ITB-2024-11_Milton_Force_Main_Interconnect_Materials_Phase_II_&_III.pdf

Page 1 of 70 Company Name_________________________________

City of Milton P.O. Box 909, MILTON, FL 32572

Phone: (850) 983-5480

M E M O R A N D U M

TO: Interested Parties FROM: Michele Williams, Purchasing Officer RE: ITB 2024.11 Milton Force Main Interconnect Materials Phase II & III DATE: October 3, 2024 Notice is hereby given that the City of Milton will receive sealed bids for 2024.11 Milton Force Main Interconnect Materials Phase II & III. The documents contain the necessary information for preparing and submitting your bid for this effort.

Information is available on the City’s web page at https://MiltonFL.org/322/Purchasing. There you may also register thru BidNetDirect.com/florida/city-of-milton (there is no charge to join); and/or thru DemandStar.com (there is no charge to join); and/or Office of Supplier Diversity.

All must review the Scope of Services and Project Description as described in this document to ensure their ability to perform as indicated.

The deadline for submitting your sealed bid/proposal is:

Wednesday, October 23, 2024 at 2:00 p.m., (CST) Delivered: City of Milton, 6738 Dixon Street, Milton, Florida, 32570

Questions should be submitted in writing and directed to the Purchasing Department at (850) 983- 5480; or by e-mail to mwilliams@miltonfl.org by Monday, October 14, 2024 at 2:00 p.m. Answers will be posted by Friday, October 16, 2024 at 2:00 p.m. (CST)

Interpretations, clarification of specifications, and requirement or changes to the documents which have a material effect will be documented and communicated only by written addendum posted on the City web page, Vendor Registry, Bid Net Direct, and DemandStar. All are responsible for checking for any addendums that may be issued, and to obtain such addendums.

Michele Williams Michele Williams, Purchasing Officer https://miltonfl.org/322/Purchasing file:///C:/Users/espears/AppData/Local/Microsoft/Windows/INetCache/Content.Outlook/AMVX10HC/www.bidnetdirect.com/florida https://network.demandstar.com/ https://www.dms.myflorida.com/agency_administration/office_of_supplier_diversity_osd mailto:mwilliams@miltonfl.org

Page 2 of 70 Company Name_________________________________

INSTRUCTIONS

ITB 2024.11 Milton Force Main Interconnect Materials Phase II & III

I. Deadlines/Dates:

▪ Invitation to Bid Published: Thursday, October 3, 2024

▪ Questions Deadline: Monday October 14, 2024 @ 2:00 p.m. (CST)

▪ Answers Posted by: Wednesday October 16, 2024 @ 2:00 p.m. (CST)

▪ Bids Due: Wednesday, October 23, 2024 @ 2:00 p.m. (CST)

II. Contact Information:

Contact: Michele Williams, Purchasing Officer Phone: (850) 983-5480 Email: mwilliams@miltonfl.org

III. Bids Must be Complete and Include:

1. Bidder’s/Proposer’s Declaration (page 3-4)

2. Bid Form (page 5-6)

3. Public Entity Crime Form F.S. 287.133(3)(A) (City Website)

4. Drug-Free Workplace Form F.S. 287.087 (City Website)

5. Non-Collusion Affidavit (City Website)

6. Conflict of Interest Disclosure Form (City Website)

7. E-Verify Statement of Compliance (City Website)

8. Certificate Regarding Debarment (For Grants- City Website)

City Website address: https://MiltonFL.org/322/Purchasing

IV. Copies: Please provide one (1) original, and four (4) copies of your bid/proposal.

V. Faxed or emailed submittals are not accepted.

Submittals can be delivered to:

City of Milton Purchasing Department 6738 Dixon Street Milton, FL 32570

Submittals must be sealed and marked:

To: CITY OF MILTON

VENDOR Name: ____________________________

SEALED BID * DO NOT OPEN

Sealed ITB#: 2024.11

Title: Milton Force Main Interconnect Materials Phase II & III

DUE DATE/TIME: October 23, 2024 / 2:00 p.m. (CST) mailto:mwilliams@miltonfl.org https://miltonfl.org/322/Purchasing

Page 3 of 70 Company Name_________________________________

BIDDER’S/PROPOSER’S DECLARATION

2024.11 Milton Force Main Interconnect Materials Phase II & III The bidder/proposer understands, agrees, and warrants:

1. These items apply to and become a part of the terms and conditions of the bid/proposal submitted. Any exceptions must be in writing.

2. All bids submitted shall be subject to acceptance or rejection. The City of Milton specifically reserves the right to accept or reject any or all bids, to waive any technicalities and formalities in the bid process, and to award the bid in part or in any manner deemed to be in the best interest of the City.

3. All proposals submitted shall be subject to acceptance or rejection. The City of Milton specifically reserves the right to accept or reject any or all proposals, to waive any technicalities and formalities in the proposal process, and to award the proposal in part or in any manner deemed to be in the best interest of the City.

4. The City of Milton is exempt from sales tax.

5. Contractors are responsible for any sales tax on purchases for the project.

6. The City of Milton will receive sealed bids/proposals from interested parties at its offices located at City Hall, Milton, Florida. Any submittal received after the deadline will not be considered.

7. Bids/proposals will be publicly opened and read at the City of Milton, City Hall on the day and at the hour specified.

8. The City of Milton may consider as non-responsive, any bid/proposal in which there is an alteration of, or departure from the bid/proposal form hereto attached.

9. The bid/proposal will be awarded to the lowest most responsive reliable firm complying with the conditions of the bid/proposal. The firm to whom award is made will be notified as soon as possible. The City of Milton reserves the right to reject the bid/proposal of a firm who has previously failed to perform properly or complete on time, contracts of a similar nature, or the bid/proposals of a firm who, in the sole opinion and discretion of the City of Milton is not in a position to perform the contract, or whose name appears on the United States Comptroller General’s list of ineligible contractors.

10. The City of Milton reserves the right to award to multiple vendors.

11. Interested Parties shall submit all required forms and information simultaneously with their sealed bid/proposal. Forms and information become a part of the property of the City of Milton and will not be returned to the firm unless a written request to withdraw is received prior to opening of bids/proposals.

12. For Bids-Additional Quantities: For a period not exceeding twelve (12) months from the day of the solicitation opening, the right is reserved to purchase any number of additional items at the prices offered in this solicitation. If additional quantities are not acceptable, the bid form shall be noted “offer is for specified quantity only.”

13. For Bids/NOTE: Unless stated on the bid form, the bid submitted will assume all specifications will be met. Please note all exceptions on the bid form.

14. The successful bidder/proposer will be required to submit additional forms, which are available on the City’s website at https://MiltonFL.org/322/Purchasing at the bottom of the page.

▪ Certificate of Non-Discrimination

▪ W-9 Taxpayer Identification Number

▪ Vendor Application https://miltonfl.org/322/Purchasing

Page 4 of 70 Company Name_________________________________

▪ Certificates for Liability, Vehicle, and Worker’s Comp Insurance.

(City is to be named as additional insured.) Limitations are listed online.

▪ Prompt Payment Affidavit

15. That they have carefully read and fully understand the full scope of the specifications.

16. That they have the capability to successfully undertake and complete the responsibilities and obligations in said specifications.

17. All bidders/proposers are responsible for checking for any addendums that may be issued.

Addendums are posted on the City web page, Bid Net Direct, and Vendor Registry.

18. If required- That they have Liability Insurance, and/or Vehicle and Workers Comp

Insurance. (A declaration of insurance form must be provided before any work will begin.)

19. (Service Contracts Only) Pursuant to Florida Statute 119, the contractor must follow all public records law. IF THE CONTRACTOR HAS QUESTIONS REGARDING THE

APPLICATION OF CHAPTER 119, FLORIDA STATUTES, TO THE

CONTRACTOR’S DUTY TO PROVIDE PUBLIC RECORDS RELATING TO THIS

CONTRACT, CONTACT THE CUSTODIAN OF PUBLIC RECORDS AT (850)983-

5402, FOIA@MiltonFL.org OR P.O. BOX 909, MILTON, FL 32572. A contractor who fails to provide the public records to the City within a reasonable time may also be subject to penalties under Florida Statute 119.10.

20. For all Contracts - Contractors should take all necessary affirmative steps to assure that minority businesses, women’s business enterprises, and labor surplus area firms are used when possible. (Appendix II Part 200 of 2 CFR 200 (B) gov.info)

21. That this bid/proposal may be withdrawn by requesting such withdrawal in writing at any time prior to opening date, but may not be withdrawn after such date and time.

22. That by submission of this bid/proposal the firm acknowledges that the City of Milton has the right to make any inquiry or investigation it deems appropriate to substantiate or supplement information supplied by the firm.

23. If a partnership, a general partner must sign. If a corporation, the authorized corporate officer(s) must sign, and the corporate seal must be affixed to this bid/proposal.

24. Recommendations are posted on city web page via agendas prior to award.

25. Any protests are handled per the City’s Purchasing Policy and F.S. 120.57(3).

26. All pipes, fitting, and materials must meet Pace Water System Inc specifications.

27. Submittals must be approved by Pace Water System Inc.

BIDDER: ______________________________________________________________________

Company Name

Address/City/Zip

Phone Email Contact Name Title

Company Representative Signature Date mailto:FOIA@MiltonFL.org https://www.govinfo.gov/app/details/CFR-2014-title2-vol1/CFR-2014-title2-vol1-part200-appII

Page 5 of 70 Company Name_________________________________

BID FORM

The City of Milton is seeking to purchase materials only for:

2024.11 Milton Force Main Interconnect Materials Phase II & III

Description of Items Quantity Unit Cost Total

10” DR18 PVC Green 14,400’ $ $

12” HDPE DR11 Green Stripe 1,040’ $ $

24” Steel Casing W/Spacers For 10” PVC 420’ $ $

10” Restraint Joint CL250 Permox Coat DIP

W/Casing Spacers

100’ $ $

Green Tracer Wire 14,500’ $ $

12”x10” Fuse On Reducer 6 $ $

10” HDPE MJ Adapter W/Kits 6 $ $

10” MJ 45* W/Kits Permox 18 $ $

10” MJ 11 ¼* W/Kits Permox 6 $ $

10” MJ Valve W/Kits 18 $ $

Concrete Collar 18 $ $

Tall Valve Box W/Sewer Lid 18 $ $

10” PVC Bell Restraint 40 $ $

8”x10” MJ Reducer W/Kits 1 $ $

ARV Above Ground Per Detail 5 $ $

Total $

Page 6 of 70 Company Name_________________________________

Acknowledgement of Addendums: ____________________(list numbers or N/A)

Additional Quantities: For a period not exceeding twelve (12) months from the day of the solicitation opening, the right is reserved to purchase any number of additional items at the prices offered in this solicitation. If additional quantities are not acceptable, the bid form shall be noted “offer is for specified quantity only.”

Additional Costs, Special Exceptions, Notes or Comments:

Prices are valid for 90 days from time of opening.

The undersigned agrees to the above terms and conditions.

BIDDER: ______________________________________________________________________

Company Name

Address/City/Zip

Phone Email Contact Name Title

Company Representative Signature Date

Page 7 of 70 Company Name_________________________________

SECTION 3 – WASTEWATER COLLECTION SYSTEM

3.1 GENERAL REQUIREMENTS AND DESIGN STANDARDS

A. General

The following minimum requirements are considered acceptable to Pace Water System in the collection of wastewater from domestic and commercial customers.

Deviations from these standards may be allowed on a case-by-case basis. If the deviation is in accordance with sound engineering practice and will not create a problem for the system (PWS), the deviation may be approved. No deviation will be allowed unless it is clearly noted on the approved construction plans.

When these standards differ from state and/or federal requirements, the more stringent requirement shall apply.

The collection system for wastewater includes the gravity mains, manholes, service laterals located within the right of way or easement, lift stations, force mains, and other appurtenances. The system should be designed to provide the collection of wastewater safely and economically from the customer to the PWS Wastewater Reclamation Facility.

B. Standards

1. ASME/ANSI Standards

Materials and methods of construction shall comply with the latest published editions of the

American Society of Mechanical Engineers (ASME) and the American National Standards

Institute (ANSI) Standards.

B16.20 Metallic Gaskets for Pipe Flanges: Ring-Joint, Spiral-Wound, and Jacketed

B16.1 Gray Iron Pipe Flanges and Flanged Fittings: Classes 25, 125, and 250

B 1.1 Unified Inch Screw Threads, UN, UNR and UNJ Thread Form

B 1.20.1 Pipe Threads, General Purpose (Inch)

B 1.20.3 Dryseal Pipe Threads (Inch)

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2. ASTM Standards

American Society for Testing and Materials (ASTM) Standards.

A126 Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings

A307 Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI

Tensile Strength

A536 Standard Specification for Ductile Iron Castings

A746 Standard Specification for Ductile Iron Gravity Sewer Pipe

C1244 Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure

(Vacuum) Test Prior to Backfill

C990 Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box

Sections Using Preformed Flexible Joint Sealants

D1238 Standard Test Method for Melt Flow Rates of Thermoplastics by Extrusion

Plastometer

D1248 Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and

Cable

D1330 Standard Specification for Rubber Sheet Gaskets

D1784 Standard Classification System and Basis for Specification for Rigid Poly (Vinyl

Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC)

Compounds

D1785 Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120

D2412 Standard Test Method for Determination of External Loading Characteristics of

Plastic Pipe by Parallel-Plate Loading

D2513 Standard Specification for Polyethylene (PE) Gas Pressure Pipe, Tubing, and

Fittings

D2737 Standard Specification for Polyethylene (PE) Plastic Tubing

D2837 Standard Test Method for Obtaining Hydrostatic Design Basis for Thermoplastic

Pipe Materials or Pressure Design Basis for Thermoplastic Pipe Products

D3034 Standard Specification for Type PSM – Poly(Vinyl Chloride) (PVC) Sewer Pipe and

Fittings

D3035 Standard Specification for Polyethylene (PE) Plastic Pipe (DR-PR) Based on

Controlled Outside Diameter

D3212 Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible

Elastomeric Seals

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D3299 Standard Specification for Filament-Wound Glass-Fiber-Reinforced Thermoset

Resin Corrosion-Resistant Tanks

D3350 Standard Specification for Polyethylene Plastics Pipe and Fittings Materials

D3753 Standard Specification for Fiberglass (Glass-Fiber-Reinforced Thermosetting-

Resin) Manholes and Wetwells

D638 Standard Test Method for Tensile Properties of Plastics

D695 Standard Test Method for Compressive Properties of Rigid Plastics

D790 Standard Test Methods for Flexural Properties of Unreinforced and Reinforced

Plastics and Electrical Insulating Materials

D792 Standard Test Methods for Density and Specific Gravity (Relative Density) of

Plastics by Displacement

F1143 Standard Specification for Manhole Cover Assembly, Bolted, Semi-Flush, Oiltight and Watertight

F1144 Standard Specification for Manhole Cover Assembly, Bolted, Semi-Flush, Oiltight and Watertight, Hinged

F1336 Standard Specification for Poly(Vinyl Chloride) (PVC) Gasketed Sewer Fittings

F174 Standard Practice for Installation of Machine Spiral Wound Poly(Vinyl Chloride)

(PVC) Liner Pipe for Rehabilitation of Existing Sewers and Conduits

F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe

F679 Standard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic

Gravity Sewer Pipe and Fittings

F913 Standard Specification for Thermoplastic Elastomeric Seals (Gaskets) for Joining

Plastic Pipe

3. AWWA Standards

American Water Works Association (AWWA) Standards.

C111 Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings

C115 Flanged Ductile Iron Pipe with Ductile Iron or Gray Iron Threaded Fittings

C116 Protective Fusion-Bond Coatings for the Interior and Exterior Surfaces of Ductile

Iron and Gray Iron Fittings

C150 Thickness Design of Ductile Iron Pipe

C153 Ductile Iron Compact Fittings, for Water Service

C500 Metal-Seated Gate Valves for Water Supply Service

C509 Resilient Seated Gate Valves for Water Supply Service

C550 Protective Interior Coatings for Valves and Hydrants

C900 PVC Pipe and Fabricated Fittings, 4-in. Through 60-in. (100 mm through 1500 mm), For Water Transmission and Distribution

Page 10 of 70 Company Name_________________________________

C901 Polyethylene (PE) Pressure Pipe and Tubing 3/4-in. (19 mm) through 3-in. (76 mm), For Water Service

C906 Polyethylene (PE) Pressure Pipe & Fittings, 4-in. (100 mm) through 65-in. (1650

mm) for Water Distribution and Transmission

4. Environmental Protection Agency and US Public Health Service

The governing standards of these agencies will be followed when applicable.

5. Florida Department of Environmental Protection

The wastewater collection system shall conform to the applicable Florida Department of

Environmental Protection laws, standards, and rules and regulations for public wastewater collection systems. The State of Florida has adopted in its entirety the Recommended

Standards for Wastewater Facilities (10 States Standards). All work shall therefore comply with 10 States Standards.

6. Plumbing Codes

The provisions of the Florida Building Code as it pertains to sanitary wastewater collection, service line locations and materials, and backflow prevention devices, except as provided for elsewhere in these criteria, shall apply.

7. Pace Water System, Inc.

All wastewater collection systems that are to become a part of PWS or that connect to PWS shall be designed and constructed in accordance with these standards. Materials, installation, and construction methods and procedures shall be in accordance with this manual.

3.2 GRAVITY SEWER

3.2.1 DESIGN STANDARDS

A. Location/Future Connection

Gravity sewer shall be located in dedicated rights-of-way or utility easements. Whenever possible, sewer shall be located under pavement in dedicated rights-of-way. All sewer located outside of dedicated rights-of-way shall require a minimum 20-foot easement. Additional easement widths shall be provided when the pipe size or depth of cover so dictate. If a gravity sewer main is located adjacent to a road right-of-way, a minimum 10-foot easement shall be provided. Additional easement widths shall be provided if the pipe size or depth of cover so dictate. No gravity sewer shall be placed under retention ponds or other structures. In general, gravity sewer shall not be located along side of rear lot lines. Placement of a gravity sewer along side of a rear lot line may be allowed on a case-by-case basis if such a configuration results in efficient placement and utilization of the sewer system.

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Provisions for future connecting mains shall be made by providing appropriate easement and/or extending construction of all wastewater mains to the exterior boundaries of the subdivision where future connections to adjacent subdivisions or lots are anticipated.

B. Design Basis

1. Average Daily Flow

Required average daily flow for sanitary use in residential areas shall be based on 350 gallons per day per unit (100 gpcpd x 3.5 persons) or as approved by PWS.

The required flow for commercial, industrial or other nonresidential areas shall be as determined by the Engineer and approved by PWS for each specific instance. Justification for such flows shall be documented within the design calculations.

2. Peak Design Flow

Gravity sewer shall be designed based on ultimate development maximum rates of flow, which shall be the product of selected peak factors times the accumulative average daily flow. In general, the following minimum peak factors shown in the table below shall be applicable for the range of average daily flow rates:

Flow Range

Minimum

Peak Factor

Flows to 100,000 GPD

4.0

100,000 GPD to 250,000 GPD

3.5

250,000 GPD to 1,000,000 GPD

3.0

Flows greater than 1,000,000 GPD

2.5

For design average daily flows above 2,000,000 GPD, peaking factors less than 2.5 may be considered if substantiated by extensive data. Under no circumstances shall peaking factors less than 2.0 be allowed.

3. Minimum and Standard Main Size

Minimum gravity main diameter shall be 8 inches in all areas. Standard sizes of gravity mains used shall have nominal diameters of 8 inches, 10 inches, 12 inches, 15 inches, 18 inches, 21 inches, 24 inches, 30 inches, 36 inches, and 42 inches.

4. Cover

A minimum cover of 48 inches must be provided. Less than 48 inches of cover may be considered with special provisions for protection of the pipe and must be approved by PWS on a case-by-case basis.

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At buried stream crossings, a minimum cover of 36 inches is required.

5. Slope

Slopes shall be designed with a hydraulic gradient sufficient to prevent deposition of solids, by developing a minimum velocity of 2.0 feet per second as computed using Manning's formula and an "n" value of not less than .013 while flowing full. The following table establishes the minimum allowable slopes for various size pipe and indicates their approximate carrying capacity when flowing full at the minimum slope.

Pipe Size

(Inches)

Minimum

Slope (%)

Capacity Full

MGD

.4

.5

.28

.7

.22

1.0

.15

1.6

.12

2.4

.10

3.7

.08

4.2

.06

6.6

.05

10.0

Under special conditions, if full and justifiable reasons are given, slopes slightly less than those required for the 2 feet per second velocity when full may be permitted. Such decreased slopes will only be considered where the depth of flow will be 0.3 of the diameter or greater for design average flow. Whenever such decreased slopes are selected, the engineer must furnish with his report his computations of the depths of flow in such pipes at minimum, average, and peak rates of flow. The selection of the size of pipe shall be determined based on the most desirable flow characteristics obtainable.

In the case of sewer where the slope and volume are such that velocities exceeding 10 feet per second at design flow, special provision shall be made to protect against erosion. Where velocities greater than 15 feet per second are attained, special provision shall be made to protect against displacement by erosion and impact.

Sewers on 20 percent slopes or greater shall be anchored securely with concrete, or equal, anchors spaced as follows: not over 36 feet center to center on grades 20 percent and up to 35 percent; not over 24 feet center to center on grades 35 percent and up to 50 percent; and not over 16 feet center to center on grades 50 percent and over.

The sewer design shall take full advantage of suitable topography, and paralleling of ground slopes shall be utilized wherever possible. Minimum slopes should be maintained, particularly with 8-inch pipe. When depth exceeds 10 feet, pipe class shall be checked for strength, and/or stricter bedding requirements shall be required.

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Sewer shall be designed and laid with a uniform slope between manholes.

6. Size Transition and Alignments

Change in pipe shall not occur between manholes.

When a smaller sewer joins a larger one, the invert of the larger sewer shall be lowered sufficiently to maintain the same hydraulic gradient. The crowns of pipes shall be at the same elevation within the manhole.

Sewers shall be laid with straight alignment between manholes.

7. Separations

Vertical separation when crossing other utilities shall be 18 inches minimum. If 18-inch separation is not possible, then concrete encasement or casing pipe must be utilized.

In general, horizontal separation between gravity sewer and other utilities shall be as shown in the table below.

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Required Horizontal

Separation

Water Main

6 feet

Reclaimed Water Main

3 feet

8. Crossings

When crossing under existing paved streets or roads, developer's engineer must determine if open cut will be permitted. If boring will be required, complete details must be included in the plans. Every effort shall be made to locate any possible conflict with existing utilities. Extra slope through the bore shall be allowed, and minimum and maximum allowable deviations shall be specified.

Buried stream crossings shall be encased in steel casing or made with ductile iron pipe. This protection shall extend 10 feet beyond the bank and the pipe or casing shall be anchored to prevent shifting.

Aerial stream crossings shall be encased in steel casing or made with ductile iron pipe. This protection shall extend until 30 inches of cover is provided.

When crossing under pipes, conduits or other structures greater than 24 inches in diameter, and a 6-inch separation distance cannot be maintained the pipe shall be encased in steel casing or made with ductile iron pipe for a minimum of 10 feet distance on either side of the crossed pipe.

9. Additional Requirements for Gravity Main

In general, all sewer extensions for future connections shall terminate at a manhole. PWS may allow such extensions without a terminal manhole on a case-by-case basis subject to the following conditions: total sewer extension length shall be limited to 50 feet and sewer extension location at the initiating manhole shall be plugged to the satisfaction of PWS.

The depth of the collection system shall be sufficient to receive flows by gravity from all buildings and lots to be served. Sewer lines shall be installed in accordance with all applicable plumbing code specifications and slopes.

A privately maintained lift station for an individual building will be considered on a case-by-case basis when gravity service is not feasible, with PWS consent.

Main drain and backwash systems for pools/spas and storm drain systems shall not connect to the gravity sewer system.

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10. Manholes

a. Location

Manholes shall be installed at the end of each gravity sewer; at all changes in grade, size or alignment; at all sewer intersections; and at distances not greater than 400 feet for sewer 15 inches or less, and 500 feet for sewer 18 inches to 30 inches. Lamp holes shall not be used.

b. Drop Pipe

An outside drop pipe shall be provided for a sewer entering a manhole where its invert elevation is 24 inches or more above the manhole invert (i.e., a drop manhole). Inverts that enter a manhole less than 24 inches above the manhole invert (outgoing invert) shall be brought in at 0.10 feet higher than the manhole invert. Outside drop connections shall be encased in concrete.

c. Diameter

For sewer smaller than 15 inches in diameter, the minimum inside diameter of manholes shall be 48 inches. For sewer 18 inches to 42 inches, the minimum inside diameter shall be 60 inches.

Minimum depth of a manhole shall be 5 feet, and any proposed deviation shall be approved by

PWS. When the manhole depth equals or exceeds 5 feet, it shall have a concentric cone section that narrows to 2 feet in diameter at the top.

d. Cover

A minimum access cover diameter of 24 inches shall be provided for 48-inch diameter manholes. A minimum access cover diameter of 30 inches shall be provided for 60-inch diameter manholes.

e. Flow Channel

The flow channel through manholes shall be made to conform in shape and slope to that of the sewer. The channel walls should be formed or shaped to the full height of the crown of the outlet sewer in such a manner to not obstruct maintenance, inspection or flow in the sewer. No

Moor base inverts will be allowed. Flow direction changes in excess of 90 degrees shall not be included in sewer alignments. All manholes shall have a minimum flow line elevation drop of 0.10 foot across the manhole.

f. Bench

A bench shall be provided on each side of any manhole channel when the pipe diameter(s) are less than the manhole diameter. The bench should be sloped no less than ½ inch per foot. No lateral sewer, service connection, or drop manhole pipe shall discharge onto the surface of the bench. Internal drop shall discharge to the flow channel.

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11. Service Connections

Each service connection shall be through a lateral and miscellaneous appurtenances, all as shown on the approved plans and standard details, to connect the gravity sewer to the house or establishment being served. Service laterals shall be provided to all lots within a subdivision in accordance with PWS requirements.

Service laterals and fittings shall be a minimum of 4 inches in diameter for residential and 6 inches in diameter for commercial. All service laterals shall be less than 60 feet in length.

Longer laterals may be accepted by PWS on a case-by-case basis. In areas where the right-of-way is wider than 60 feet, the developer shall provide a sewer main on each side of the right-of-way.

Service laterals shall be located approximately in the center of the lot.

Service laterals shall have a minimum slope of 1/8 inch per foot (1.04%).

In general, service laterals shall not be allowed to discharge into sanitary manholes unless the manhole is a terminal manhole. A case-by-case exception to this requirement may be allowed by PWS.

12. Grease Traps

All Food Preparation/Service Establishments shall have properly sized outside grease traps.

All wastewater flow from the kitchen areas of these establishments must flow through approved grease traps prior to entering the PWS sewer system.

Sizing and maintenance of a grease trap shall be in accordance with the requirements of Santa

Rosa County and the Florida Department of Health.

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3.2.2 GUIDELINES AND TECHNICAL SPECIFICATIONS

A. Gravity Sanitary Sewer Pipework

This section includes furnishing and installing all gravity sanitary sewer lines, manholes, fittings and appurtenances required for a complete system as shown on the drawings and specified herein.

1. Materials

All material shall be free from defects impairing strength and durability and be of the best commercial quality for the purpose specified. It shall have structural properties sufficient to safely sustain or withstand strains and stresses to which it is normally subjected and be true to detail.

All pipework will be inspected upon delivery, and such as does not conform to the requirements of this utility design manual, shall be rejected and must be immediately removed from the site by the Contractor. The Contractor shall furnish and provide all labor necessary to assist the

Engineer/PWS Inspector in inspecting the material.

The basis of rejection shall be as specified in applicable ASTM Specifications.

2. Polyvinyl Chloride (PVC) Pipe

PVC gravity sewer pipe and fittings shall meet or exceed ASTM Specification D3034. PVC sewer pipe shall be green in color.

Pipe lengths shall not exceed 20 feet and provisions shall be made at each joint to accommodate expansion and contraction providing a maximum SDR ratio of 26 and a minimum “pipe stiffness” (F/∆ Y) = 46 psi at 5% deflection when tested in accordance with ASTM D2412, external loading properties of plastic pipe by paneled plate loads. For all pipe depths, SDR26 shall be required. The minimum wall thickness of SDR26 pipe shall be as demonstrated in the table below.

Minimum Wall Thickness Chart

Diameter 4” 6” 8” 10” 12” 15”

Wall Thickness for SDR26 0.162” 0.241” 0.323” 0.404” 0.481” 0.588”

All pipe and fittings shall be jointed by means of an integral wall bell and spigot joint and sealed with a rubber ring. The pipe and fittings shall be shipped to the job with a solid cross-section rubber sealing ring securely locked in place in the bell. The bell shall consist of an integral wall section of pipe formed into shape and stiffened with two PVC retainer rings, which also serve to securely lock the rubber ring in place. The joint shall be capable of withstanding an internal hydrostatic pressure of 25 psi for one hour with no leakage.

Each length of pipe shall be clearly marked with the following information at intervals of five feet or less:

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▪ Manufacturer’s name

▪ Nominal pipe size

▪ ASTM specification

▪ NSF approval

a. PVC Fittings

PVC sewer fittings shall conform to the requirements of ASTM D3034 with minimum wall thickness of SDR 26, as defined in section 7.4.1. Fittings 8-inch and smaller shall be molded in one piece with gasket joints that encapsulate a continuous stainless-steel ring/bar to assure a locked-in design to prevent loss during transport or fish mouthing during pipe insertion. The gasket shall be designed with a butterfly lip design for easy insertion of PVC pipe. All SDR

26 PVC molded fittings shall be supplied in green color for ease of identification. White fittings may be used as long as they have two green strips painted on both sides of the fitting with each strip being at least 1-inch wide. The minimum socket depths shall comply with

ASTM D3034 as specified in sections 6.2 and 7.3.2. Fittings 10-inch and larger shall be molded or fabricated in accordance with section 7.11 with manufacturer’s standard pipe bells and gaskets. Gaskets shall have a minimum cross-sectional area of 0.20 square inch and conform to ASTM F0477 standard and shall be manufactured and supplied by the fitting manufacturer. PVC material shall have a cell classification of 12454 as defined in ASTM

D1784. All fittings shall be supplied by one manufacturer and shall comply with the following additional standards: ASTM F1336, ASTM D3212, and ASTM F913. All PVC fittings must be certified by CSA to the CSA B182.1 and CSA B182.2 standards as third-party certification.

All PVC fittings shall be manufactured and assembled in the USA. Submittals for SDR 26 fittings shall show the cross section of the gaskets and the shade of green coloring of the fitting.

3. Ductile Iron Pipe

Ductile iron pipe shall meet the requirements of ASTM A746. Pipe dimensions shall conform to Federal Specification WW-P-421, Class 150. Each pipe shall be conspicuously marked on the outside of the barrel to readily identify it from cast iron pipe. Metal thickness shall conform to ANSI/AWWA C150/A21.50-02.

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a. Mechanical Joints

All mechanical joint pipe shall conform to ANSI/AWWA A21.11, Rubber Gasket Joints for

Ductile Iron Pressure Pipe and Fittings.

b. Push-on Joints

All push-on joint pipe shall conform to ANSI/AWWA A21.11, Rubber Gasket Joints for

Ductile Iron Pressure Pipe and Fittings and shall be single gasket push-on type.

c. Flanged Joints

All flanged joint pipe shall conform to ANSI/AWWA C115/A21.15-99 and shall have screwed on flanges, faced and drilled to ANSI Class 125-pound template. The flanged joints shall be assembled by threading plain end pipe and screwing on long hub flanges. The connection shall then be power tightened and refaced across both face of flange and end of pipe. Gaskets shall be one-sixteenth-inch ring gaskets of red sheet rubber meeting the requirements of Grade I, Table I of ASTM D1330. Connections shall be made with machine bolts and hexagonal nuts.

d. Fittings

Fittings shall meet ANSI/AWWA C153/A21.53-00, latest revision, and minimum pressure rating shall be 250 psi. Stainless steel or ductile iron fittings are to be per ANSI in dimension and size.

e. Coatings for Ductile Iron Pipe

All ductile iron pipe and fittings to be installed underground shall be coated on the exterior with a zinc coating and conform to all appropriate requirements for seal coat in ANSI/AWWA

C116/A21.16. The exterior of all above ground pipe shall receive a coat of rust inhibitor primer compatible with the finish paint schedule. All bolts, nuts, studs and other uncoated parts of joints for underground installation shall be 316 SS.

The interior lining for all ductile iron pipe and fittings shall be factory applied with a minimum dry film thickness of 10 mils. The epoxy coating shall be Permox, Tnemec, or P401. The coating shall incorporate a polyamide cured epoxy resin which shall consist of a primer coat and two (2) coats of epoxy.

All ductile iron installed south of Sterling Way in the PWS service area shall be coated exteriorly with Permox PCS-9043 Type II glass flake epoxy pipe coating, or approved equivalent.

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B. Manholes

Manholes shall be fiberglass, Armorock, or approved equivalent.

1. Watertight Fiberglass Manhole

Fiberglass reinforced polyester manholes shall be manufactured from commercial grade polyester resin or other suitable polyester or vinyl ester resins with fiberglass reinforcements.

Each manhole shall be a one-piece unit manufactured to meet or exceed all specifications of

ASTM D-3753, latest revision, as manufactured by L.F. Manufacturing, Inc., Containment

Solutions, or approved equivalent.

a. Stubouts and Connections

Kor-N-Seal boots may be installed by the manhole manufacturer using fiberglass reinforced pipe stubouts for the Kor-N-Seal boot sealing surface. Inserta-Tee or Qwik Seal fittings may be requested and installed per manufacturer’s instructions when adding new services to existing fiberglass manhole structures.

b. Manhole Bottom

Fiberglass manholes shall have resin fiber-reinforced bottoms. Deeper manholes may require a minimum of two fiberglass channel stiffening supports as per the manufacturer’s recommendations. All fiberglass manholes manufactured with a fiberglass bottom shall have a minimum 3-inch-wide anti-flotation ring. The manhole bottom shall be a minimum of ½ inch thick.

c. Fiberglass Enclosed Invert and Bench Area

A fiberglass enclosed invert and bench area shall be installed in the manhole by the manufacturer. The invert shall be formed using a non-corrosive material and completely enclosed in a minimum 1/4-inch layer of fiberglass chop.

d. Height Adjustment/Chimney

Fiberglass manholes shall have the ability to be height adjustable with the use of a height adjustment ring. Height adjustment will be made as a field operation without the use of uncured resins or fiberglass lay-ups. Fiberglass manholes shall maintain all load and soundness characteristics required by ASTM D3753 after height adjustment has occurred.

HDPE adjustment grade rings shall be used for height adjustment (up to 15”).

Adjustment rings shall be manufactured from polyethylene as identified in ASTM D1248 and shall be tested and qualified for usage under this standard. Recycled material meeting this standard may be used. Any defective rings shall not be used and shall be sent back to the manufacturer for recycling. Concrete rings and brick with mortar cement will not be acceptable.

All HDPE rings shall be manufactured utilizing the injection molding process as defined by the Society of Plastic Engineers and shall be tested to assure compliance with impact and

Page 21 of 70 Company Name_________________________________ loading requirements of AASHTO’s Standard Specifications for Highway Bridges, latest edition. All riser rings shall be recognized by the Florida Department of Transportation (DOT) for use in DOT rights-of-way, with history of use in those rights-of-way. All rings must comply with ASTM D1238 (Melt Flow Index), ASTM D792 (Density), and ASTM D638

(Tensile Strength) standards and property values. The supplier must certify proof of load factor and manufacturing quality control prior to installation of riser rings.

All riser rings shall be manufactured in accordance with industry standards for dimension, sizing, and ratio to ensure tight fit in the installation of the rings and uniformity in multiple units. Riser rings shall have the structure and sealing properties for vacuum test to 11 inches of mercury for set time. Only butyl rubber adhesive rope will be allowed as the sealant between rings as recommended in ASTM C990. All HDPE riser rings shall be manufactured by Ladtech

Inc., or approved equivalent.

e. Ring and Cover

The manhole shall provide an area from which an HDPE grade ring can be installed to accept a ring and cover and have the strength to support a traffic load without damage to the manhole or the grade rings. The manufacturer of manhole rings and covers shall be experienced in their design and construction, regularly engaged in their manufacture and have produced manhole rings and covers that have performed successfully in service for at least 10 years. The rings and covers shall meet or exceed the following standards: ASTM A536, F1144, F1143, and ISO

1083 for ductile iron rings and covers; ASTM G154, C1028, D256, and D790 for composite rings and covers; as well as AASHTO M306.

Manhole rings and covers shall be watertight and locking and shall be U.S. Foundry (#170-E), Composite Access Products CAP ONE® (#A-1BK24S4-P13P16SS-H1 or A-1BK30S4-

P13P16SS-H1), or approved equivalent.

All manhole rings and covers shall be water-tight when closed and secure. The covers shall have cast in the cover “PACE WATER SYSTEM” and “SANITARY SEWER.”

Manholes located in roadways shall have a concrete ring constructed around the ring and cover.

Concrete rings shall be 5,000 psi with fiberglass mesh.

f. Fillers and Additives

Fillers, when used, shall be inert to the environment and manhole construction. Sand shall not be accepted as approved filler. Additives, such as thixotropic agents, catalysts, promoters, etc., may be added as required by the specific manufacturing process to be used to meet the requirements of this utility design manual. The resulting reinforced plastic material must meet all requirements of this utility design manual.

g. Reinforcing Materials

The reinforcing materials shall be commercial Grade “E” type glass in the form of continuous roving and chop roving, having a coupling agent that will provide a suitable bond between the glass reinforcement and the resin.

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h. Exterior Surface/ Material

The exterior surface shall be relatively smooth with no sharp projections. Handwork finish is acceptable if enough resin is present to eliminate fiber show. The exterior surface shall be free of blisters larger than 0.5 inch in diameter, de-lamination or fiber show.

For a UV inhibitor, the resin on the exterior surface of the manhole shall have pigment added for a minimum thickness 0.125 inches.

i. Interior Surface/Material

The interior surface shall be resin rich with no exposed fibers. The surface shall be free of crazing, de-lamination, blisters larger than 0.5 inch in diameter, and wrinkles of 0.125 inch or greater in depth. Surface pits shall be permitted if they are less than 0.75 inch in diameter and less than 0.0625 inch deep. Voids that cannot be broken with finger pressure and are entirely below the resin surface shall be permitted if they are less than 0.5 inch in diameter and less than 0.0625 inch thick.

The inner surface exposed to the chemical environment shall be a resin-rich layer of 0.010 to

0.020 inch thick. The inner surface layer exposed to the corrosive environment shall be with the minimum of two passes of chopped roving of minimum length 0.5 inch (10mm) to maximum length of 2.0 inch (50.8 mm) and shall be applied uniformly to an equivalent weight of 3 oz/ft. Each pass of chopped roving shall be well-rolled prior to the application of additional reinforcement. The combined thickness of the inner surface and interior layer shall not be less than 0.10 inch (2.5mm).

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j. Wall Construction/Thickness

After the inner layer has been applied to the manhole, the wall shall be constructed with a chop and continuous strand filament wound manufacturing process which ensures continuous reinforcement and uniform strength and composition. The cone section, if produced separately, shall be affixed to the barrel section at the factory with a resin-glass reinforced joint, resulting in a one-piece unit. Seams shall be fiberglassed on the inside and the outside using the same glass-resin jointing procedure. Field joints shall not be accepted by anyone except the manufacturer.

Fiberglass manholes 48” in diameter and up to 20 feet in depth will have a minimum wall thickness of 0.3125 inches. Fiberglass manholes 48” in diameter and 20 feet to 30 feet in depth will have a minimum wall thickness of 0.5 inches.

k. Repairs

Manhole repairs are subject to all requirements of this utility design manual and are to be performed by the manufacturer’s representative.

l. Load Rating

The complete manhole shall have a minimum dynamic-load rating of 16,000 lbs. when tested in accordance with ASTM D3753 8.4 (note 1). To establish this rating the complete manhole shall not leak, crack, or suffer other damage when load tested to 40,000 lbs. and shall not deflect vertically downward more than 0.25 inch at the point of load application when loaded to 24,000 lbs.

m. Stiffness

The manhole cylinder shall have the minimum pipe stiffness values shown in the table below when tested in accordance with ASTM D3753 8.5 (note 1).

Length - FT F/∆Y - PSI 3 - 6.5 0.75

7 - 12.5 1.26

13 - 20.5 2.01

21 - 25.5 3.02

26 - 35 5.24

n. Soundness

To determine soundness, the manufacturer shall apply an air or water pressure test to the manhole test sample. Test pressure shall not be less than 3 psig or greater than 5 psig. While holding at the established pressure, the entire manhole shall be inspected for leaks. Any leakage through the laminate is cause for failure of the test (see ASTM D3753 8.6).

o. Chemical Resistance

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The fiberglass manhole and all related components shall be fabricated from corrosion-proof material suitable for atmospheres containing hydrogen sulfide and dilute sulfuric acid, as well as other gases associated with the wastewater collection system.

p. Physical Properties

Physical properties shall be in accordance with ASTM D3753.

q. Test Methods

All tests shall be performed as specified in ASTM D3753, latest revision, section 8. Test methods utilized shall include ASTM D790 (see note 5) and D695.

r. Quality Control

Each completed manhole shall be examined by the manufacturer for dimensional requirements, hardness, and workmanship, and all required ASTM D3753 testing shall be completed.

Records of all testing shall be kept and copies of test records shall be presented to PWS upon formal written request within a reasonable time period.

s. Certifications

As a basis of acceptance, the manufacturer shall provide certification. Certification shall consist of a copy of the manufacturer's test report accompanied by a copy of the test results stating the manhole has been sampled, tested, and inspected in accordance with the provisions of this utility design manual and meets all requirements.

t. Shipping and Handling

The fiberglass manhole shall not be dropped or impacted. The manhole may be lifted by inserting a 4"x4"x30" timber into the top of the manhole with a cable attached, or by a sling or

"choker" connection around the center of manhole, to lift as required. The use of chains or cables in contact with the manhole surface is prohibited.

u. Installation

The fiberglass manhole shall be installed per the manufacturer’s recommendations. Anti-flotation calculations shall be required from the manufacturer or engineer for all structures.

v. Backfill

Hoop Direction Axial Direction Tensile Strength (psi) 18,000 5,000

Tensile Modules (psi) 0.6 x 106 0.7 x 106

Flexural Strength (psi) 26,000 4,500

Flexural Modules (psi) 1.4 x 106 0.7 x 106

Compressive (psi) 18,000 10,000

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Unless shown otherwise on drawings and approved by the engineer, sand, crushed stone, or pea gravel shall be used for backfill around the manhole for a minimum distance of one foot from the outside surface and extending from the bottom of the excavation to the top of the reducer section. Suitable material chosen from the excavation may be used for the remainder of the backfill. The material chosen shall be free of large lumps or clods, which will not readily break down under compaction. This material will be subject to approval by the engineer.

Backfill shall be placed in layers of not more than 12 loose measure inches and mechanically tamped to 95% Standard Proctor Density, unless otherwise approved by the engineer. Flooding will not be permitted. Backfill shall be placed in such a manner as to prevent any wedging action against the fiberglass manhole structure.

The chimney shall be constructed on the flat shoulder of the manhole and brought to grade using height adjustment rings, as specified herein.

w. Marking and Identification

Each manhole shall be marked on the inside and outside with the following information.

▪ Manufacturer’s name or trademark

▪ Manufacturer’s serial number

▪ Total manhole depth

▪ ASTM Designation

2. Fiberglass Doghouse Manhole

Fiberglass doghouse manholes shall be constructed in accordance with ASTM D3753 and as described in the Fiberglass Manhole section of this utility design manual.

The manhole shall be lowered into wet concrete until it rests at the proper elevation, with a minimum of 4 inches of fiberglass manhole inserted into the wet concrete below the flow line, then moved to plumb. The concrete shall extend a minimum of one foot from the outside wall of the manhole and a minimum of 6 inches above incoming lines.