4-010974.28 - Addendum No 2.pdf

10974.28 A2-1 ARRO

THURMONT – HUNTING CREEK PFAS IMPROV. (PennBid)

ARRO Consulting, Inc. September 24, 2026

186 Thomas Johnson Drive, Suite 204

Frederick, MD 21702

ADDENDUM NO. 2

TOWN OF THURMONT, MARYLAND

HUNTING CREEK PFAS IMPROVEMENTS

In accordance with the requirements of the “Instructions to Bidders”, this Addendum shall be attached to and become a part of the Contract Documents for the above referenced project.

Concerning the Project Manual

1. The Frederick County Grading Permit mentioned in Addendum No.1 was not included in the attachments. The grading permit is attached to this addendum. INSERT the attached section immediately preceding section “Exhibit A Maryland Department of the

Environment Water and/or Sewerage Construction Permit”

2. REMOVE the Table of Contents in its entirety and REPLACE with the attached Table of Contents.

3. Section 00800:

a. REMOVE pages 00800-6 and 00800-7 in their entirety and REPLACE with the attached pages 00800-6 and 00800-7.

4. INSERT the attached Section 01560 immediately preceding Section 01570.

5. INSERT the attached Section 02731, Section 02733, and Section 02753 immediately preceding Section 02950.

6. Section 11500:

a. REMOVE page 11500-2 in its entirety and REPLACE with the attached page

11500-2.

Concerning the Project Drawings

1. REMOVE sheets C-4, C-7, and C-8 in their entirety and REPLACE with the attached sheets C-4, C-7, and C-8.

2. The attached detail “Stone/Gravel Road, Driveway, or Parking Area Restoration” is now a part of the Contract.

END OF ADDENDUM NO. 2

BIDDERS MUST ACKNOWLEDGE RECEIPT OF THIS ADDENDUM IN THE SPECIFIED

PLACE ON THE BID FORM. THE ABSENCE OF THIS ACKNOWLEDGMENT WILL BE

CAUSE FOR REJECTION OF THE BID.

HUNTING CREEK PFAS IMPROVEMENTS

MN 512100

WORKTYPE PERMIT (A/P) NUMBER

GRADING PERMIT

POST THIS PLACARD IN A CONSPICUOUS LOCATION VISIBLE

TO THE PUBLIC

09/07/2027

PERMIT EXPIRATION DATE THIS PERMIT MUST BE RENEWED

AT LEAST 60 DAYS PRIOR TO THE

PERMIT EXPIRATION DATE.

ALL RENEWALS WILL BE ASSESSED

USING THE FEE STRUCTURE IN

PLACE AT THE TIME OF RENEWAL.

Environmental Compliance Section 30 North Market Street Eric Dodson, Chief Environmental Inspector

(301) 600-3507

REPORT ANY SUSPECTED VIOLATIONS TO THE

FREDERICK COUNTY ENVIRONMENTAL

COMPLIANCE SECTION

PROJECT:

PERMIT NO:

HUNTING CREEK PFAS

IMPROVEMENTS

MN 512100

RECEIVED FINAL APPROVAL ON:

CONTACT: ARRO CONSULTING, INC. ARRO CONSULTING, INC.186 Thomas Johnson Drive, Suite 204Frederick, MD 21702

LOCATION:

INSPECTOR:

In the event that you are unable to reach the assigned inspector you may alternately contact:

NOTICE OF GRADING PERMIT APPROVAL

*PRE-CONSTRUCTION MEETING REQUIRED*

(301)791-1100frederick@arroconsulting.com

ERIC DODSON(301)600-3507edodson@frederickcountymd.gov

MATTHEW MCGREW(240)608-5444xmmcgrew1@frederickcountymd.gov

September 7, 2026

Frederick County: Rich History, Bright Future 30 North Market Street, Frederick, Maryland 21701 301-600-1172 Fax 301-600-2309 www.FrederickCountyMD.gov

FREDERICK COUNTY GOVERNMENT

Department of Permits & Inspections

DIVISION OF PLANNING & PERMITTING

You may check the status of your permit or view inspection reports by logging into https://planningandpermitting.frederickcountymd.gov/

Selecting 'Current Permits', Anonymous] and entering the above referenced permit number.

Frederick County: Rich History, Bright Future 30 North Market Street, Frederick, Maryland 21701 301-600-1172 Fax 301-600-2309 www.FrederickCountyMD.gov

FREDERICK COUNTY GOVERNMENT

Department of Permits & Inspections

DIVISION OF PLANNING & PERMITTING

10974.28 toc-i ARRO

THURMONT – HUNTING CREEK PFAS IMPROV. (PENNBID)

Issued with Addendum No.2 on 9/24/26

TABLE OF CONTENTS

TITLE PAGE NO.

BIDDING REQUIREMENTS

INVITATION TO BID 00010–1

INSTRUCTIONS TO BIDDERS 00100–1

BIDDING FORMS

BID FORM 00300–1

BID BOND 00350–1

EXPERIENCE QUESTIONNAIRE 00400–1

LIST OF PROPOSED SUBCONTRACTORS 00450–1

NONCOLLUSION AFFIDAVIT 00460–1

LEGAL ELIGIBILITY AFFIDAVIT 00465–1

SURETY’S CONSENT 00470–1

CERTIFICATE OF NON – SEGREGATED FACILITIES 00480–1

CONTRACT FORMS

AGREEMENT 00500–1

PERFORMANCE BOND 00610–1

PAYMENT BOND 00620–1

CONDITIONS OF THE CONTRACT

STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION

CONTRACT

EJCDC 2007

SUPPLEMENTARY CONDITIONS 00800–1

SPECIAL CONDITIONS OF THE CONTRACT

MDE CONTRACT PROVISIONS 00810–1

FEDERAL WAGE RATES (DAVIS BACON) 00810A–1

SPECIFICATIONS

DIVISION 1 - GENERAL REQUIREMENTS

Section 01010 – SUMMARY OF WORK 01010–1

Section 01025 – MEASUREMENT AND PAYMENT 01025–1

Section 01040 – COORDINATION 01040–1

Section 01050 – FIELD ENGINEERING 01050–1

Section 01200 – PROJECT MEETINGS 01200–1

SPECIFICATIONS (Continued) PAGE NO.

10974.28 toc-ii ARRO

Issued with Addendum No.2 on 9/24/26

SPECIFICATIONS

DIVISION 1 - GENERAL REQUIREMENTS

Section 01300 – SUBMITTALS 01300–1

Section 01300A1 – EQUIPMENT/SYSTEM WARRANTY AND

CERTIFICATION FORM

01300A1–1

Section 01400 – QUALITY CONTROL 01400–1

Section 01500 – CONSTRUCTION FACILITIES AND TEMPORARY

CONTROLS

01500–1

Section 01560 – SOIL EROSION AND SEDIMENTATION CONTROL 01560–1

Section 01570 – TRAFFIC REGULATION 01570–1

Section 01600 – MATERIALS AND EQUIPMENT HANDLING 01600–1

Section 01650 – EQUIPMENT, SYSTEMS, AND FACILITY START-

UP

01650–1

Section 01650A – EQUIPMENT MANUFACTURER'S CERTIFICATE

OF INSTALLATION, TESTING AND

INSTRUCTION

01650A–1

Section 01700 – CONTRACT CLOSEOUT 01700–1

Section 01750 – PRODUCT WARRANTIES 01750–1

DIVISION 2 – SITE WORK

Section 02010 – SUBSURFACE EXPLORATION 02010–1

Section 02100 – CLEARING AND GRUBBING 02100–1

Section 02151 – SHORING 02151–1

Section 02202 – ROCK REMOVAL 02202–1

Section 02210 – SITE GRADING 02210–1

Section 02221 – TRENCHING, BACKFILLING AND COMPACTING 02221–1

Section 02230 – ROADWAY EXCAVATION, BACKFILL, AND

COMPACTION

02230–1

Section 02260 – FINISH GRADING 02260–1

Section 02731

Section 02733

Section 02753

GRAVITY WASTEWATER SEWER

LOW PRESSURE WASTEWATER SEWER

TELEVISION INSPECTION OF WASTEWATER

PIPING

02731-1

02733-1

02753-1

10974.28 toc-iii ARRO

DIVISION 2 – SITE WORK

Section 02950 – WATER MAIN 02950–1

DIVISION 3 - CONCRETE

Section 03100 – CONCRETE FORMWORK 03100–1

Section 03200 – CONCRETE REINFORCEMENT 03200–1

Section 03300 – CAST–IN–PLACE CONCRETE 03300–1

Section 03400 – PRECAST CONCRETE 03400–1

Section 03600 – GROUT 03600–1

DIVISION 4 - MASONRY

Section 04100 – MORTAR 04100–1

Section 04150 – MASONRY ACCESSORIES 04150–1

Section 04200 – UNIT MASONRY 04200–1

DIVISION 5 - METALS

Section 05100 – STRUCTURAL METAL FRAMING 05100–1

Section 05500 – METAL FABRICATIONS 05500–1

DIVISION 6 - WOOD AND PLASTICS

Section 06100 – ROUGH CARPENTRY 06100–1

Section 06190 – WOOD TRUSSES 06190–1

DIVISION 7 - THERMAL AND MOISTURE PROTECTION

Section 07190 – VAPOR RETARDERS 07190–1

Section 07200 – INSULATION 07200–1

Section 07311 – SHINGLES 07311–1

Section 07460 – ALUMINUM CLADDING/SIDING 07460–1

Section 07600 – FLASHING AND SHEET METAL 07600–1

Section 07900 – JOINT SEALERS 07900–1

DIVISION 8 – DOORS AND WINDOWS

Section 08110 – STEEL DOORS AND FRAMES 08110–1

Section 08330 – COILING DOORS 08330–1

10974.28 toc-iv ARRO

DIVISION 8 – DOORS AND WINDOWS

Section 08700 – HARDWARE 08700–1

DIVISION 9 – FINISHES

Section 09250 – WALLBOARD 09250–1

Section 09900 – PAINTING 09900–1

DIVISION 11 – EQUIPMENT

Section 11200 – BASIC EQUIPMENT REQUIREMENTS 11200–1

Section 11500 – PFAS TREATMENT SYSTEM EQUIPMENT (PRESSURE

VESSELS)

11500–1

Section 11505 – GRANULAR ACTIVATED CARBON 11505–1

DIVISION 15 – MECHANICAL

Section 15010 – BASIC MECHANICAL REQUIREMENTS 15010–1

Section 15090 – BASIC MECHANICAL REQUIREMENTS 15010–1 – SUPPORTS, ANCHORS, AND SEALS 15090–1

Section 15370 – PROCESS PIPING 15370–1

DIVISION 18 – SENSORS

Section 18130 – FLOWMETERS 18130–1

DIVISION 23 – HVAC

Section 230513 – COMMON MOTOR REQUIREMENTS FOR HVAC

EQUIPMENT

230513–1

Section 230529 – HANGERS AND SUPPORTS FOR PIPING AND

EQUIPMENT

230529–1

Section 230553 – IDENTIFICATION FOR HVAC PIPING AND

EQUIPMENT

230553–1

Section 230593 – TESTING, ADJUSTING, AND BALANCING FOR HVAC 230593–1

Section 232113 – HYDRONIC PIPING 232113–1

Section 233423 – HVAC POWER VENTILATORS AND LOUVERS 233423–1

Section 238239.16 – PROPELLER UNIT HEATERS 238239.16

–1

Section 238416.16 – INDOOR, MECHANICAL DEHUMIDIFICATION UNITS 238416.16

–1

10974.28 toc-v ARRO

DIVISION 26 – ELECTRICAL

Section 260001 – BASIC ELECTRICAL MATERIALS AND METHODS 260001–1

Section 260010 – ELECTRICAL DEMOLITION 260010–1

Section 260519 – LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS

AND CABLES

260519–1

Section 260523 – CONTROL-VOLTAGE ELECTRICAL POWER CABLES 260523–1

Section 260526 – GROUNDING AND BONDING FOR ELECTRICAL

SYSTEMS

260526–1

Section 260529 – HANGERS AND SUPPORTS FOR ELECTRICAL

SYSTEMS

260529–1

Section 260533 – RACEWAYS AND BOXES FOR ELECTRICAL

SYSTEMS

260533–1

Section 260553 – IDENTIFICATION FOR ELECTRICAL SYSTEMS 260553–1

Section 262213 – LOW-VOLTAGE DISTRIBUTION TRANSFORMERS 262213–1

Section 262416 – PANELBOARDS 262416–1

Section 262726 – WIRING DEVICES 262726–1

Section 262913.03 – MANUAL AND MAGNETIC MOTOR CONTROLLERS 262913.03

–1

Section 262923 – VARIABLE-FREQUENCY MOTOR CONTROLLERS 262923–1

Section 264313 – SURGE PROTECTION FOR LOW-VOLTAGE

ELECTRICAL POWER CIRCUITS

264313–1

Section 265119 – LED INTERIOR LIGHTING 265119–1

Section 265619 – LED EXTERIOR LIGHTING 265619–1

EXHIBITS

Exhibit A – PERMITS

FREDERICK COUNTY GRADING PERMIT

MARYLAND DEPARTMENT OF THE ENVIRONMENT

WATER AND/OR SEWERAGE CONSTRUCTION

PERMIT

10974.28 00800-6 ARRO

SC-5.04.B

Amend General Conditions Subparagraph 5.04.B.1 by inserting the word ”non-contributory” between the words “primary” and “coverage” at the end of the Subparagraph.

SC-5.04.C

Add the following new Paragraph immediately after General Conditions Paragraph 5.04.B:

C. The limits of liability for the insurance required by General Conditions

Paragraphs 5.04.A.1 through 5.04.B.6 inclusive shall provide coverage for not less than the following amounts or greater where required by Laws and

Regulations; coverage shall be per project and per occurrence:

1. Workers’ Compensation, and related coverages under General

Conditions Paragraphs 5.04.A.1 and 5.04.A.2:

a. State: Statutory

b. Applicable Federal

(e.g. Longshoreman’s):

Statutory

c. Employer’s Liability: $1,000,000

2. Contractor’s General Liability under General Conditions Paragraphs

5.04.A.3 through 5.04.A.6, which shall include completed operations and product liability coverage; and eliminate the exclusion with respect to property under the care, custody and control of Contractor(*):

a. General Aggregate: $2,000,000

b. Products – Completed Operations

Aggregate:

$1,000,000

c. Personal and Advertising Injury: $1,000,000

d. Each Occurrence (Bodily Injury and Property Damage):

$1,000,000 e.

f.

Property Damage liability insurance will provide Explosion, Collapse, and Under-ground coverage’s, where applicable.

Blasting hazards, where applicable.

g. Excess or Umbrella Liability: (**)

X General Aggregate: $2,000,000

X Each Occurrence: $2,000,000 burns Line burns Line

Snapshot

10974.28 00800-7 ARRO

(*) If Contractor’s insurance does not allow eliminating the exclusion with respect to property under its care, custody and control, Contractor shall provide, by endorsement, “Voluntary Property

Damage” coverage in the amount of the full replacement cost of the damaged property.

(**) If Contractor has lower underlying coverage than required above under Paragraphs SC-5.04.C.2.a through SC-5.04.C.2.d, Contractor may provide additional coverage to at least satisfy the required amount.

3. Automobile Liability under Paragraph 5.04.A.6 of the General

Conditions:

a. Bodily Injury and Property

Damage, Combined Single Limit of:

$1,000,000

4. The Contractual Liability coverage required by General Conditions

Paragraph 5.04.B.3 shall provide coverage for not less than the following amounts:

a. Bodily Injury and Property

Damage (Each Occurrence):

Combined Single Limit $1,000,000

5. Additional Insured:

a. Town of Thurmont (OWNER)

b. ARRO Consulting Inc. (ENGINEER)

Contractor shall be responsible for any deductible, or self-insured retention.

Contractor’s insurance agent shall indicate on the insurance certificate, or by separate letter, that the limits required herein and shown on the certificate have not been reduced by an outstanding claim; and that the specific coverages required under Paragraph SC- 5.04 are provided in the Comprehensive General

(Public) Liability Policy.

SC-5.05.A

Delete General Conditions Paragraph 5.05.A in its entirety.

Delete General Conditions Paragraphs 5.06.A through 5.06.E, including their subparagraphs, in their entirety.

burns Line burns Line burns Line burns Line burns Line

Snapshot

10974.28 01560-1 ARRO

SECTION 01560

SOIL EROSION AND SEDIMENTATION CONTROL

PART 1 - GENERAL

1.01 SECTION INCLUDES

A. Work required by regulations to prevent soil erosion and control sedimentation during

Work on the Project.

1.02 SEDIMENT AND EROSION CONTROL PLAN

A. The requirements of the Sediment and Erosion Control Plan are given in the following

Articles of this Section. Construction details for various Sediment and Erosion Control measures are shown on the Drawings.

1.03 REGULATORY REQUIREMENTS

A. The sediment and erosion control measures are subject to inspection by State, county, and local regulatory agencies. The Contractor shall be fully responsible for constructing and maintaining the sediment and erosion control measures to the extent that they are, at all times, acceptable to the regulatory agencies. The Contractor shall be liable for payment of any fines or legal costs that the Owner may incur as a result of the

Contractor's failure to properly construct and maintain the sediment and erosion control measures.

B. One objective of the "Sediment and Erosion Control Plan" is the protection of private property. To assist any damaged property owners in redress of grievances, the following stipulations are made:

1. Any silt, sediment, or mud leaving the construction site will be construed as damage to neighboring property and evidence of negligence on the part of the

Contractor.

2. Any damages claimed by neighboring property owners will be rectified and restitution made by the Contractor.

C. Comply with any local laws, codes, and regulations concerning the construction and maintenance of sediment and erosion control measures.

1.04 CONSTRUCTION SEQUENCE

A. Install all sediment and erosion control measures prior to start of clearing operations.

10974.28 01560-2 ARRO

B. Conduct construction operations in accordance with the following general sequence:

1. Construction of sediment and erosion control measures including swales, silt fences, and construction entrances.

2. Clearing, removal of debris, and stockpiling of soil materials.

3. Construction of stabilized construction roads, temporary parking lots, and construction staging areas.

4. Excavation and, if required, embankment construction.

5. Construction of structures, pipelines, and other items required by the Contract

Documents.

6. Backfilling, final grading, paving, seeding, and other ground stabilization.

7. Removal of temporary sediment and erosion control measures.

1.05 GENERAL SEDIMENT AND EROSION CONTROL METHODS/PROCEDURES

A. In all cases, the smallest practical area of land surface shall be disturbed.

B. Topsoil shall be stripped and placed up slope from proposed construction areas where possible. Topsoil shall be kept separate from all other materials.

C. Stockpiles of stripped topsoil, or excavated material and other erodible/soluble areas and materials shall be stabilized immediately.

D. Excavated material shall be placed up slope from the excavation whenever possible.

Runoff from spoil piles shall be directed through a sediment filter structure and discharged in a non-erosive manner. Stockpiles of excavated material shall be stabilized immediately.

E. Utility excavations shall be open only long enough to properly install and inspect all underground facilities in accordance with applicable Specification Sections.

F. Dewatering equipment discharge shall be directed onto a stabilized surface so that erosion does not occur. Discharges shall be directed through a sediment filter structure or sedimentation basin and discharged in a non-erosive manner.

G. Backfilled excavations shall be restored to original type of cover and grade in accordance with Specifications. Temporary stabilization is required for any and all erodible/soluble areas and materials.

H. Areas to be seeded or sodded shall be finish graded with six inches of topsoil unless otherwise specified. Positive drainage shall be maintained away from all structures. No isolated low spots shall be created.

I. All sediment shall be prevented from entering storm drains, or watercourses through use of appropriate sediment filtration Products or systems.

J. Construction access from unpaved areas to paved areas or streets (public or private) shall be via a stabilized construction entrance. The entrance shall be maintained in a

10974.28 01560-3 ARRO

condition which will prevent tracking or flowing of sediment onto the paved surface.

Sediment spilled, dropped, or tracked onto paved surface shall be removed immediately.

1.06 SPECIFIC SEDIMENT AND EROSION CONTROL PROCEDURES

A. Clearing/Grubbing:

1. Upstream diversion facilities shall be constructed and operational prior to removal of vegetation from Project areas. This system shall divert surface runoff away from the construction area.

2. A temporary diversion and collection system shall be provided at the downstream limits of all areas to be stripped. This facility shall be in place and functional prior to stripping operations. This system shall collect sediment-carrying water from the construction area and convey it to temporary or permanent sediment traps for non-erosive discharge onto stabilized areas.

3. Temporary and permanent sediment traps and discharge structures shall be located such that all surface water leaving the construction area passes through them.

B. Dewatering Operations: Dewatering operations, when required, shall discharge through sediment traps onto non-erodible surfaces. Existing sediment trap structures may be utilized or additional structures may be required.

C. Silt Fence Sediment Barrier

1. Silt fence sediment barrier shall be used to filter sediment from runoff.

2. Sediment barriers shall be inspected after each rain and repaired as required to maintain proper function.

3. Remove sediment behind barrier whenever sediment deposit reaches depth of approximately six inches.

4. See Drawings for details on construction and placement of silt fence barrier.

D. Stabilized Construction Entrance:

1. Install stabilized construction entrance at each point where construction traffic leaves Project site and enters any paved or public roads.

2. Stabilized construction entrances shall be used to reduce tracking of mud onto paved roads.

3. Any sediment or mud which flows or is tracked onto any paved or public roads shall be removed daily.

4. The stabilized construction entrance shall be removed when permanent pavement structure will be constructed.

5. See Drawings for details on construction of stabilized construction entrance.

E. Stockpiles: Soil stockpile areas to remain in place for periods of time greater than 20 days shall be stabilized with temporary seeding.

F. Concrete Washout Facility:

10974.28 01560-4 ARRO

1. Provide concrete washout facilities for containment of concrete wash water, slurry, and solids generated during construction operations.

2. Concrete washout facilities shall be constructed in accordance with Detail H-6 using one of the following methods:

a. Excavated pit lined with impermeable sheeting.

b. Wood-framed structure with impermeable liner.

c. Straw bale enclosure with impermeable liner.

3. Locate washout facilities a minimum of 50 feet away from open channels, storm drain inlets, wetlands, buffers, and waterways, and away from construction traffic areas.

1.07 RESTORATION

A. After completion of construction, remove all temporary erosion and sedimentation control devices. Restore areas in which these devices were located to the original condition or to the condition called for by the Contract Documents.

PART 2 - PRODUCTS

NOT APPLICABLE TO THIS SECTION

PART 3 - EXECUTION

NOT APPLICABLE TO THIS SECTION

END OF SECTION

10974.28 02731-1 ARRO

Issued with Addendum No.2 on 9/24/26

SECTION 02731

GRAVITY WASTEWATER SEWER

PART 1 - GENERAL

1.01 SECTION INCLUDES

A. Wastewater Sewer Gravity Pipelines.

B. Service Connection Piping.

C. Pipeline Testing.

1.02 RELATED SECTIONS

A. Submittals: Section 01300.

B. Trenching Backfilling and Compacting: Section 02221.

C. Cast-In-Place Concrete: Section 03300.

D. Grout: Section 03600.

1.03 QUALITY ASSURANCE

A. Source Quality Control:

1. Shop Tests and Inspection:

a. All material furnished by the Contractor shall be certified by the supplier for compliance with the pertinent specifications. Shop inspections and testing may be required. The cost of shop testing shall be borne by the supplier or the Contractor.

B. Disposition of Defective Material: All material found during the progress of the work, either before or after installation, to have cracks, flaws or other defects will be rejected by the Engineer. All defective materials furnished by the Contractor shall be promptly removed by him from the site at his own expense.

1.04 SUBMITTALS

A. Shop Drawings and Product Data: Submit in compliance with section 01300.

1. Furnish completely dimensioned shop drawings, catalog cut or other data as required to provide a complete description of piping and piping specialties.

10974.28 02731-2 ARRO

Issued with Addendum No.2 on 9/24/26

B. Certificates:

1. Certified records or reports of results of shop tests, such records or reports to contain a sworn statement that shop tests have been made as specified.

2. Manufacturer’s sworn certification that pipe will be manufactured in accordance with specified reference standards for each pipe type.

1.05 PRODUCT DELIVERY, STORAGE AND HANDLING

A. Transport, handle and store pipe materials and other Products specified herein in a manner recommended by the respective manufacturers to prevent damage and defects.

1.06 SITE CONDITIONS

A. Environmental Requirements:

1. Keep trenches dewatered until pipe joints have been made and concrete cradle or encasement, if any, have cured.

2. Under no circumstances lay pipe in water or on bedding containing frost.

3. Do not lay pipe when weather conditions are unsuitable, as determined by the

Engineer, for pipe laying work.

2.01 SEWER PIPE AND FITTINGS

A. For pipe joints, use rubber gaskets suitable for conveying domestic sewage.

B. Ductile Iron Pipe:

1. Pipe: ANSI A21.50 and ANSI A21.51. ((3"-54"))

2. Wall Thickness Class (Buried): As indicated on Drawings.

3. Wall Thickness Class (Exposed): Class 53 except as noted otherwise on

Drawings.

4. Cement Mortar Lining: Conforming to ANSI Specification A21.4 or

AWWA C104, Latest Edition, except the thickness of linings should not be less than the following:

-. 3" through 12": 1/8" -. 14" through 24": 3/16"

5. Pipe and fittings shall be protected with ceramic epoxy lining, or calcium aluminate mortar, whichever is standard with pipe manufacturer.

6. Fittings: Gray iron or ductile iron ANSI A21.10. Fittings larger than 48 in.

AWWA C100 Class B. ((Up to 60"))

7. Joints:

a. Rubber-Gasket Joints (Buried): ANSI A21.11.

1) For buried pipe installation, provide either push-on or mechanical joints except where other types of joints are indicated on the Drawings or required by the Specifications.

10974.28 02731-3 ARRO

Issued with Addendum No.2 on 9/24/26

2) For buried pipe installation, provide mechanical joints except where other types of joints are indicated on the Drawings or required by the Specifications.

3) For buried pipe installation, provide push-on joints except where other types of joints are indicated on the Drawings or required by the Specifications.

b. Flanged Joints (Exposed): ANSI A21.15.

1) Unless indicated otherwise on the Drawings, use flanged joints for pipe and fittings installed inside of structures.

2) Gaskets: 1/8 in. thick rubber full face type conforming to ANSI

B16.21.

3) Bolts: ANSI B18.2.1.

4) Nuts: ANSI B18.2.2.

C. Joint Fillers: Use joint filler to seal interior and exterior annular space remaining after rubber and steel joint is completed. Only one type of joint filler permitted to be used in Project for exterior and interior annular space. However, one type may be used for exterior and one type for interior.

1. Preformed Plastic Sealing Compound: Fed. Spec. SS-S-210A, Type 1, Rope

Form, of butyl rubber base compound, and shipped protected in a removable two-piece wrapper. Size cross-section of rope form to provide squeeze-out of material around entire interior and exterior circumference when joint is completed.

a. Henry Sealants Division; RUB’R-NEK.

b. Press-Seal Gasket Corp.; EZ-Stik

2. Cold-applied Mineral-filled Joint Sealing Compound: Fed. Spec. SS-S-168.

3. Polyurethane Foam Cement Joint Filler: Prefabricated loop composed of water degradable polyurethane foam with an admixture of not less than 63 percent by weight of Portland Cement, with an appropriate length so it will have a slight stretch when placed. Size cross section to provide protection of exposed steel joint ring surface. Use Flex-Protex joint filler by Alva-Tech, Inc., or equal.

D. PVC Waterstop: Gasket type waterstop composed of virgin polyvinyl chloride (PVC) such as manufactured by Fernco Joint Sealer Co.; CMA Concrete Manhole Adapter.

(CMA Waterstop distributed by The General Engineering Company, Frederick, Maryland).

E. Flexible Pipe Coupling: Clamped design with virgin PVC coupling and two stainless steel bands, as manufactured by Fernco Joint Sealer Co. or approved equal.

F. Exterior Joint Collar: Flexible, multi-layered, waterproof collar with stainless steel straps and a minimum joint overlap of 9-inches on each side, such as “MacWrap Exterior Joint Sealer” manufactured by Mar-Mac Manufacturing Co., McBee, S.

Carolina.

10974.28 02731-4 ARRO

Issued with Addendum No.2 on 9/24/26

2.02 SERVICE CONNECTION PIPE AND FITTINGS

A. Ductile Iron Pipe (DIP): As specified for Sewer Pipe and Fittings; 6-inch diameter.

B. Tapping Sleeve: Two-section type for bolting over pipe with flange face outlet, designed for field tap-machine opening.

1. Sleeve Body: Carbon steel, ASTM A285, Grade C; AWWA C207 Class D, ANSI

150pound drilling outlet; and fusion bonded inside and out epoxy coating to 12 mil average thickness.

2. Bolts and Nuts: Extra strength alloy steel bolts with semi-finished hexagon nuts, ANSI A21.11.

3. Gasket: Grade 60 concave wedge rubber compound gasket for sewage service.

4. Acceptable Manufacturer: Rockwell International Company; No. 622 Tapping

Sleeve, or equal.

C. Pipe Plugs: Designed for permanent installation and removable. Obtain Plugs for various types of pipe used from the respective pipe manufacturer.

D. Cleanout Hub: Fabricated from a combination of cast iron, ASTM A-48 Class 25, and

PVC ASTM D-3034. Product shall be Style H as provided by The General Engineering Company (GENECO), or equal.

E. Cleanout: VAC-A-TEE as manufactured by LMK Technologies.

F. Flexible Pipe Coupling: Clamped design with virgin PVC coupling and two stainless steel bands, as manufactured by Fernco Joint Sealer Co. or equal.

2.03 GROUT QUALITY

A. Fill Grout: Mixture of portland cement, fine aggregate and water in the same proportions used in 3,000 psi cast-in-place concrete (Section 03300) with coarse aggregate omitted. Water-cement ratio to be 0.50 maximum.

B. Masonry Grout: Proportioned such that compressive strength at 28-days shall be 2,000 psi minimum when tested in accordance with ASTM C1019 and have a slump between 8-inch (minimum) and 11-inch (maximum) at point of placement.

C. Non-Shrink Grout, Epoxy-Resin Grout, Patching Grout and Manufactured Anchoring System: Do not add other materials. Water requirement proportions shall conform to manufacturer’s specifications for the desired mix consistency.

3.01 PREPARATION

A. Earthwork: Perform earthwork for sewer installation as specified in Trenching, Backfilling, and Compacting: Section 02221.

10974.28 02731-5 ARRO

3.02 PIPE INSTALLATION

A. General: All pipe shall be laid to a uniform line and grade between manholes, socket ends upgrade, with a firm and even bearing along the barrel of the pipe, close joints and smooth invert. The spigot end of the pipe is to be centered in, shoved tight and secured against the bell or socket of the previously laid pipe. The interior of each pipe shall be cleaned of all excess joint and foreign material before the next pipe is laid. The pipe shall be laid in the bedding materials as specified in Section 02221. Pipe-laying shall commence at the lowest point and proceed upgrade. At the close of each day’s work, and at such other times when pipe is not being laid, the open end of the pipe shall be protected with a close fitting stopper.

B. Joints: Make joints in joining of pipe materials specified under PART 2 and not specifically covered for installation under PART 3 of this Specification, in strict accordance with manufacturer’s installation instructions.

C. Laying Specified Types of Plastic Pipe: Installation and joint assembly according to

ASTM D2321.

D. Laying Ductile Iron Pipe: Installation and joint assembly according to AWWA C600, and as follows:

1. Where necessary to field cut pipe use approved pipe cutter, milling cutter or abrasive wheel saw.

2. Make joints as specified previously under “Joints.”

E. Construction Control: The Contractor shall provide at least three grade boards in advance of pipe laying at all times at intervals not exceeding fifty (50) feet and stretch a line parallel with the grade line. From this line, the trench and every pipe laid shall be tested as to grade and alignment. Base lines and controlling elevations established for the construction of the work shall be preserved and kept uncovered so that they can be examined at any time.

1. The use of laser equipment shall be permitted. Grade boards as specified will not be required if a laser is used.

2. Regardless of control used, the Contractor shall provide alternative verification of grade as work progresses. Pipe not laid to proper line and grade will be removed and reconstructed at the Contractor’s expense.

F. Variations: The Engineer reserves the right to vary the line and/or grade from that shown on the drawings for pipelines and manholes when such changes may be necessary or advantageous. No claims will be allowed for changes in location or grade except as such changes are made after trenching has been done. Payment for all variances shall be in accordance with the unit pricing as indicated in the Proposal and all excavation shall be unclassified.

10974.28 02731-6 ARRO

Issued with Addendum No.2 on 9/24/26

G. Handling of Sewer Line Materials into Trench: Proper implements, tools and facilities satisfactory to the Engineer shall be provided and used by the Contractor for the safe and convenient prosecution of the work. All pipe, fittings, jointing materials, etc. shall be carefully lowered into the trench piece-by-piece by means of a derrick, ropes, or other suitable tools or equipment, in such a manner as to prevent damage to sewer line materials and/or workmen. Under no circumstances shall such materials be dropped or dumped into the trench.

H. Separation of Sanitary Sewers and Water Mains:

1. Parallel Installation: Sewer mains shall be laid at least 10 feet horizontally from any existing or proposed water mains. The distance shall be measured edge to edge. In cases where it is not practical to maintain a 10-foot separation, deviations may be allowed, if approved in writing by the Engineer. Such deviation may allow installation of the sewer main closer to the water main, provided that the sewer main is laid in a separate trench located on one side of the water at such an elevation that the bottom of the water main is a least 18 inches above the top of the sewer.

2. Crossing Under/Over Water Mains: Where a sewer main must cross under a water main it shall be laid at such an elevation that the bottom of the water main is 18 inches above the top of the sewer. This vertical separation shall be maintained for the portion of the water main located within 10 feet horizontally of any sewer or drain it crosses. The 10 feet is to be measured as a perpendicular distance from the drain or sewer line to the water line.

a. Where a sewer main must cross over a water main, additional protection shall be provided by:

1) A vertical separation of at least 18 inches between the bottom of the sewer and the top of the water line.

2) Adequate structural support for the sewer to prevent excessive deflection of the joints and the settling on and breaking of the water line,

3) That the length of the water line be centered at the point of the crossing so that the joints shall be equidistant and as far as possible from the sewer.

b. If any of the above conditions cannot be met, concrete encasement of the sewer and/or water main may be utilized and installed. Concrete encasement shall extend ten feet in each direction from the crossing, measured perpendicular to the sewer.

3. The Contractor is responsible for providing all fittings, anchorage, excavation, and backfill, as required to cross under/over water mains within the above parameters.

10974.28 02731-7 ARRO

Issued with Addendum No.2 on 9/24/26

I. Pipe Clearance in Rocks: Ledge rock, boulders and large stones shall be removed to provide a clearance of at least 6 inches below and on each side of all pipe and fittings for pipes 24 inches in diameter or less, and 9 inches for pipes larger than 24 inches in diameter.

1. The specified minimum clearances are the minimum clear distances which will be permitted between any part of the pipe and/or fitting being laid and any part, projection or point of such rock, boulder or stone.

J. Connections to Existing Manholes or Structures: Cut required opening or openings by such methods so as to prevent cracking and spalling concrete. Make openings of sufficient size to accommodate pipe with PVC Waterstop installed and one inch of annular grout space. Grout annular space using Non-Shrink and Non-Metallic Grout as specified in Section 03600 - Grout. Make connection watertight. Form a new invert channel in the existing manhole base to properly conduct the flow through the existing manhole. Do not permit ground water, surface water or debris to enter the existing facilities through the new connection.

K. Pipes at Manholes or Other Rigid Structures: Pipe directly connected to or supported by rigid structures shall be as indicated on the Drawings.

L. Drop Connections: Make drop connections where indicated on the Drawings, where drop in invert is two feet or more or as required by the Engineer. Use same pipe material used to construct the main from which the drop connection is made. Construct drop connection in accordance with design shown on Detail Drawing.

M. Concrete Cradle and Encasement:

1. Preparation: Prior to the formation of cradle or encasement, if any, temporary supports shall be used to support the pipe in place. Temporary supports shall have minimum dimensions and shall support the pipe at not more than two locations, one at the bottom of the barrel of the pipe adjacent to the shoulder of the socket and the other near the spigot end.

2. Placing: After jointing of the pipe has been completed, concrete shall be uniformly poured beneath and on both sides of the pipe. Placement shall be done by the use of suitable equipment. The concrete shall be wet enough during placement to permit its flow, without excessive prodding, to all required points around the pipe surface. The width of cradle shall be such as to fill completely the trench width. In case of extremely wide trenches, concrete encasement may be confined above the top of the pipe to a narrower width but in no case shall it be less than the width of trench required for the size of pipe being used. Before depositing concrete, the space within the limits of the pour shall have been cleared of all debris and water. Water shall not be allowed to rise adjacent to, or flow over, concrete deposited for less than 24 hours. Concrete shall be protected from the direct rays of the sun and kept moist, by a method acceptable to the Engineer, for a period of seven days or until backfilling is begun. In no case shall backfilling begin within 24 hours of the time of placing and the Engineer shall have strict control of the rate of backfilling.

3. Concrete: 3000 psi per requirements of Section 03300.

10974.28 02731-8 ARRO

Issued with Addendum No.2 on 9/24/26

3.03 SERVICE CONNECTIONS

A. Fittings, (Wye branches, risers and bends) and service pipe shall be provided in accordance with these specifications and all practices and precautions required for the sewer main are equally applicable to the service connections from the sewer to the right-of-way line, or to a location designated by the Engineer. The Contractor shall place a 2" x 2" wooden marker at the end of each sewer lateral. The marker shall be one piece and may not be constructed from two or more smaller pieces. The marker shall extend from the lateral invert to 12" above grade.

B. The Contractor shall submit to the Engineer, on a monthly basis with Application for Payment Request, all as-built information which shall include: manhole run, station, length from centerline of sewer, invert elevation at the termination point of lateral and the address or property owner’s name for whom the lateral is provided.

1. Monthly payment will not be processed without the as-built information.

C. If rock is encountered during the installation of the lateral, the Contractor shall extend the lateral to the required distance as specified elsewhere in these specifications, and he shall provide a minimum “rock-free” distance of one foot beyond the end of the lateral.

No lateral shall be “butted” against rock.

D. Reconnection of Existing Service Laterals: Use wye or tee fittings or (cast iron tee saddles) (PVC tee or wye solvent weld saddles) for connection to the sewer main. Use pipe if required as specified previously. Make connection to existing piping with flexible pipe couplings.

1. Service connection fittings as specified previously. Use commercially manufactured wye or tee fittings and one-eighth bends.

2. Set wye or tee branches at proper vertical angles as required to bring service connections to the proper depth.

3. Fittings locations determined by the Engineer with respect to existing service connection location.

4. Pipe Outlet: Connect service connection piping to outlet in manner specified for joining pipe.

5. Plugs: Close free ends of branches and service connections with a carefully fitted plug. Type of plug used and method of installation to Engineer’s approval.

Installed plugs shall successfully pass Line Acceptance Tests.

3.04 TESTS

A. Alignment:

1. After the mains have been laid and backfilled, a light will be flashed between manholes or manhole locations to determine whether the alignment of the sewer is true and whether any pipe has been displaced, broken or otherwise damaged subsequent to laying. This test will again be conducted before final acceptance of the sewer. Each section (manhole to manhole) of sewer shall show a good light circle throughout its length and any and all defects shall be corrected by the

10974.28 02731-9 ARRO

Issued with Addendum No.2 on 9/24/26

Contractor, to the satisfaction of the Engineer, before the work shall proceed and before acceptance of and/or payment therefore shall be made.

2. Mandrel Test: If less than a full circle of light is observed during the light test, Engineer may require the use of a mandrel test.

a. No pipe shall exceed a deflection of five percent (5%).

b. The rigid ball or mandrel used for the deflection test shall have a diameter not less than 95 percent of the base inside diameter or the average inside diameter of the pipe, depending on which is specified in the ASTM Standard (including the appendix) to which the pipe is manufactured, for the type of pipe used. The pipe shall be measured in compliance with ASTM D2122 Standard Test Method of Determining Dimensions of Thermoplastic Pipe and Fittings. The test shall be performed without mechanical pulling devices.

B. Leakage Tests:

1. Air Testing: The Contractor shall test each section of sewer between manholes and all laterals (if any) to the limit of this contract using low-pressure air. Testing shall not be performed, until all backfilling has been completed. The Contractor may, at his option, test the section of sewer for his own purposes, prior to completion of backfilling; however, the requirements of this subsection shall not be deemed to be completed until the lines have been tested after the backfilling has been completed and trench settlement has been minimized. The costs of any testing incurred prior to authorization from the Engineer after backfilling has been completed shall be borne by the Contractor.

2. A minimum of two minutes shall be provided at a pressure 0.5 psi above that calculated below to allow equilibrium of the air temperature with pipe wall and then reduced to the calculated value before test readings shall commence. The rate of air loss shall be determined by measuring the time interval required for the average internal pressure to decrease by 1.0 psig or 0.5 psig.

3. The initial test pressure to be developed in the sewer and laterals shall be determined as follows:

a. The internal pressure in psig shall be calculated as the sum of 3.5 plus the maximum depth of groundwater over the pipe in feet divided by 2.3 between the crown of the sewer at the lower end and the groundwater elevation at the section of sewer to be tested. (For example, if the water height (depth) is determined to be 9.2 feet, the added pressure would be 4.0 psig. The initial test pressure in the sewer would then be 7.5 psig. The allowable drop would be to 6.5 psig within the time indicated elsewhere in this subsection.) If the groundwater level is 2 feet or more above the top of the pipe at the upstream end, or if the pressure required is more than 9.0 psi gage, the groundwater should be lowered by dewatering before the air test method is used.

b. In no case shall the test pressure in the sewers or laterals be greater than the maximum internal differential pressure recommended by the manufacturer of the pipe. Consult with pipe and related appurtenance manufacturers for maximum test pressure prior to testing. If maximum pressure is less than that calculated above, reduce groundwater by dewatering until calculated pressure does not exceed manufacturers’ maximum.

10974.28 02731-10 ARRO

Issued with Addendum No.2 on 9/24/26

c. Provide bracing as needed to prevent blow-out of plugs or caps.

4. The pipe shall be considered acceptable if the air loss rate does not exceed 0.0015 cubic feet per minute per square foot of internal pipe surface when tested at the initial pressure previously defined in this subsection. The time for the air pressure to decrease 0.5 psig shall not be less than the time indicated below:

Pipe Diameter Minutes Seconds

Pipe Length for Min. Time

Time for Longer Lengths

6" 2 50 398 0.427L 8" 3 47 298 0.760L 10" 4 43 239 0.187L 12" 5 40 199 1.709L 15" 7 05 159 2.671L 18" 8 30 133 3.846L 21" 9 55 114 5.235L 24" 11 20 99 6.387L 27" 12 45 88 8.653L 30" 14 10 80 10.683L 36" 17 00 66 15.384L 42" 19 50 57 20.939L 48" 22 40 50 27.349L

5. If the above time for pressure drop leakage is exceeded, the Contractor shall, at its expense, determine source of leakage and make all necessary corrections and retest.

6. The Contractor shall submit to the Engineer for approval the detailed test procedure and list of test equipment he proposes to use prior to testing.

C. Infiltration:

1. After the air testing described in the preceding paragraph has been completed by the Contractor, regardless of any indications of the test results made by the Engineer or the Owner, the Engineer and the Owner reserve the right to perform field investigations, prior to final written acceptance of each sewer run by the Owner and/or during the maintenance period specified elsewhere in these specifications, to establish the leakage of groundwater into the sewer and laterals constructed under this contract. The cost of these investigations shall be borne by the Owner.

2. Should the leakage exceed 100 gallons per day per inch diameter per mile of pipe for any section, the Contractor shall, at the direction of the Engineer or Owner, and at no cost to the Owner, perform any additional testing or corrective work required to reduce the infiltration in each manhole run from those lines installed by the Contractor to less than 100 gallons per day per inch diameter per mile of pipe. This leakage applies to each manhole run separately and should not be construed to mean total leakage in the total system. The scope of this corrective work shall include, but not be limited to, cleaning, televising and testing the sewer and laterals to the limits installed by the Contractor, to include testing and grouting of joints, excavation and replacement of faulty or damaged portions of the work, and all final restoration.

10974.28 02731-11 ARRO

Issued with Addendum No.2 on 9/24/26

D. Video Inspection:

1. All new main sewers and service laterals shall be inspected via closed circuit television (CCTV) inspection per Section 02753.

E. Acceptance: Observation of successful testing of manholes, sewers or force mains by the Engineer does not constitute acceptance of the system or any portion thereof. Upon completion of any determined portion of a total system, and successful testing thereof, the Engineer may recommend final acceptance to the Owner. Only upon final inspection by the Owner or Engineer, and upon written acceptance for same will the system or portion thereof be considered substantially completed. Upon such acceptance, the warranty period as specified for the manholes, sewers or force main will commence.

1. If, during this final inspection, any irregularities are observed, the condition must be corrected at the Contractor’s expense prior to acceptance.

10974.28 02733-1 ARRO

Issued with Addendum No.2 on 9/24/26

SECTION 02733

LOW PRESSURE WASTEWATER SEWER

PART 1 - GENERAL

1.01 SECTION INCLUDES

A. Furnishing and installation of low-pressure wastewater sewer mains, service laterals, and appurtenances.

B. Pipe testing.

A. Submittals: Section 01300.

B. Trenching, Backfilling, and Compacting: Section 02221.

C. Manholes: Section 02601.

D. Division 3 - Concrete.

1.03 REFERENCES

A. American Society for Testing and Materials (ASTM):

1. ASTM D2241, Poly (Vinyl Chloride) (PVC) Plastic Pipe (SDR-PR), Spec. for.

2. ASTM D2657, Heating Joining of Polyolefin Pipe and Fittings, Practice for.

3. ASTM D3139, Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals, Spec. for.

4. ASTM D3350, Polyethylene Plastic Pipe and Fittings Materials, Spec. for.

B. American Water Works Association (AWWA):

1. AWWA C600, Installation of Gray and Ductile Cast-Iron Water Mains and

Appurtenances.

2. AWWA C900, Polyvinyl chloride (PVC) Pressure Pipe, 4-inch Through 12-inch, for Water.

A. Shop Drawings and Product Data: In compliance with Section 01300. Furnish completely dimensioned shop drawings, cuts or other data as required to provide a complete description of piping, piping specialties, restraint systems and valves.

10974.28 02733-2 ARRO

Issued with Addendum No.2 on 9/24/26

1.05 QUALITY ASSURANCE

A. Source Quality Control:

1. Shop Tests and Inspection: All materials furnished by the Contractor shall be certified by the supplier for compliance with the pertinent specifications. Shop inspections and testing may be required. The cost of shop testing shall be borne by the supplier or the Contractor.

B. Disposition of Defective Material: All material found during the progress of the work, either before or after installation, to have cracks, flaws or other defects will be rejected by the Engineer. All defective materials furnished by the Contractor shall be promptly removed by them from the site at their own expense.

1.06 DELIVERY, STORAGE AND HANDLING

A. Replacement of Damaged Material: The Contractor shall replace, at their own expense, all material furnished by them and found defective in manufacture or damaged in handling after delivery by the manufacturer. This shall include the furnishing of all materials and labor required for replacement of installed material.

B. Responsibility for Safe Storage: The Contractor shall be responsible for the safe storage of material furnished by or to him, and accepted by him, and intended for the work, until it has been incorporated in the completed project. The interior of all pipe, fittings and other accessories shall be kept free from dirt and foreign matter, at all times.

All equipment and materials subject to damage from freezing shall be drained and stored in a manner that will protect them.

C. Hauling: All materials furnished by the Contractor shall be delivered and distributed at the site by the Contractor.

1. Pipe, fittings, items of equipment, and other materials of construction shall be loaded and unloaded by lifting with hoists or skidding so as to avoid shock or damage. Under no circumstances shall such materials be dropped.

2. Materials handled on skidways shall not be skidded or rolled against materials already on the ground.

D. At Site of Work: In distributing the material at the site of the work, each piece shall be unloaded opposite or near the place where it is to be laid in the trench, or as otherwise directed by the Engineer. Lawns or other private property may not be used for this purpose without the consent of the property owner.

E. Care of Pipe Lining: Pipe shall be handled so the lining will not be damaged. If, however, any part of the lining is damaged, the repair shall be made by the Contractor at his expense in a manner satisfactory to the Engineer.

10974.28 02733-3 ARRO

Issued with Addendum No.2 on 9/24/26

PART 2 - PRODUCTS

2.01 PIPE AND PIPE FITTINGS

A. Polyvinyl Chloride Pipe and Fittings (PVC):

1. 4-inches and Greater Diameter: PVC pipe conforming to AWWA C 900 for working pressure of 200 psi.

a. Fittings: As specified for Cement Lined Ductile Iron Pipe.

b. Acceptable Manufacturer:

1) Certain-Teed; Vinyl Iron Pipe, DR 14.

2) Or Equal.

2. Less than 4-inches Diameter: PVC pipe conforming to ASTM D2241, SDR-21 except 1.5-inch pipe shall be SDR-11.

a. Fittings: Compatible PVC fittings as…