohocken , Pennsylvania 19428

100% Construction Documents June 10, 2026

PREPARED FOR:

Montgomery County

P.O. BOX 311

NORRISTOWN, PENNSYLVANIA 19404

PREPARED BY:

MW Studios

8098 SANDPIPER CIRCLE, SUITE H

NOTTINGHAM, MARYLAND 21236

23-209

Montgomery County 100% Construction Documents New Live Fire Training Building June 10, 2026 MW Studios 23-209

Table Of Contents 00 0010 - 1

SECTION 00 0010 - TABLE OF CONTENTS

MONTGOMERY COUNTY ISSUED PROCUREMENT AND CONTRACTING DOCUMENTS

THESE DOCUMENTS MAY INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING:

Instructions to Bidders General Contractor ; GC-01 - Bid Form Plumbing Contractor ; PC-22 - Bid Form Electrical Contractor ; EC-26 - Bid Form AIA132 - 2019 - Owner-Contractor CMa AIA132 - Exhibit A - 2019 - Insurance and Bonds AIA232 - 2019 General Conditions CMa A310 - Bid Bond A312 - Payment Bond A312 - Performance Bond AIA A304 - Exhibit A AIA A305 - Exhibit B Exhibit A - Montgomery County Participation Goals Non-Collusion Affidavit Responsible Contractor Ordinance Prevailing Minimum Wage Determinations Electronic Release Form Bid Schedule

WHERE REQUIREMENTS WITHIN THE TECHNICAL SPECIFICATION INDICATE A CONFLICTING OR LESS

RESTRICTIVE REQUIREMENT THAN STATED WITHIN ANY MONTGOMERY COUNTY ISSUED

PROCUREMENT OR CONTRACTING DOCUMENTS THE MONTGOMERY COUNTY ISSUED PROCUREMENT

AND CONTRACTING DOCUMENT(S) SHALL TAKE PRECEDENCE.

TECHNICAL SPECIFICATIONS

DIVISION 00 -- PROCUREMENT AND CONTRACTING REQUIREMENTS

00 0010 - Table of Contents 00 0101 - Project Identification Page

00 0103 - Project Directory 00 0115 - List of Drawing Sheets

00 2600 - Procurement Substitution Procedures 00 3100 - Available Project Information

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Table Of Contents 00 0010 - 2

00 3101 - Public Safety Training Campus Survey 00 3102 - Geotechnical Report

DIVISION 01 -- GENERAL REQUIREMENTS

01 0600 - Mobilization/Demobilization 01 1000 - Summary 01 1010 - Multiple Contract Reference and Description Summary 01 2000 - Price and Payment Procedures 01 2100 - Allowances 01 2200 - Unit Prices 01 2300 - Alternates 01 2500 - Substitution Procedures

01 2501 - Substitution Request Form

01 3000 - Administrative Requirements

01 3001 - Submittal Review and Transmittal

01 3216 - Construction Progress Schedule 01 4000 - Quality Requirements 01 4216 - Definitions

01 4219 - Reference Standards

01 5000 - Temporary Facilities and Controls 01 5213 - Field Offices and Sheds 01 6000 - Product Requirements 01 7000 - Execution and Closeout Requirements 01 7123 - Field Engineering 01 7419 - Construction Waste Management and Disposal 01 7800 - Closeout Submittals

Appendix to 01 7800: Operations and Maintenance Manual Template 01 7900 - Demonstration and Training

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Table Of Contents 00 0010 - 3

DIVISION 02 -- EXISTING CONDITIONS (NOT USED)

DIVISION 03 -- CONCRETE

03 3000 - Cast-in-Place Concrete 03 3001 - Cast-in-Place Concrete - Site Work

DIVISION 04 -- MASONRY

04 0511 - Masonry Mortaring and Grouting 04 2000 - Unit Masonry

DIVISION 05 -- METALS

05 1200 - Structural Steel Framing 05 3100 - Steel Deck

05 5000 - Metal Fabrications 05 5119 - Metal Grating Stairs 05 5213 - Pipe and Tube Railings 05 5313 - Bar Gratings

DIVISION 06 -- WOOD, PLASTICS, AND COMPOSITES

06 1053 - Miscellaneous Rough Carpentry

DIVISION 07 -- THERMAL AND MOISTURE PROTECTION

07 1113 - Bituminous Dampproofing 07 1800 - Traffic Coatings 07 1900 - Water Repellents 07 4113.16 - Standing-Seam Metal Roof Panels 07 6200 - Sheet Metal Flashing and Trim 07 7000 - Thermal Lining Systems 07 8413 - Penetration Firestopping 07 9200 - Joint Sealants 07 9205 - Paving Joint Sealants

DIVISION 08 -- OPENINGS

08 1113 - Hollow Metal Doors and Frames 08 3100 - Access Doors and Panels

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Table Of Contents 00 0010 - 4

08 7100 - Door Hardware 08 9000 - Louvers And Vents

DIVISION 09 -- FINISHES

09 9600 - High-Performance Coatings

DIVISION 10 -- SPECIALTIES

10 1100 - Visual Display Units 10 1419 - Dimensional Letter Signage 10 5613 - Metal Storage Shelving

DIVISION 11 -- EQUIPMENT

11 6733 - Structural Fire Trainer Systems and Equipment

DIVISION 12 -- FURNISHINGS (NOT USED)

DIVISION 13 -- SPECIAL CONSTRUCTION

13 0010 - Special Construction - Site Work 13 3419 - Metal Building Systems

DIVISION 14 -- CONVEYING EQUIPMENT (NOT USED)

DIVISION 15 -- RESERVED (NOT USED) (FOR MECHANICAL, SEE DIVISIONS 21, 22, AND 23)

DIVISION 16 -- RESERVED (NOT USED) (FOR ELECTRICAL, SEE DIVISIONS 25, 26, 27, 28, AND 29)

DIVISION 17 -- RESERVED (NOT USED)

DIVISION 18 -- RESERVED (NOT USED)

DIVISION 19 -- RESERVED (NOT USED)

DIVISION 20 -- RESERVED (NOT USED)

DIVISION 21 -- FIRE SUPPRESSION

21 1300 - Fire-Suppression Sprinkler Systems

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Table Of Contents 00 0010 - 5

DIVISION 22 -- PLUMBING

22 0500 - Common Work Results for Plumbing 22 0553 - Identification for Plumbing Piping and Equipment 22 1113 - Facility Water Distribution Piping 22 1116 - Domestic Water Piping

DIVISION 23 -- HEATING, VENTILATING, AND AIR-CONDITIONING (HVAC)

23 1126 - Facility Liquefied-Petroleum Gas Piping

DIVISION 24 -- RESERVED (NOT USED)

DIVISION 25 -- INTEGRATED AUTOMATION (NOT USED)

DIVISION 26 -- ELECTRICAL

26 0519 - Low-Voltage Electrical Power Conductors and Cables 26 0526 - Grounding and Bonding for Electrical Systems 26 0529 - Hangers and Supports for Electrical Systems 26 0533.13 - Conduit for Electrical Systems 26 0533.16 - Boxes for Electrical Systems 26 0548 - Vibration and Seismic Controls for Electrical Systems 26 0553 - Identification for Electrical Systems 26 0583 - Wiring Connections 26 2200 - Low-Voltage Transformers 26 2416 - Panelboards 26 2726 - Wiring Devices 26 2813 - Fuses 26 5100 - Interior Lighting 26 5600 - Exterior Lighting

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Table Of Contents 00 0010 - 6

DIVISION 27 -- COMMUNICATIONS (NOT USED)

DIVISION 28 -- ELECTRONIC SAFETY AND SECURITY (NOT USED)

DIVISION 29 -- RESERVED (NOT USED)

DIVISION 30 -- RESERVED (NOT USED)

DIVISION 31 -- EARTHWORK

31 0000 - Earthwork 31 0141 - Dust Control 31 1000 - Site Clearing 31 2316.13 - Trenching 31 2500 - Soil Erosion and Sediment Control

DIVISION 32 -- EXTERIOR IMPROVEMENTS

32 1216 - Asphalt Paving 32 1313 - Concrete Paving 32 1373 - Concrete Paving Joint Sealants 32 1713 - Parking Bumpers 32 1723 - Pavement Markings 32 3113 - Chain Link Fences and Gates 32 3300 - Site Furnishings 32 9200 - Turf and Grasses 32 9300 - Plants

DIVISION 33 -- UTILITIES

33 0110.58 - Disinfection of Water Utility Piping Systems 33 0505.31 - Hydrostatic Testing 33 0561 - Concrete Manholes 33 1416 - Site Water Utility Distribution Piping 33 4100 - Storm Utility Drainage Piping

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Table Of Contents 00 0010 - 7

DIVISION 34 -- TRANSPORTATION (NOT USED)

DIVISION 35 -- WATERWAY AND MARINE CONSTRUCTION (NOT USED)

DIVISION 36 -- RESERVED (NOT USED)

DIVISION 37 -- RESERVED (NOT USED)

DIVISION 38 -- RESERVED (NOT USED)

DIVISION 39 -- RESERVED (NOT USED)

DIVISION 40 -- PROCESS INTEGRATION

40 9119 - Temperature Monitoring Equipment

DIVISION 41 -- MATERIAL PROCESSING AND HANDLING EQUIPMENT (NOT USED)

DIVISION 42 -- PROCESS HEATING, COOLING, AND DRYING EQUIPMENT (NOT USED)

DIVISION 43 -- PROCESS GAS AND LIQUID HANDLING, PURIFICATION AND STORAGE EQUIPMENT (NOT

USED)

DIVISION 44 -- POLLUTION CONTROL EQUIPMENT (NOT USED)

DIVISION 45 -- INDUSTRY-SPECIFIC MANUFACTURING EQUIPMENT (NOT USED)

DIVISION 46 -- WATER AND WASTEWATER EQUIPMENT (NOT USED)

DIVISION 47 -- RESERVED (NOT USED)

DIVISION 48 -- ELECTRICAL POWER GENERATION (NOT USED)

DIVISION 49 -- RESERVED (NOT USED)

END OF SECTION 00 0010

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Project Identification Page 00 0101 - 1

SECTION 00 0101 - PROJECT IDENTIFICATION PAGE

PART 1 - GENERAL

1.1 PROJECT IDENTIFICATION INFORMATION

A. Project:

1. Montgomery County

2. New Live Fire Training Building

3. Public Safety Training Center, Plymouth Township

4. 1175 Conshohocken Road, Conshohocken , Pennsylvania 19428 .

5. Architect's Project Number: 23-209 .

B. Owner: Montgomery County .

1. Address: P.O. Box 311 , Norristown, Pennsylvania 19404

C. Architect: Design Professional of Record

1. Manns Woodward Studios, Inc.

2. Address: 8098 Sandpiper Circle, Suite H, Nottingham, Maryland 21236

3. Phone Number: 410-344-1460

D. Project Submission Title: 100% Construction Documents .

E. Project Submission Date: June 10, 2026 .

F. Copyright 2026 Manns Woodward Studio, Inc.. All rights reserved.

PART - 2 PRODUCTS (NOT USED)

PART - 3 EXECUTION (NOT USED)

END OF SECTION 00 0101

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Project Directory 00 0103 - 1

SECTION 00 0103 - PROJECT DIRECTORY

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Identification of project team members and their contact information.

1. Owner

a. Owner

b. Owner's Using Agency

B. Architect and Architect's Consultants

1. Civil Engineering Consultant

2. Structural Engineering Consultant

3. Geotechnical Engineering Consultant

4. Mechanical, Plumbing, Electrical Engineering Consultant

C. Owner's Other Consultants

1. Construction Manager as Advisor; CMa

1.2 OWNER:

A. Name: Montgomery County

1. Address: P.O. Box 311 .

2. City: Norristown.

3. State: Pennsylvania.

4. Zip Code: 19404.

5. Telephone: 267-781-4039 .

6. Primary Contact:

a. Title: Capital Projects Manager, Department of Assets & Infrastructure

b. Name: Stephen Sinclair

c. E-mail: stephen.sinclair@montgomerycountypa.gov

d. Telephone: 267-781-4039

B. Owner's Using Agency: Public Safety Training Campus (PSTC), Department of Public Safety.

1. Address: 1175 Conshohocken Road.

2. City: Conshohocken .

3. State: Pennsylvania .

4. Zip Code: 19428 .

5. Primary Contact:

a. Title: Deputy Director - Fire Programs

b. Name: Robert Carovillano

c. E-mail: robert.carovillano@montgomerycountypa.gov

d. Telephone: 610-298-3500 ext. 6610

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Project Directory 00 0103 - 2

C. Primary Contact: All correspondence from the Prime Contractors to the Owner and Owner's Using Agency will be through the CMa, unless alternate arrangements are mutually agreed upon at preconstruction meeting.

1.3 ARCHITECT AND ARCHITECT'S CONSULTANTS:

A. Correspondence: All correspondence from the Prime Contractors regarding construction documents authored by the Architect or the Architect's consultants will be through the CMa, unless alternate arrangements are mutually agreed upon at the preconstruction meeting and recorded within the meeting minutes.

B. Architect: Design Professional of Record.

1. Company Name: Manns Woodward Studios, Inc. (MW Studios).

a. Address: 8098 Sandpiper Circle, Suite H.

b. City: Nottingham.

c. State: Maryland.

d. Zip Code: 21236.

e. Telephone: 410-344-1460.

f. Fax: 443-403-2460.

2. Primary Contact - Architect/Designer:

a. Name: John Bailey .

b. Phone Number: 410-344-1460 .

c. Email: jbailey@mwsarch.com .

C. Civil Engineering Consultant:

1. Company Name: Benesch.

a. Address: 400 One Norwegian Plaza, Pottsville, Pennsylvania 17901

b. Telephone: 570-622-4055

c. Primary Contact:

1) Name: Kevin Marmas .

2) Email: kmarmas@benesch.com .

D. Structural Engineering Consultant:

1. Company Name: Benesch.

a. Address: 250 Cetronia Road, Suite 150, Allentown, Pennsylvania 18104

b. Telephone: 610-439-7066

c. Primary Contact:

1) Name: Michael Rohl .

2) Email: mrohl@benesch.com .

E. Geotechnical Engineering Consultant:

1. Company Name: ECS Mid-Atlantic, LLC.

a. Address: 11000 Commerce Parkway, Mt. Laurel, New Jersey 0805

b. Telephone: 609-832-3910

c. Primary Contact:

1) Name: Jeffrey Yates .

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Project Directory 00 0103 - 3

2) Email: jcyates@ecslimited.com .

F. Mechanical, Plumbing, Electrical Engineering Consultant

1. Company Name: DEDC, LLC.

a. Address: 30 S 17th Street, Philadelphia, Pennsylvania 19103.

b. Telephone: 267-804-7286.

c. Pimary Contact: Mechanical

1) Name: Scott Frenck .

2) Email: sfrenck@dedc-eng.com .

1.4 OWNER'S OTHER CONSULTANTS

A. Construction Manager, CMa:

1. Company Name: Boyle Construction, Inc. .

a. Address: 3850 Sierra Circle, Suite 400, Center Valley, Pennsylvania 18034 .

b. Telephone: 484-223-0726 .

c. Primary Contact:

1) Name: Christian Donovan .

2) Email: cdonovan@boyleconstruction.com .

PART 2 PRODUCTS - NOT USED

PART 3 EXECUTION - NOT USED

END OF SECTION 00 0103

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List Of Drawing Sheets 00 0115 - 1

SECTION 00 0115 - LIST OF DRAWING SHEETS

PART - 1 GENERAL

1.1 LIST OF DRAWINGS

A. Drawings shall consist of the following separately bound drawing sets or separate drawings:

1. General, Civil, Architectural, Structural, Mechanical, and Electrical :

a. Drawings shall include, but not be limited to, the Contract Drawings and drawings listed within the DRAWING INDEX located on sheet G000 "COVER SHEET" of the separately bound drawing set titled Montgomery County New Live Fire Training Building Public Safety Training Center, Plymouth Township dated June 10, 2026 , as modified by subsequent Addenda and Contract Modifications.

END OF SECTION 00 0115

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Procurement Substitution Procedures 00 2600 - 1

SECTION 00 2600 - PROCUREMENT SUBSTITUTION PROCEDURES

PROCUREMENT SUBSTITUTION PROCEDURE

1.1 DEFINITIONS

A. Procurement Substitution Requests: Requests for changes in products, materials, equipment, and methods of construction from those indicated in the Procurement and Contracting Documents, submitted prior to receipt of bids.

B. Substitution Requests: Requests for changes in products, materials, equipment, and methods of construction from those indicated in the Contract Documents, submitted following Contract award. See Section 01 2500 - Substitution Procedures for conditions under which Substitution requests will be considered following Contract award.

C. Long Lead Times/Items: Any commodity, material, or equipment that has a procurement time including but not limited to, delegated design, submittal review, fabrication, and/or delivery, of greater than 20 weeks or 5 months.

1.2 QUALITY ASSURANCE

A. Compatibility of Substitutions: Investigate and document compatibility of proposed substitution with related products and materials. Engage a qualified testing agency to perform compatibility tests recommended by manufacturers.

1.3 PROCUREMENT SUBSTITUTIONS

A. Long Lead Times/Items: Substitutions for commodities, materials, and/or equipment with long lead times, where possible, must be submitted and approved prior to the project Bid Date. Contractor shall be required to provide a list of long lead time items within 15 days after Notice to Proceed.

B. Procurement Substitutions, General: By submitting a bid, the Bidder represents that its bid is based on materials and equipment described in the Procurement and Contracting Documents, including Addenda.

Bidders are encouraged to request approval of qualifying substitute materials and equipment when the Specifications Sections list materials and equipment by product or manufacturer name.

C. Procurement Substitution Requests will be received and considered by CMa when the following conditions are satisfied, as determined by Architect; otherwise requests will be returned without action:

1. Extensive revisions to the Contract Documents are not required.

2. Revisions to other Prime Contract Packages are not required.

3. Proposed changes are in keeping with the general intent of the Contract Documents, including the level of quality of the Work represented by the requirements therein.

4. The request is fully documented and properly submitted.

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Procurement Substitution Procedures 00 2600 - 2

1.4 SUBMITTALS

A. Procurement Substitution Request: Submit to CMa. Procurement Substitution Request must be made in writing by Prime Contract Package Bidder only and must be in compliance with the following requirements:

1. Requests for substitution of materials and equipment will be considered if received no later than 14 calendar days prior to date of bid opening.

2. Submittal Format: Submit one digital copy of each written Procurement Substitution Request using the form bound in Project Manual.

B. CMa and/or Architect's Action:

1. CMaand/or Architect may request additional information or documentation necessary for evaluation of the Procurement Substitution Request. If approved, CMa will notify all bidders of acceptance of the proposed substitute by means of an Addendum to the Procurement and Contracting Documents.

C. CMa's or Architect's approval of a substitute during bidding does not relieve Contractor of the responsibility to submit required shop drawings and to comply with all other requirements of the Contract Documents.

END OF SECTION 00 2600

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Available Project Information 00 3100 - 1

SECTION 00 3100 - AVAILABLE PROJECT INFORMATION

PART 1 GENERAL

1.1 INFORMATION AVAILABLE TO BIDDERS

A. Certain information relating to existing surface and subsurface conditions and structures is available to Bidders for Bidders' convenience and are intended to supplement rather than serve in lieu of Bidders' own investigations. The information available shall not be a warranty or guarantee of existing conditions. The information available will not be part of the Contract Documents.

1.2 EXISTING CONDITIONS

A. Existing drawings and/or reports that include information on existing conditions are as follows:

B. Site Drawing: Entitled Boundary And Topographic Plan, Municipal Police Academy, dated 8-15-18 created by Bursich, 2129 East High Street, Pottstown, PA 19464.

1. A reduced scale reproduction of the original site drawing is appended to this document.

2. An original copy is available for information only within the drawing set of the Contract Documents.

C. Geotechnical Report: Entitled Montgomery County Fire Training Building, 1175 Conshohocken Road, Conshohocken, Montgomery County, Pennsylvania, ECS Project No. 44:2244 , dated March 17, 2026 .

1. A copy of the original report is available for viewing as appended to this document.

2. The opinions expressed in this report are those of a geotechnical engineer and represent interpretations of subsoil conditions, tests, and results of analyses conducted by a geotechnical engineer. Ower is not responsible for interpretations or conclusions drawn from the data.

3. Any party using information described in the geotechnical report shall make additional test borings and conduct other exporatory operations that mey be required to determine the character of subsurface materials tha may be encountered.

4. The recommendations described shall not be construed as a requirement of this Contract, unless specifically referenced in Contract Documents.

5. Because subsurface conditions indicated by the sooil borings are a sampling in relation to the entire construction area, and for other reasons, the Owner, the Architect, the Architect's consultants, and the firm reporting the subsurface conditions do not warranty the conditions below the depths of the borings or that the strata logged from the borings are necessarily typical of the entire site. Any party using the information described in the soil borings and geotechnical report shall accept full responsibility for its use.

1.3 PERMITS

A. The Prime Contractors shall be responsible for tracking the expiration of all permits related to their Scope of Work during the course of construction up to project closeout unless otherwise indicated. The Prime Contractors shall notify in writing the Architect, Owner, and Construction Manager (CMa) a minimum of 60 calendar days prior to the expiration of any permit. The Prime Contractors shall be responsible for any/all

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Available Project Information 00 3100 - 2 costs incurred to renew all permits related to their Scope of Work as well as any/all costs for delays and damages as a result of failing to renew such permits by the expiration deadline.

B. The Architect/Owner has applied for the following permits:

1. Site work and GradingPermit.

a. Status: Under review

2. General Building Permit.

a. Status: Under review

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.1 OBTAINMENT OF PERMITS

A. Each Prime Contractor will secure and pay for all permits required to complete their Scope of Work with the exception of the General Building Permit and Grading Permit. The Owner will be responsible for the submission and cost of the General Building Permit and the Grading Permit.

1. Each Prime Contractor is responsible to complete and submit all necessary forms, produce and submit all necessary drawings, and provide all other necessary items and payments to Plymouth Township, Montgomery County, the State of Pennsylvania or other AHJ as required to secure permits to complete their Scope of Work.

END OF SECTION 00 3100

ECS Mid-Atlantic, LLC Geotechnical Engineering Report

Montgomery County Fire Training Building

1175 Conshohocken Road Conshohocken, Montgomery County, Pennsylvania

ECS Project No. 44:2244

March 17, 2026

March 17, 2026

Mr. Josh Miller MW Studios 8098 Sandpiper Circle, Suite H Nottingham, MD 21236

ECS Project No. 44:2244

Reference: Geotechnical Engineering Report Montgomery County Fire Training Building 1175 Conshohocken Road Conshohocken, Montgomery County, Pennsylvania

Dear Mr. Miller:

ECS Mid-Atlantic, LLC (ECS) has completed the subsurface exploration, and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our revised proposal dated December 11, 2025 (ECS Proposal No. 44:2501-GPR), which was authorized on December 11, 2025. This report presents our understanding of the geotechnical aspects of the project along with the results from the field exploration performed and our design and construction recommendations.

It has been our pleasure to be of service to MW Studios during this phase of the project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to document subsurface conditions assumed for this report. Should you have any questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us.

Respectfully submitted, ECS Mid-Atlantic, LLC

Maddie C. Trudnak Staff Geotechnical Project Manager mtrudnak@ecslimited.com

Jeffrey C. Yates, P.E.

Geotechnical Department Manager, Principal jcyates@ecslimited.com

Montgomery County Fire Training Building March 17, 2026 ECS Project No. 44:2244 Page ii

TABLE OF CONTENTS

EXECUTIVE SUMMARY

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION

2.2 PROPOSED CONSTRUCTION

3.0 FIELD EXPLORATION AND LABORATORY TESTING

3.1 Subsurface Characterizations

3.2 Groundwater Observations

3.3 Stormwater Infiltration Testing

3.4 Laboratory Testing

4.0 DESIGN RECOMMENDATIONS

4.1 Shallow Foundations

4.2 Slabs on Grade

4.3 Seismic Design Considerations

4.4 Preliminary Pavements

4.5 Stormwater Management Areas

4.5.1 Infiltration Characteristics

4.5.2 Stormwater Management Considerations

4.5.3 Stormwater Management Facilities - Design Notes

5.0 SITE CONSTRUCTION RECOMMENDATIONS

5.1 Karst Considerations

5.2 Subgrade Preparation

5.2.1 Demolition

5.2.2 Stripping and Grubbing

5.2.3 Proofrolling

5.2.4 Potential Undercuts

5.2.5 Site Temporary Dewatering

5.3 Earthwork Operations

5.3.1 Weathered Rock and Rock

5.3.2 Structural Fill

5.3.3 On-site Soil Re-use

5.3.4 Conventional Excavation Considerations

5.4 Earthwork and Foundation Observations

5.5 Utility Installations

6.0 CLOSING

ECS Project No. 44:2244 Page ii

APPENDICES

Appendix A – Diagrams & Reports

Site Location Diagram Boring Location Diagram(s) Subsurface Cross-Section(s) Geologic/Soil Survey Maps

Appendix B – Field Operations

Reference Notes Exploration Procedures Boring Logs Test Pit Logs Cased Borehole Logs Infiltration/Permeability/Hydraulic Test Results Rock Core Photolog

Appendix C – Laboratory Testing

Laboratory Test Summary Grain Size Analysis/Analyses Plasticity Chart(s)

Appendix D – Supplemental Documents

Sinkhole Repair Details

ECS Project No. 44:2244 Page 1

EXECUTIVE SUMMARY

The following summarizes the main findings of the exploration, particularly those that may have a cost impact on the planned project. Further, our preliminary foundation recommendations are summarized.

Information gleaned from the Executive Summary should not be utilized in lieu of reading the entire geotechnical engineering report.

The proposed redevelopment will include the construction of an approximately 2,500 square-foot and 1,300 square-foot, live fire training structures as part of an overall site redevelopment.

Project grading plans were not provided; however, architectural plans including the buildings’ proposed finished floor elevations (FFE) were provided. The south fire training building FFE is El. 145.5 with a basement level slab elevation of El. 140.5. The north fire training building FFE is El. 145.0 with a basement level slab elevation of 138.0. Once a final grading plan is provided, it should be provided to ECS so we can review and confirm the recommendations included herein need to be changed/updated.

Considering the FFE noted above, the bottom of the foundations will be bearing in a combination of newly placed structural fill, natural soils, and weathered rock. Foundations may be proportioned assuming a net allowable bearing capacity of 4,000 pounds per square foot (psf) and 3,000 psf for the south fire training building and the north fire training building, respectively, if the recommendations herein are followed.

Existing fill materials were observed within several of the borings. Existing fills (without documentation of proper placement) are generally not suitable for foundation support and would require removal under foundation elements; however, footing excavation is likely to extend beyond the existing fill. Some undercuts of existing fills may be required during construction should they be encountered.

Following proper site preparation techniques, we believe the foundations will be capable of supporting the indicated loading with the potential for total post-construction settlement of less than 1-inch and a differential settlement of less than 0.5-inch.

The floor slab may be supported on-grade and designed assuming a modulus of subgrade reaction, k1, of 90 pounds per cubic inch and our subgrade recommendations.

Relatively shallow refusal (within 20 feet of existing ground surface) was encountered in three

(3) of the borings on the underlying rock surface. Some weathered rock, with the possibility of intact rock excavation, will likely be required during excavation of the foundation elements, during utility installation, and in areas of cut on the site.

The recommended seismic Site Class for the project site location is “C”.

Groundwater was not observed in the borings to the depths explored. We believe construction dewatering at this site will be mainly limited to removing accumulated rainwater, localized perched water, and some minor seepage into excavations.

ECS Project No. 44:2244 Page 2

Infiltration testing was performed at five locations on the site and the results are included herein.

Please refer to the body of the report for further details on subsurface conditions encountered within the completed borings and for our preliminary geotechnical engineering recommendations for the project.

ECS Project No. 44:2244 Page 3

1.0 INTRODUCTION

The purpose of this study was to provide geotechnical information for the design and construction of a new fire training facility located in Conshohocken, Montgomery County, Pennsylvania (project site). The project will include the construction of an approximately 2,500 square-foot, four-story building and an approximately 1,300 square-foot, two-story building with associated ancillary structures as part of the additional development to the overall project site. The recommendations developed for this report are based on the project information supplied to ECS, which consisted of the following:

Architectural plan set entitled. “35% Schematic Design,” prepared by MW Studios. Dated November 4, 2025;

Existing conditions plan entitled, “Boundary and Topographic Plan – Municipal Police Academy,” prepared by Burisch, dated August 15, 2018;

CPT exploration report, entitled, “Presentation of Site Investigations Results,” prepared by Contec, dated August 4, 2023.

Our services were performed in general accordance with our revised proposal dated December 11, 2025 (ECS Proposal No. 44:2501-GPR), which was authorized by Mr. Gary Campbell of MW Studios on December 11, 2025.

This report contains the procedures and results of our subsurface exploration and laboratory testing programs, review of existing site conditions, engineering analyses, and recommendations for the design and construction of the project.

The report includes the following items:

A review of surface topographical features and site conditions;

A brief review and description of our field and laboratory test procedures and the results of testing conducted;

A review of subsurface soil stratigraphy with pertinent physical properties;

Final exploration logs;

Infiltration testing results;

Recommended foundation type, bearing capacity, and estimated settlement;

Recommendations for slab on grade construction;

Recommendations for seismic site classification in accordance with the 2021 International

Building Code;

Groundwater observations and recommendations for consideration in engineering design and construction;

Recommended minimum flexible and rigid pavement sections; and, Recommendations for site preparation and construction of compacted fills, including an evaluation of on-site soils for use as compacted fills and identification of potentially unsuitable soils.

ECS Project No. 44:2244 Page 4

2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION

The project site is located at 1175 Conshohocken Road, in Conshohocken, Montgomery County, Pennsylvania, as shown in Figure 2.1.1 below. The project site is the location of the existing Montgomery County Public Safety Training Campus and its associated buildings, training features, pavement areas, parking lots and drive aisles. Additionally, a stormwater management (SWM) basin and grassy areas are located on the northern end of the campus. The project site is bound by parking lots and drive aisles associated with IAA Philadelphia to the north and east, Academy Drive to the south, and Conshohocken Road to the west.

Figure 2.1.1 - Site Location (outlined)

The current topography at the site generally slopes downward from south to north with an estimated variation in ground surface elevation of about ±45 feet.

Based on geological mapping, the site appears to be underlain by the Ledger Formation. The Ledger Formation is described as light gray, locally mottled, massive, pure, coarsely crystalline dolomite; siliceous in the middle part. The Ledger Formation is susceptible to karst processes.

2.2 PROPOSED CONSTRUCTION

Based upon the information provided to ECS, we understand the proposed project will include the construction of two buildings as part of a new fire training facility including an approximately 2,500 square-foot building, four-story building (south) and an approximately 1,300 square-foot, two-story building (north) with associated ancillary structures. We understand partial, below grade levels are

ECS Project No. 44:2244 Page 5 planned in each building location. Additionally, the site development will include a new recovery pavilion, new propane tank pad and proposed concrete slab replacement.

A topographic drawing with existing features was provided; however proposed grading was not. The architectural plans provided included the finished floor elevations (FFE) for the south and north buildings and they are El. 145.5 and El, 145.0, respectively, with basement slab elevations of El. 140.5 and El. 138.0, respectively. Based on the information provided, the building structure will not have individual column footings, and the majority of the structure elements will be supported on load bearing walls. The wall loads will vary by location and are anticipated to be higher than what would be expected for a conventional building with beam/column framing. Our understanding of the project is summarized below.

Given the proposed grades, the maximum cuts and fills are anticipated to be in the order of 5 feet and 2 feet, respectively. Due to anticipated shallow bedrock on site, excavation of weathered rock to reach design grades may be necessary. A site retaining wall is shown on the plans to provide grade separation between the propane tank pad and existing grade; however, it appears to be less than 4 feet in height.

If actual loads differ from those provided above, ECS should be contacted to provide updated recommendations, if applicable.

In addition, ECS understands that the site development will also include a detention basin and a stormwater management (SWM) soil amendment BMP. Dedicated exploration and infiltration testing associated with the SWM facilities have been performed. Additionally, infiltration testing via cased borehole was completed in the area of the slab replacement. Test depths and elevations were provided by ECS and approved by MW Studios.

SUBJECT DESIGN INFORMATION / EXPECTATIONS

Building Footprints South: Approximately 2,500 square feet in plan view North: Approximately 1,300 square feet in plan view

# of Stories South: 4 stories above grade North: 2 stories above grade

Usage Institutional

Building Loads Wall: 31 kips/ft Slab: 200 psf

Floor Elevation (FFE) South: El. 145.5 with basement slab El. 140.5 North: El. 145.0 with basement slab El. 138.0

ECS Project No. 44:2244 Page 6

3.0 FIELD EXPLORATION AND LABORATORY TESTING

Our exploration procedures are explained in greater detail in Appendix B in the inserts titled Subsurface Exploration Procedures. Our overall scope of work, completed with two (2) authorized mobilizations, consisted of drilling eight (8) soil test borings and excavating four (4) test pits. Each exploration location was located using a hand-held Global Positioning System device, and their approximate, as-completed locations are shown on the Exploration Location Diagram Location Diagram in Appendix A. Elevations on the boring logs were interpolated from the existing grades shown on the “Boundary and Topographic Plan

– Municipal Police Academy” provided by MW Studios.

Soil test borings were completed with a track-mounted, hollow-stem auger drill rig equipped with a manual drop hammer for conducting Standard Penetration Testing (SPT). SPT testing is utilized to measure N-values and obtain samples of the subsurface materials encountered.

3.1 Subsurface Characterizations

Generally, the subsurface conditions encountered were consistent with the published geologic mapping available from the Pennsylvania Department of Conservation and Natural Resources via PaGEODE and the United States Department of Agriculture Natural Resources Conservation Service (USDA-NRCS) via Web Soil Survey for the general site vicinity. Refer to Appendix A for geologic maps for the general vicinity of the project site.

Generalized characterizations of the materials encountered within the completed explorations are tabulated below. Refer to the Generalized Subsurface Soil Profiles in Appendix A and the Geotechnical Borehole Logs in Appendix B for more complete soil descriptions.

STRATUM

APPROXIMATE

DEPTH

ENCOUNTERED

(feet-bgs)

DESCRIPTIONS RANGES OF SPT(1)

N-VALUES (bpf)(2)

Surface Cover 0.0 – 0.8 3 to 9 inches of topsoil 4 to 6 inches of asphalt 8 inches of concrete at Boring B-07

N/A

STRATUM I

(Fill Materials)

0.3 – 15.0

• USCS: GC, ML, SM

• Very loose to medium dense granular materials

• Moist

• Encountered at surface in Borings B-03, B-05 through B-08, and Test Pits TP-01, TP-02, and TP-04

• Moist

3 - 20

STRATUM II

(Natural Soils)

0.0 – 36.5

• USCS: ML, SM, SC-SM, GC, SP, CL

• Very loose to very dense granular materials

• Firm to stiff fine-grained materials

• Moist

• Encountered at surface, below surface cover, and/or below

Stratum I in each of the borings

• Auger refusal encountered within this stratum in Borings B-

05 and B-06

3 – 56

STRATUM III

(Weathered

Rock)

6.0 – 28.0

• Weathered Rock sampled as USCS: SM, GM, GP

• Very dense granular materials

• Moist

• Encountered below Stratum II in B-01, B-02, B-04, and B-05

> 60

ECS Project No. 44:2244 Page 7

STRATUM

APPROXIMATE

DEPTH

ENCOUNTERED

(feet-bgs)

DESCRIPTIONS

RANGES OF SPT(1)

N-VALUES (bpf)(2)

STRATUM IV

(Bedrock) 14.4 – 20.0

• Dolostone of the Ledger Formation

• Moderately to slightly weathered

• White

• Recovery: 28 – 80%

• RQD: 18% (Very Poor)

N/A

Notes:

(1) Standard Penetration Testing

(2) Blows per foot

Soils encountered were visually classified during borehole logging on the basis of texture and plasticity in general accordance with ASTM D2488 – Standard Practice for Description and Identification of Soils (Visual-Manual Procedures) and use of Unified Soil Classification System (USCS) symbols. After classification, the samples were grouped in the major zones noted on the Generalized Subsurface Cross- Section A-A’ in Appendix A and the exploration logs in Appendix B. The group symbols for each soil type are indicated in parentheses along with the soil descriptions. Divisions between strata on the exploration logs are approximate; in-situ, the transitions may be gradual.

3.2 Groundwater Observations

Water levels were measured in our boring logs in Appendix B. Groundwater was not observed within the borings at the time of drilling and prior to backfilling. However, it must be noted that variations in perched water levels and long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors.

3.3 Stormwater Infiltration Testing

Infiltration testing was completed using the double ring infiltration method in general accordance with Appendix C of the Pennsylvania Stormwater Best Management Practices (PA BMP) Manual. Infiltration test results are provided in the following table. The infiltration rate column below includes a safety factor as shown in the notes below the table; unfactored rates are in Appendix B.

(1) Surface elevations interpreted from the existing conditions plan provided by Bohler

(2) Infiltration elevations provided by MW Studios

(3) DR = Double Ring Infiltration Testing; CB = Cased Borehole

(4) F.S. = 2.0 applied

INFILTRATION TESTING RESULTS

TEST

LOCATION

SURFACE

ELEVATION

(Feet)1

LIMITING

ZONE6

DEPTH

(Feet)5

BOTTOM OF

TEST

EXPLORATION

(Feet)

INFILTRATION

TEST DEPTH

(Feet)

TEST

ELEVATION

(Feet)2

TEST

METHOD3

FIELD

INFILTRATION

RATE

(inches/hour) [includes FS]4

TP-01A 141.0 4.2 136.8 2.3 138.7 DR 0.25

TP-02A 141.5 NE 138.5 1.0 140.5 DR 0.00

TP-03A 138.0 NE 134.6 1.0 137.0 DR 0.00

TP-04A 134.0 NE 131.0 1.0 133.0 DR 0.00

B-07 141.0 NE 121.0 6.0 135.0 CB 0.00

ECS Project No. 44:2244 Page 8

(5) NE = Not Encountered within the extents of test pits.

(6) Limiting Zone defined as bedrock, groundwater, etc

3.4 Laboratory Testing

The laboratory testing consisted of index property tests performed on selected samples obtained during our field exploration operations. Each laboratory test was completed in accordance with the applicable ASTM Standard Test Method as indicated below and on the laboratory testing sheets included in Appendix C.

ASTM D2216: Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock Mass

ASTM D4318: Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D6913: Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis

Soil samples from this exploration program will be retained in our laboratory for a period of sixty (60) calendar days from date of collection, corresponding to the date of completion indicated on the exploration logs. After this time, the samples will be discarded unless other instructions are received from MW Studios regarding their disposition in advance.

ECS Project No. 44:2244 Page 9

4.0 DESIGN RECOMMENDATIONS

4.1 Shallow Foundations

Site plans featuring existing topography and proposed site grading were provided; we understand the finished floor elevation (FFE) of the south and north buildings are El. 145.0 and El. 145.5, respectively.

Provided subgrades and Structural Fills are prepared as recommended in this report, the proposed building can be supported by shallow foundations including column footings and continuous wall footings.

We recommend the foundation design use the following parameters.

DESIGN PARAMETER

NORTH BUILDING AND

PAVILION WALL FOOTING

SOUTH BUILDING WALL

FOOTING

Net Allowable Bearing Pressure(1) 3,000 psf 4,000 psf

Acceptable Bearing Soil Material Stratum II, III, or IV with

SPT N-value ≥ 7 bpf or new Structural Fill

Stratum II, III, or IV with SPT N-value ≥ 11 bpf or new Structural Fill

Minimum Width 24 Inches 24 Inches Minimum Footing Embedment Depth

(below slab or finished grade)(2) 36 inches 36 inches

Estimated Total Settlement(3) Less than 1-inch Less than 1-inch

Estimated Differential Settlement(3) Less than 0.5-inch over 50 feet Less than 0.5-inch over 50 feet Notes:

(1) Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above the base of the foundation.

(2) Minimum footing depth recommended for frost protection. Interior foundations located within permanently heated portions of the structure may be established at conventional depths below the floor slab, provided that they are established within the intended bearing stratum.

(3) Based on an assumed maximum wall load of 31 kips per foot. When final design loads are determined, ECS must be contacted to update foundation recommendations and settlement calculations.

bpf = blows per foot

Potential Undercuts: As indicated in the above table, shallow foundations at the south building may be supported by Stratum II, III, or IV materials provided the material at bearing depth is natural soils with at least an SPT N-Value of ≥ 11 or newly placed Structural Fill. Shallow foundations at the north building may be supported by Stratum II, III, or IV materials provided the material at bearing depth is natural soils with at least an SPT N-Value of ≥ 7 or newly placed Structural Fill. It is important to have ECS observe and test footing subgrade prior to placing foundation concrete to confirm soil conditions are as anticipated (granular soil with SPT N-value ≥ 11 or 7 bpf) and consistent with our recommended foundation design parameters.

Existing fills are generally not suitable for support of foundations as the method of their placement and compaction effort (or lack thereof) is unknown. They may be prone to settlements which are unpredictable; therefore, we recommend these materials be removed below foundation elements. Some undercutting during construction is anticipated during foundation excavation, particularly around Boring B-03 where undercuts in the order of 2 feet may be required.

If fills, soft or unsuitable soils are observed at the footing bearing elevations, the unsuitable soils should be undercut and removed. Any undercut should be backfilled with lean concrete (f’c ≥ 1,000 psi at 28 days) up to the original design bottom of footing elevation; the original footing shall be constructed on top of the hardened lean concrete.

ECS Project No. 44:2244 Page 10

4.2 Slabs on Grade

Provided subgrades and Structural Fills are prepared as discussed herein, the proposed floor slab can be constructed as a ground-supported slab (slab-on-grade). The entire slab footprint must be proofrolled (see Section 5.1.3) and compacted prior to placing the Granular Capillary Break/Drainage Layer. It is important to have ECS observe the subgrade and proofrolling to confirm the soil conditions are as anticipated. Soft or yielding soils may be encountered in some areas and should be removed and replaced with compacted Structural Fill in accordance with the recommendations included in this report. The following graphic depicts our soil-supported slab recommendations:

Figure 4.2.1 – Ground-supported Concrete Slab

Subgrade Modulus: Provided the Structural Fill and Granular Capillary Break/Drainage Layer are constructed in accordance with our recommendations, floor slabs may be designed assuming a modulus of subgrade reaction, k1, of 90 pounds per cubic inch (pci). The modulus of subgrade reaction value is based on a 1-foot by 1-foot plate load test.

Vapor Barrier: Before the placement of concrete, a vapor barrier may be placed on top of the granular drainage layer to provide additional protection against moisture penetration through the floor slab. When a vapor barrier is used, special attention should be given to surface curing of the slab to reduce the potential for uneven drying, curling and/or cracking of the slab. Depending on proposed flooring material types, the structural engineer and/or the architect may choose to eliminate the vapor barrier.

Slab Isolation: Soil-supported slabs should be isolated from the foundations and foundation-supported elements of the structure so that differential movement between the foundations and slab will not induce excessive shear and bending stresses in the floor slab. Where the structural configuration prevents the use of a free-floating slab such as in a drop down footing/monolithic slab configuration, the slab should be designed with suitable reinforcement and load transfer devices to preclude overstressing of the slab.

4.3 Seismic Design Considerations

Seismic Site Classification: The 2021 International Building Code – New Jersey Edition (2021 IBC-NJ), which references ASCE/SEI 7-16 – Minimum Design Loads and Associated Criteria for Buildings and Other Structures, requires site classification for seismic design based on the upper 100 feet of a soil profile. Our authorized scope of services for the project did not include a site-specific seismic Site Class determination (e.g., 100 -foot soil profile). Therefore, as to determine the seismic Site Class using Section 5.5 of the 2019 New Jersey Hazard Mitigation Plan was referenced. The statewide seismic Site Class map contained in Section 5.5 (Figure 5.5-2), indicates the appropriate seismic Site Class is “C.”

The Site Class definition should not be confused with the Seismic Design Category designation, which the Structural Engineer typically assesses. If a higher seismic Site Class is beneficial to the project, additional testing services could be provided that may yield a more favorable result.

Drainage Layer Thickness: 6 inches (minimum) Drainage Layer Material: ¾-inch clean, crushed stone, e.g. No. 57 Stone or approved equivalent.

Concrete Slab Vapor Barrier

Granular Capillary Break/Drainage Layer

Compacted Subgrade 95% modified Proctor maximum dry density (ASTM D1557)

ECS Project No. 44:2244 Page 11

Ground Motion Parameters: In addition to the seismic Site Class noted above, ECS has determined the design spectral response acceleration parameters consistent with the methodology of the 2021 IBC, which references ASCE/SEI 7-16. We have assumed a structure Risk Category of II. If the structural designer determines a different Risk Category is more appropriate, ECS should be contacted so that we can review our recommendations and provide alternate recommendations. The spectral responses were estimated with the collaborative website tool from the ASCE Hazard Tool (https://ascehazardtool.org). The design responses for the short (0.2 sec, SDS) and 1-second period (SD1) are noted in bold at the far-right end of the following table.

GROUND MOTION PARAMETERS [2021 IBC] – STRUCTURE RISK CATEGORY II

Period (sec)

Mapped Spectral Response

Accelerations (g)

Values of Site Coefficient for Site Class

Maximum Spectral Response Acceleration Adjusted for Site Class

(g)

Design Spectral Response

Acceleration (g)

Reference Figures 1613.2.1

(1) & (2) Tables 1613.2.3

(1) & (2) Eqs. 16-36 &

16-37 Eqs. 16-38 &

16-39

0.2 SS 0.184 Fa 1.3 SMS=FaSs 0.239 SDS=2/3 SMS 0.159

1.0 S1 0.048 Fv 1.5 SM1=FvS1 0.072 SD1=2/3 SM1 0.048

4.4 Preliminary Pavements

Subgrade Characteristics: We anticipate new asphalt pavements will be supported by Stratum I or II materials or new fill. These soils provide a range of pavement support from moderate to poor with support diminishing as the content of fine-grained soil (silt and/or clay) increases. With increasing fine-grained soil content, soil drainage is reduced and susceptibility to frost increases. Additionally, increasing moisture sensitivity, meaning the soils can soften and decrease in strength with increasing moisture content, also results from increased content of fine-grained soil. Therefore, we recommend pavements to be constructed at the project site be underlain with a graded aggregate subbase placed and compacted over previously proofrolled and compacted subgrade soil. Our pavement recommendations below are predicated on use of a graded aggregate subbase.

California Bearing Ratio (CBR) testing was not performed during this study. Based on our experience with similar soils and considering that the materials encountered consisted of existing very loose to medium dense fill materials, we recommend a design CBR value of 3 be used for preliminary design. Please note that any imported fill materials used in proposed pavement areas will need to meet the CBR value used in design in order to be placed as pavement subgrade material.

Design Assumptions and Criteria: We understand pavements for the project will likely consist of standard-duty flexible pavement section for parking areas and drive lanes as well as a light-duty rigid pavement section. We were not provided traffic loading information, so we have assumed loadings typical for this type of project in the table below.

ECS Project No. 44:2244 Page 12

TRAFFIC ASSUMPTIONS

Pavement Type Vehicles/Day % Heavy Trucks % Cars EASLs Light Duty

(both flexible and rigid) 300 2 98 42,000

INPUT DESIGN ASSUMPTIONS

Design Life Reliability Initial Serviceability

Index Terminal Serviceability

Index Subgrade CBR

Value 20 years 90% 4.2 2.8 3.0

The anticipated use of the pavement areas associated with the planned project will be primarily by passenger vehicles with occasional truck traffic associated with deliveries, snow and trash removal, and maintenance. If the actual traffic volumes will exceed these assumptions, ECS should be contacted for revised pavement recommendations; otherwise, increased pavement maintenance and shortened pavement life should be expected.

Minimum Recommended Pavement Sections: The recommended minimum pavement sections as listed in…