SPECIAL PROVISIONS – HISTORIC

MITCHELVILLE FREEDOM PARK –

LOOP ROAD & PARKING AREA

EXHIBIT D

IFB

2026-11

HISTORIC MITCHELVILLE FREEDOM PARK SPECIAL PROVISIONS

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TOWN OF HILTON HEAD ISLAND

HISTORIC MITCHELVILLE FREEDOM PARK –

LOOP ROAD & PARKING AREA

TECHNICAL SPECIFICATIONS

PART 1 – GENERAL

1. SCOPE

The Town of Hilton Head Island is proposing to remove and replace the existing parking lot with new paved drive isles, pervious paver parking stalls, and stormwater management infrastructure. Erosion control BMP’s will be installed to prevent sediment from leaving the site. A water main with fire hydrant is also proposed.

2. SUBMITTALS

2.1 Construction Schedule. The CONTRACTOR shall submit to the TOWN and

ENGINEER for approval within 10 days of the contract execution, a practicable critical path method construction schedule based on calendar days and the major tasks involved and a methodology statement for prosecution of the work. No work on site shall begin until the schedule is approved in writing by the TOWN.

2.2 Contact List. The CONTRACTOR shall submit to the TOWN and ENGINEER at least 10 days prior to initiation of work a typed list of pertinent project personnel and their telephone numbers and e–mail addresses by which key personnel can be reached for purposes of notification and other matters discussed in these Specifications.

Should a subcontractor perform the work, the CONTRACTOR shall provide a contact person or person(s) directly employed by the CONTRACTOR who shall be the TOWN’s point of contact and who shall be in responsible charge of the subcontractor during the duration of the work.

2.3 List of Subcontractors. CONTRACTOR shal l submit to the TOWN and ENGINEER at least 10 days prior to the initiation of work a list that includes the name and physical address of each subcontractor and vendor and a description of the work or products to be provided by each entity. All subcontractors and vendors shall be acceptable to the TOWN.

2.4 Progress Reports. Between the time that the Notice to Proceed is issued and project mobilization to the project site, the CONTRACTOR shall only submit weekly progress reports. The CONTRACTOR shall notify the ENGINEER and TOWN’s Project Manager at least three (3) days in advance of the mobilization of equipment and/or materials to the project site. Once the CONTRACTOR is mobilized to the work site, the CONTRACTOR shall submit daily reports that summarize the work completed at the end of each workday. Daily Reports shall be submitted every working day during the construction period (even when no work is done) between the time at which the CONTRACTOR is mobilized at the work site and the time of Final

Acceptance. Reports shall be submitted by 10:00 a.m. to the ENGINEER and

TOWN’s Project Manager daily via e–mail. The CONTRACTOR shall coordinate with the TOWN’s Project Manager to formulate an acceptable form format for the daily

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3. SURVEY REQUIREMENTS

3.1 Horizontal control data and elevations for the work are included in the Plans.

Descriptions of the monument control in the vicinity of the work are also furnished in the Plans.

3.2 The CONTRACTOR shall establish the horizontal and vertical limits of the work and shall only use the tabulated and noted control provided in the Plans. The

CONTRACTOR shall not scale positions, distances, dimensions, elevation, slope, etc.

from the Plans for the purposes of work layout. The CONTRACTOR shall be responsible for all measurements that may be required for the execution of the work to the location and limit marks prescribed in the Plans and in these Specifications.

The ENGINEER reserves the right to modify the locations and elevations of the limit marks as may be required to meet changed conditions or as a result of necessary modifications to the work. A surveyor registered in the State of South Carolina shall be responsible for and certify all survey work provided by CONRTACTOR.

3.3 If the CONTRACTOR elects to establish temporary benchmarks through the work site, they shall be established by a closed loop of levels from a permanent benchmark or a line of levels between two permanent benchmarks. Any such temporary benchmark shall be located upon fixed objects such as utilities, roadways, etc. to assure reliability through the duration of the work.

3.4 Construction Stakes. The CONTRACTOR shall furnish, at his own expense, such stakes, templates, platforms, equipment, tools and material, and all labor as may be required in laying out any part of the work from the monuments, control data and elevations. It shall be the responsibility of the CONTRACTOR to maintain and preserve the stakes and other marks established by the ENGINEER for the purposes of this work until authorized to remove them. If such marks are destroyed by the

CONTRACTOR or through his negligence prior to their authorized removal, they may be replaced by the ENGINEER at his discretion, and the expense of replacement will be deducted from any amounts due or to become due. Work may be suspended at any time when location and limit marks established by the

CONTRACTOR are not reasonably adequate to permit checking of the work. It shall be the responsibility of the CONTRACTOR to determine rights of way, easements, and construction limits and other marks as established by the ENGINEER to ensure that the work is spatially accurate.

3.5 Record Data and Drawings. The CONTRACTOR shall keep accurate, legible records of the locations, types, and sizes of sanitary lines, service laterals, manholes, cleanouts, water lines, fittings, valves, hydrants, drainage pipes, drainage structures, pipe sizes and materials, approved field modifications, and other related work performed under this project. On a set of project plans, the CONTRACTOR shall prepare a set of "record" drawings from the data stated above. The horizontal locations of all portions of items installed on this project shall be accurately tied down to features that are physical and visible, such as property corner markers and/or permanent type structures. The actual invert elevations of all manholes, storm sewers and structures, sanitary sewers as built shall be clearly indicated on the

“record drawings”. These "record drawings” shall be kept clean and dry and maintained in a current state with the progress of the work. If at any time, a copy of

P a g e | 3 this plan or portion of it is requested by the OWNER, such copy shall be made available within 24 hours after the request is made. he final record survey shall be provided to the Town of HHI for review and approval within two (2) weeks of final completion. Final record drawings shall consist of a survey, signed and sealed by a licenses Surveyor in the State of South Carolina. The final record survey shall be delivered in (1) hardcopy and electronic (PDF) format. Pathway and walkway elevations shall include centerline elevations. Contract retainage will not be distributed by the Town until the final record survey is deemed acceptable to the

Town for project closeout purposes.

3.6 Property Corners. The CONTRACTOR shall be responsible for restoring any and all property corners or monuments disturbed during construction. They shall be restored in accordance with the TOWN’s Land Management Ordinance, by a professional land surveyor registered in the State of South Carolina before final payment will be made.

3.7 Project Coordination.

Survey/Recording: Working from established lines and levels at or near project site, establish and maintain dependable markers for lines and levels of the work construction. Calculate dimensions and measure for layout of work; do not scale the drawings. Maintain surveyor's log of layout work. Record deviations (if any) from drawing information on existing conditions, and review with Engineer at time of discovery. Provide copy of survey log and as–built drawings to owner at contract completion.

3.8 Field Engineering.

Surveys and Records/Reports: Work from lines and levels established by property survey, and as shown in relation to the work, establish and maintain benchmarks and other dependable markers to set lines and levels for the work and elsewhere on site as needed to properly locate each element of entire project. Survey and stake property corners, easements, and rights of way as necessary to determine construction limits and ensure horizontal construction accuracy.

Calculate and measure required dimensions as shown (within recognized tolerances if not otherwise indicated).

Do not scale drawings to determine critical dimensions.

Advise subcontractors performing the work, of marked lines and levels provided for their use in layout of work.

Survey Procedures: Verify construction staking from information shown on

Drawings in relation to survey, existing benchmarks, and fasteners before proceeding with actual work. As work proceeds, check major location of critical dimensions. Replace all staking damaged or removed during construction process prior to installation.

3.9 The TOWN reserves the right to withhold final payment until acceptable verifiable as–built drawings prepared, signed, and seal by a Professional Surveyor Licensed in the State of South Carolina have been submitted.

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4. PROTECTION OF EXISTING STRUCTURES

Roadways, fences, utilities, and other dwelling infrastructure within the work area and access route shall be protected by the CONTRACTOR to prevent damage thereto by the

CONTRACTOR’S operations.

5. TESTING AND INSPECTING

5.1 Testing shall be the CONTRACTOR’s responsibility and shall be performed at

CONTRACTOR‘s expense by a commercial testing laboratory.

5.2 Employment of testing agency or laboratory in no way relieves CONTRACTOR of obligation to perform Work in accordance with requirements of the specifications.

5.3 Testing laboratory and Project Engineer/Project Representative shall be given a minimum of 48 hours’ notice prior to taking any tests.

5.4 Test results shall be furnished to the Project Representative prior to continuing with associated or subsequent work.

5.5 Testing shall confirm to SCDOT Testing Procedures and Sampling. Should SCDOT not have testing standards for any component of construction, the Alternate Testing

Schedule in Part 3 shall be used.

6. SITE CLEAN–UP & RESTORATION

6.1 It is the intent of the TOWN that the work be accomplished with minimum disturbance to the properties adjacent to the work area (specifically, the adjacent upland, lawns, landscaping, trees, and nearshore areas), and that the immediate and general vicinity of the work area remain in its pre–project state subsequent to completion of the work. All materials utilized by the CONTRACTOR during construction shall be removed from the site, including survey stakes, debris, flagging and other temporary survey controls.

6.2 Should the CONTRACTOR during the progress of the work lose, dump, or misplace any material or equipment which in the opinion of the TOWN or ENGINEER may be considered unaesthetic, environmentally deleterious, dangerous to the public, or impact adjacent properties the CONTRACTOR shall recover and remove same within 24 hours of receipt of said notice at no additional cost to the TOWN.

6.3 The CONTRACTOR shall inspect the work areas at the end of every workday to ensure that all debris left by the CONTRACTOR’s and subcontractor’s workers has been removed from the work areas and properly disposed of. This includes, for example, lunch bags, soda cans, drink cups, etc.

6.4 Upon completion of all construction activity, the CONTRACTOR shall restore all staging, storage, transport, and work areas, fences, and other facilities to an equivalent pre–project condition or better to the approval of the TOWN, ENGINEER.

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7. EXAMINATION & FINAL ACCEPTANCE

7.1 The work will be thoroughly examined at the cost and expense of the TOWN as soon as practicable, and no later than thirty (30) days after the completion of the entire work or any portion of the work thereof. The CONTRACTOR or his authorized representative will be notified when the examination(s) is (are) to be made and will be permitted to accompany the survey party.

7.2 Should deficiencies in the work be determined relative to the Constructions Plans and Contract Documents, the CONTRACTOR will be required to correct same at the discretion and direction of the ENGINEER or TOWN. Corrections to the work involving the placement of additional material of any kind, shall be paid for at the contract rate. No direct payment shall be made for corrections to the work involving the removal and replacement of unacceptable materials, escarpment removal, or site clean–up, unless specifically allowed by the ENGINEER or TOWN.

7.3 Final acceptance of the whole or a part of the work and the deductions or corrections of deductions made thereon will not be reopened after having once been made, except on evidence of collusion, fraud or obvious error, and the acceptance of a completed section shall not change the time of payment of the retained percentages of the whole or any part of the work.

PART 2 – MATERIALS

8. GENERAL. The majority of quantities listed in the plan set are based on SCDOT 2025

Standard Specifications for Highway Construction and SCDOT’s standard drawings. Those quantities that are not part of the SCDOT’s 2025 Standard Specifications or standard drawings are specified below.

9. SP-1 EARTHWORK - COMPLETE. Measurement shall include any and all topsoil removal, stock pipe and re-placement, on-site movement of earthwork to achieve final grade, excavation, [placement and compaction of in-situ materials to achieve specified subgrade, borrow material required for paving systems, drainage swale excavation and earthwork movement, detention pond excavation and grading to construct this project.

The line item also includes material type sourcing, machine handling, haul, placement, compaction, fuel, equipment, labor, disposal, and any other ancillary items required to provide the earthwork required to construct this project. Payment will be made at the line item lump sum price.

10. SP-2 PERVIOUS PARKING PAVER SECTION (FULL SECTION INCLUDING STONE AND FABRIC). The detail for the pervious parking paver section to be constructed can be found on the construction plans. Measurement shall include full depth of section prescribed by line-item unit completed and accepted. Paver color and placement pattern shall be coordinated with Owner. Payment shall include all materials, including pavers, stone, geotextile and geofabric, labor, haul, delivery, excavation, compaction, backfill, haul, and any other incidental expenses to constructing the pervious parking paver area.

11. SP-3 VEHICULAR PAVER SECTION (FULL SECTION INCLUDING PAVERS, CONCRETE BASE AND

SAND). The detail for the Vehicular Paver Section to be constructed can be found on the construction plans. Measurements shall include the full depth of section prescribed by line-

P a g e | 6 item unit completed and accepted. Payment shall include all materials, including pavers, concrete base, setting sand, labor, haul, delivery, excavation, compaction, backfill, and any other incidental expenses to constructing the paver section.

12. SP-4 VALLEY GUTTER. Measurement shall include full installation of the valley gutter, as prescribed by line-item unit completed and accepted. Payment will be made, regardless of thickness, at the contract unit price per square yard of completed and accepted valley gutter. Payment shall include all materials, labor, tools, inserts, placement, formwork, finishing, compaction, backfill, and any other incidental expenses necessary to construct and place valley gutter.

13. SP-5 12” FLUSH RIBBON CURB. The detail for the flush ribbon curb can be found on the construction plans. Measurement shall include the construction of the Flush Ribbon Curb as specified in the plans including fine grading, compacting the subgrade, formwork, concrete, joint templates, joint materials, curing concrete, finishing, backfilling, and all other materials, labor, equipment, tools, supplies, transportation, and incidentals necessary to fulfill the requirements of the pay item.

14. SP-6 TRACKOUT CONTROL MAT. Measurement shall include full installation, maintenance, and removal of the Trackout Control Mat, as prescribed by line-item unit, and completed and accepted. Payment will be made at the contract unit price for each Trackout Control

Mat constructed. Mats shall be installed, constructed, and maintained pursuant to manufacturer recommendations.

15. SP–7 TREE PROTECTION FENCING – NON–SPECIMEN. Measurement shall include full installation of Non–Specimen Tree Protection Fencing, as indicated on plans, as prescribed by line–item unit and completed and accepted. Payment will be made at the contract unit price for each for linear foot of Non–Specimen Tree Protection and include all materials, labor and incidental costs required to install, remove, and dispose of non– specimen tree protection fencing.

16. SP–8 SPECIMEN TREE PROTECTION FENCING. The details for Specimen Tree Protection Fencing can be found on the construction plans. Measurement shall include full installation of

Specimen Tree Protection Fencing, as indicated on plans, as prescribed by line–item unit and completed and accepted. Payment will be made at the contract unit price for each for linear foot of Specimen Tree Protection and include all materials, labor and incidental costs required to install, remove, and dispose of specimen tree protection fencing.

17. SP–9 DUST CONTROL. Payment shall be made at the contract unit price for Dust Control and will include all materials, labor and incidental costs required to implement and maintain dust control.

18. SP-10 MUTCD SIGNS – STOP, YIELD, ADA & PEDESTRIAN CROSSING SIGNS. Measurement shall include all materials and fabrication to provide the complete signage and installation, prescribed by line-item unit and completed and accepted. Payment shall include all materials, including fabrication, hardware, concrete, posts, materials, labor, and all incidental costs required to install the sign completely.

19. SP-11 WATER UTILITIES.

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PART 1 – GENERAL

19.1 SECTION INCLUDES

A. Piping

B. Valves

C. Fittings

D. Connect to Existing System

E. All necessary appurtenances to convey potable water from existing system to the location shown on plans.

19.2 OMITTED

19.3 OPTIONS

19.4 REFERENCES (LATEST REVISION)

A. Hilton Head Island Public Service District No. 1 (HHI PSD No.1) – All water distribution materials and installation shall be in accordance with HHI PSD No.1 specification and standards. In the event of an omission in the HHI PSD NO.1 specifications, the specifications below shall govern.

B. ASTM A 53 – Pipe, Steel, Black and Hot–Dipped, Zinc–Coated, Welded and

Seamless.

C. ASTM A 139 – Electric–Fusion (Arc) – Welded Steel Pipe (NPS 4 and Over).

D. ASTM C 443 – Joints for Concrete Pipe and Manholes, Using Rubber Gaskets.

E. ASTM C 478 – Precast Reinforced Concrete Manhole Sections.

F. ASTM D 1557 – Test Methods for Laboratory Compaction Characteristics of Soil

Using Modified Effort.

G. ASTM D 1784 – Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly

(Vinyl Chloride) (CPVC) Compounds.

H. ASTM D 2241 – Poly (Vinyl Chloride) (PVC) Pressure–Rated Pipe (SDR – Series).

I. ASTM D 2737 – Polyethylene (PE) Plastic Tubing.

J. ASTM D 2774 – Underground Installation of Thermoplastic Pressure Piping.

K. ASTM D 3139 – Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals.

L. ASTM D 3740 – Minimum Requirements for Agencies Engaged in Testing and/or

Inspection of Soil and Rock as Used in Engineering Design and Construction.

M. ASTM D 6938 – In–Place Density and Water Content of Soil and Soil – Aggregate by

Nuclear Methods (Shallow Depth).

N. ASTM E 329 – Agencies Engaged in Construction Inspection, Testing, or Special

Inspection.

O. AWWA C 104– Cement–Mortar Lining for Ductile Iron Pipe and Fittings for Water.

P. AWWA C 110 – Ductile–Iron and Gray–Iron Fittings.

Q. AWWA C 111– Rubber Gasket Joints for Ductile–Iron Pressure Pipe and Fittings.

R. AWWA C 115 – Flanged Ductile–Iron Pipe with Ductile–Iron or Gray–Iron Threaded

Flanges.

S. AWWA C 150 – Thickness Design of Ductile Iron Pipe.

T. AWWA C 151 – Ductile Iron Pipe, Centrifugally Cast, for Water.

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U. AWWA C 153 – Ductile–Iron Compact Fittings.

V. AWWA C 200 – Steel Water Pipe 6 Inch (150 mm) and Larger.

W. AWWA C 500 – Metal–Seated Gate Valves for Water Supply Service.

X. AWWA C 502 – Dry–Barrel Fire Hydrants.

Y. AWWA C 504 – Rubber–Seated Butterfly Valves, 3 inch through 72 inch.

Z. AWWA C 509 – Resilient–Seated Gate Valves for Water Supply Service.

AA. AWWA C 512 – Air Release, Air/Vacuum, and Combination Air Valves for

Waterworks Service.

BB. AWWA C 515 – Reduced–Wall, Resilient–Seated Gate Valves for Water Supply

Service.

CC. AWWA C 600 – Installation of Ductile Iron Water Mains and Their Appurtenances.

DD. AWWA C 605 – Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for Water.

EE. AWWA C 651 – Disinfecting Water Mains.

FF. AWWA C 800 – Underground Service Line Valves and Fittings.

GG. AWWA C 900 – Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 inch through 12 inch for Water Transmission and Distribution.

HH. AWWA C 901 – Polyethylene (PE) Pressure Pipe and Tubing, 1/2 inch through 3 inch, for Water Service.

II. AWWA C 905 – Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 inch through 48 inch (350 mm through 1,200 mm), for Water Transmission and

Distribution.

JJ. ASME B18.2.1 – Square, Hex, Heavy Hex, and Askew Head Bolts and Hex, Heavy

Hex, Hex Flange, Lobed Head, and Lag Screws (inch series).

KK. ASME B18.2.2 – Nuts for General Application: Machine Screw Nuts, Hex, Square, Hex Flange, and Coupling Nuts (inch series).

LL. NSF/ANSI 61 – Drinking Water System Components – Health Effects.

MM. ASSE 1003 – Performance Requirements for Water Pressure Reducing Valves for

Domestic Water Distribution Systems.

19.5 QUALITY ASSURANCE

A. Materials – Contractor will furnish the Engineer and Owner a description of all material before ordering. Engineer will review the Contractor's submittals and provide in writing an acceptance or rejection of material.

B. Manufacturer – Material and equipment shall be standard products of a manufacturer who has manufactured them for a minimum of 2 years and who provides published data on quality and performance of the products.

C. Subcontractor – A subcontractor for any part of the work must have experience on similar work, and if required, furnish Engineer with a list of projects and Owners or Engineers who are familiar with its competence.

D. Design – If Contractor wishes to furnish devices, equipment, structures, and systems not designed by Engineer, these items shall be designed by either a Professional

Engineer registered in the state of this project, or by someone Engineer accepts as qualified. If required, complete design calculations and assumptions shall be furnished to the Engineer or Owner before acceptance.

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E. Testing Agencies – Soil testing shall be conducted by a testing laboratory which operates in accordance with ASTM D 3740 and E 329 latest revision and be acceptable to the Engineer prior to engagement. Mill certificates of tests on materials made by manufacturers will be accepted provided manufacturer maintains an adequate testing laboratory, makes regularly scheduled tests that are spot checked by an outside laboratory, and furnishes satisfactory certificates with name of entity making the test.

F. Hydrostatic tests on pipe shall be made by Contractor with equipment qualified by the Engineer. Engineer or Project Representative reserves the right to accept or reject testing equipment. Hydrostatic testing shall be conducted in the presence of Engineer or Project Representative and a representative of water supplier.

19.6 REQUIREMENTS OF REGULATORY AGENCIES

A. Water mains shall be sterilized to meet requirements of the HHI PSD NO. 1 OR appropriate Health Department. Sterilization shall be in accordance with AWWA

Standards C–651, latest revision.

19.7 PRODUCT DELIVERY, STORAGE & HANDLING

A. Material shall be unloaded in a manner avoiding damage and shall be stored where it will be protected and will not be hazardous to traffic. Contractor shall repair any damage caused by the storage. Material shall be examined before installation. Neither damaged nor deteriorated material shall be used in the work.

19.8 SEQUENCING AND SCHEDULING

A. Contractor shall arrange the work so sections of mains between valves are tested, sterilized, pavement replaced, and the section placed in service as soon as reasonable after installation.

19.9 OMITTED

19.10 GUARANTEE

A. Contractor shall guarantee the quality of materials, equipment, and workmanship for a period of 12 months after acceptance. Defects discovered during this period shall be repaired by Contractor at no cost to the Owner.

19.11 EXISTING UTILITIES

A. All known utility facilities are shown schematically on the construction drawings and are not necessarily accurate in location as to plan or elevation. Utilities such as service lines or unknown facilities not shown will not relieve the Contractor of responsibility under this requirement. "Existing Utilities Facilities" means any utility existing on the project in its original, relocated, or newly installed position.

Contractor will be held responsible for the cost of repairs to damaged underground facilities, even when such facilities are not shown on drawings.

B. Contractor shall call for underground utility locations before starting work.

Underground utilities location service can be contacted at 811.

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19.12 CONNECT NEW MAIN TO EXISTING SYSTEM

A. Contractor shall furnish the necessary pipe and perform all excavation, dewatering, shoring, backfilling, etc., necessary to make the connection of a new main to existing water system. Contractor shall contact the Superintendent of

Water Utility a minimum of 48 hours in advance of construction. Contractor shall be responsible for coordinating construction with the utility operator.

19.13 DAMAGE TO EXISTING WATER SYSTEM

A. Damage to any part of the existing water system by Contractor or Subcontractors, repaired by Utility Owner's forces, shall be charged to Contractor on basis of time and material, plus 30% for overhead and administration.

19.14 MEASUREMENT AND PAYMENT

A. Measurement – The length of mains and branch lines to be paid for will be determined by measurement along the centerline of the various sizes and types of pipe actually furnished and installed, from the center of fitting, and from the center of the main to the end of the branch connection. No deduction will be made for the space occupied by valves and fittings.

B. Payment –

1. Pipe – Payment will be made at the contract unit price per linear foot for the various types and sizes of pipe that are actually placed, as shown on the plans, or as directed by the Engineer. Excavation, dewatering, installation, backfill, compaction, testing, metal detector tape, tracing wire, and all other incidentals to installation of the mains shall be considered as subsidiary obligations of the Contractor for completion of the line in place.

2. Fittings – Fittings for iron and plastic pipe in the distribution system will be paid for on the basis of the unit price per pound of ductile iron fittings at the weights listed in AWWA Specification C–153 for mechanical joint compact fittings. (Excluding Accessories.) No distinction will be made between the weight of compact ductile iron, cast iron or ductile iron fittings, unless the fittings used are not manufactured as compact fittings. Fittings not manufactured as compact fittings will be paid for on the basis of the unit price per pound of ductile iron fittings at the weights listed in AWWA C–110.

P.V.C. fittings used for P.V.C. pipe, at the Contractor's option, will be considered a subsidiary obligation to the pipe and will not be measured for separate payment. Payment for P.V.C. fittings shall be included in the unit price per foot for P.V.C. The adapters necessary to connect to valves shall be considered a part of the line in which they are installed.

3. Valves – Payment will be made at the contract unit price for each size.

Payment will include furnishing and installing the valve, valve boxes, extensions, or manholes.

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4. Fire Hydrants – Payment will be made at the contract unit price. Payment will include the cost of furnishing, installing and connecting the hydrant, gravel sump, restrained joints, backfilling, and painting. The 6–inch pipe from the main line to the hydrant will be paid for as 6–inch pipe. Gate valve and valve box will be paid for separately.

5. Cleaning and Disinfecting – No separate payment will be made for cleaning and disinfecting. Cleaning and disinfecting piping in the distribution system will be included in the lump sum and unit prices for the appropriate items.

6. Service Connections – Payment will be made at the contract unit price.

Payment will include the cost of furnishing and installing the tapping saddle, corporation stop, curb stop and marking stake at the property line. Service pipe will be paid for at the contract unit price for each size specified.

7. Grassing – There will be no separate measurement or payment. Grassing shall be considered as a subsidiary obligation of the Contractor in the restoration of disturbed areas.

8. Metal Detector Tape – No separate payment will be made for tape. The cost of furnishing and placing metal detector tape shall be included in the contract unit price for installing pipe.

9. Connections to Existing Mains – Payment will be made at the contract unit price for each type connection and will include all equipment, labor, and materials required to locate, excavate, cut, connect, backfill, and compact.

10. Tapping Sleeves and Crosses – Payment will be made at the contract unit price. Payment will include all labor, materials, and equipment necessary to locate, excavate, furnish, and install the sleeve or cross, valve, valve boxes or manholes, tap the existing main, backfilling and compaction.

11. Remove and Replace Existing Pavement – Payment will be made on a square yard basis and constructed in accordance with the detail shown.

12. Restrained Joints – Payment will be made at the contract unit price for each size installed. Payment will include all labor, materials, and equipment necessary to furnish and install each restrained joint.

13. Backflow Preventer Assembly – Payment will be made at the contract unit price for each size. Payment will include furnishing and installing the backflow preventer assembly, vault, cover, testing, and certification.

14. Casing – Payment will be made at the contract unit price per linear foot for each size. Payment will include dewatering, excavation, providing steel pipe, installation, casing spacers, enclosure method, backfilling, compaction, testing, and all equipment, labor, and materials necessary to complete the work.

1.15 TESTING

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A. Laboratory tests for moisture density relationship for fill materials shall be in accordance with ASTM D 1557, (Modified Proctor).

B. In place density tests in accordance with ASTM D 6938.

C. Testing laboratory shall operate in accordance with ASTM D 3740 and E 329 and be acceptable to the Engineer.

D. Testing laboratory and Project Engineer/Project Representative shall be given a minimum of 48 hours notice prior to taking any tests.

E. Testing shall be Contractor’s responsibility and shall be performed at Contractor‘s expense by a commercial testing laboratory operating in accordance with subparagraph C above.

F.

Test results shall be furnished to the Engineer prior to continuing with associated or subsequent work.

PART 19.2 – PRODUCTS

Products and materials used in work shall conform to the following:

19.2.1 PIPE

A. P.V.C. – All pipe shall be blue in color with factory marked homing lines. Pipe 4 inches through 12 inches shall conform to all requirements of AWWA C–900, DR 18, pressure class of 235 p.s.i. and shall have the following minimum wall thickness:

4 inches 0.267 inches

6 inches 0.383 inches

8 inches 0.503 inches

10 inches 0.617 inches

12 inches 0.733 inches

PVC pipe 14 inches through 18 inches shall conform to all requirements of AWWA

C905 with CI outside diameter, DR 18, with a pressure rating of 235 p.s.i.

Pipe with diameter less than 4 inches shall conform to all requirements of ASTM D–

1784 and D–2241 (SDR 21). The pipe shall have a minimum pressure rating of 200 p.s.i. Certificates of conformance with the foregoing specifications shall be furnished with each lot of pipe supplied. All P.V.C. pipe shall bear the National

Sanitation Foundation Seal of Approval.

B. Plastic Tubing – Tubing for service lines shall be:

Polyethylene Tubing: CTS PE 3408 conforming to all requirements of AWWA C–901 and ASTM D–2737 (SDR9). The tubing shall be copper tubing size and rated for a minimum working pressure of 200 p.s.i. Marking on the tubing shall include nominal tubing pipe size; type of tubing material – PE 3408; SDR 9; pressure rating – 200 p.s.i.;

ASTM D–2737; manufacturer’s name and seal of the National Sanitation

Foundation.

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19.2.2 JOINTS

A. Flanged Joints – Shall conform to ANSI A–21.15 (AWWA C–115). Bolts shall conform to ANSI B–18.2.1 and nuts shall conform to ANSI B–18.2.2. Gaskets shall be rubber, either ring or full face, and shall be 1/8 inch thick. Gaskets shall conform to the dimensions recommended by AWWA C–115 latest revision.

B. Mechanical Joints – In ductile iron pipe shall conform to ANSI A–21.11 (AWWA C–

111).

C. Push–On–Joints – In ductile iron pipes shall conform to ANSI A–21.11 (AWWA C–111).

D. Plastic Pipe – Joints in plastic pipe 4 inches through 12 inches shall meet all requirements of AWWA C–900. Joints in plastic pipe 14 inches through 18 inches shall meet all requirements of AWWA C905. Joints in plastic pipe with a diameter less than 4 inches shall conform to ASTM D–3139.

E. Restrained Joints – Restrained joints for pipe, valves and fittings shall be mechanical joints with ductile iron retainer glands equivalent to “Megalug” or push–on type joints equivalent to "Lok–Ring," "TR Flex," or "Super Lock" and shall have a minimum rated working pressure equal to the item restrained with a minimum safety factor of 2:1. The joints shall be in accordance with the applicable portions of AWWA C–

111. The manufacturer of the joints shall furnish certification, witnessed by an independent laboratory, that the joints furnished have been tested without signs of leakage or failure. Restrained joints shall be capable of being deflected after assembly.

F. Natural rubber or other material which will support microbiological growth may not be used for any gaskets, o–rings, and other products used for jointing pipes, setting meters, and valves or other appurtenances which will expose such material to water.

19.2.3 FITTINGS

A. Fittings for Ductile Iron or Plastic Pipe – Shall be ductile iron, manufactured in accordance with ANSI A–21.53 (AWWA C–153). They shall be cement lined in accordance with ANSI A–21.4 (AWWA C–104). Fittings shall be designed to accommodate the type of pipe used.

B. Fittings for Flanged Pipe – Shall be manufactured in accordance with ANSI A–21.10

(AWWA C–110), Class 125 flanges.

C. Fittings for Plastic Pipe – Less than 4 inches shall be PVC with ring tite rubber joints conforming to ASTM D–3139.

19.2.4 GATE VALVES

A. Two Inches and Larger – Shall be cast iron or ductile iron body, bronze mounted, double disc or resilient wedge design, with non–rising stems, conforming to AWWA

C–500, C–509, or C–515. Valves shall have a working pressure of 200 p.s.i. and be tested at 400 p.s.i.

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Valves shall be furnished with "O" ring packing. Two "O" rings shall be located above the thrust collar and one “O” ring below. The thrust collar shall be permanently lubricated and have an anti–friction washer on top of the thrust collar.

Valves installed in pits or above ground shall be furnished with hand wheels. Buried valves shall be furnished with square operating nuts.

B. Smaller Than 2 Inches – Shall be all brass, ball valve type. The pressure rating shall be 175 p.s.i.

C. Valve Boxes – Underground valves shall be installed in acceptable valve boxes.

The valve boxes shall have a suitable base which does not damage the pipe, and shaft extension sections to cover and protect the valve and permit easy access and operation. The box, cover, and any extensions needed shall be cast or ductile iron having a crushing strength of 1,500 pounds per linear foot. Valve boxes shall conform to the detail shown.

19.2.5 FIRE HYDRANTS

A. General – Hydrants shall be manufacturer's current model design and construction.

All units to be complete including joint assemblies. Physical characteristics and compositions of various metal used in the hydrant components shall meet the requirements as specified in AWWA C–502 latest revision. Hydrants shall be suitable for working pressure of 150 p.s.i.

B. Bonnet – Bonnet may have oil filled or dry reservoir. If oil filled, bonnet must have

"O" ring packing so all operating parts are enclosed in a sealed oil bath. Oil filler plug shall be provided in bonnet to permit checking of oil level and adding oil when required. If dry type, hydrant top must have lubricating hole or nut for ease of lubrication. All parts must be removed through top of hydrant without moving entire barrel section from safety flange.

C. Nozzles and Caps – The hydrant shall have two 2–1/2 inch connections and one 4–

1/2 inch steamer connection, National standard threads. Nozzles shall be bronze and have interlocking lugs to prevent blowout. Nozzle caps shall be secured to fire hydrant with non–kinking type chain with chain loop on cap ends to permit free turning of caps.

D. Seat Ring – Seat ring shall be bronze.

E. Drain Valves and Openings – Positive operating drain valves shall be provided to assure drainage of fire hydrant when the main valve is closed. Drain openings shall have bronze bushings.

F. Main Valve – Valve shall be designed to close with the pressure and remain closed.

Valve shall be made from material resisting damage from rocks or other foreign matter. Valve shall have a full 4–1/2inch opening.

G. Barrel and Safety Flanges – Hydrants shall have a safety–type vertical barrel with 4 foot bury and be designed with safety flanges and/or bolts to protect the barrel and stem from damage and to eliminate flooding when hydrant is struck. Bury depth shall be cast on barrel of hydrant.

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H. Operating Stop and Nut – Hydrant shall have a positive stop feature to permit opening of hydrant without over travel of stem. Operating nut shall be bronze 1

1/2 inch, point to flat, pentagon.

I. Bolts and Nuts – Bolts, washers and nuts shall be corrosion resistant.

J. Inlet – Bottom inlet of hydrant shall be provided with mechanical joint connection as specified and shall be 6 inch nominal diameter.

K. Direction of Opening – Hydrant shall be designed to close "right" or clockwise and open "left" or counter–clockwise.

L. Coatings – All inside and outside portions of hydrant shall be coated in accordance with AWWA C–502. The exterior portion of hydrant above ground level shall be painted with two coats of best grade zinc chromate primer paint and with two coats of approved hydrant enamel. Color shall be Federal Safety Yellow unless otherwise designated by Owner.

M. Joint Assemblies – Complete joint assemblies consisting of gland, gasket, bolts, and nut shall be furnished for mechanical joint inlets.

19.2.6 SERVICE CONNECTIONS

A. Taps in pipe larger than 3 inches shall be made with a tapping machine. A corporation stop shall be installed at the connection to the main. The corporation stop shall be brass manufactured in conformance with AWWA C–800. Inlet and outlet threads shall conform to AWWA C–800.

Corporation stops shall be 1 inch equivalent to Mueller H–15008 or B–25008 with a stainless steel stiffener. Service saddles shall have 1 inch AWWA taps, equivalent to

Ford Styles 202B or S70. Contractor shall adhere to pipe manufacturer's recommendations on maximum tap sizes for each main size.

B. Taps for services in PVC pipe 3 inches and smaller shall be equivalent to Romac

Industries Style 306 Saddle or made with a PVC Tee or per HHI PSD No. 1 standards.

The connection shall be capable of withstanding internal water pressure continuously at 150 p.s.i. House service lines will be 1 inch polyethylene tubing with a curb stop at the property line. The end of the service lateral at the property line shall be marked with a 2 x 4 stake, 36 inches long with the top 6 inches above the ground and painted blue. The depth of the pipe shall be marked on the back of the stake. Location of service line must appear on the “as–built” information and record drawings.

19.2.7 TAPPING SLEEVES

A. Cast or Ductile Iron – Shall be mechanical joint type sized to fit the intercepted pipe. They shall have duck–tipped end gaskets and shall be equivalent to Mueller

H–615/715 with a tapping valve attached. Outlet end of valve shall have a joint suitable for type of pipe installed in the new branch. Sleeve shall be sized to fit the intercepted pipe without leaking.

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B. Stainless Steel – Shall be all stainless steel construction with full circumferential gasket equivalent to JCM 432 with a tapping valve attached. Outlet end of valve shall have a joint suitable for type of pipe installed in the new branch. Sleeve shall be sized to fit the intercepted pipe without leaking.

19.2.8 CURB STOPS

A. At the end of the service line, where the meter is to be installed, a 1 inch brass ball valve with padlock wing shall be installed. The unconnected end shall be closed inside I.P. thread. All ball valves shall be 1/4 turn and the full open and closed position shall be controlled by check lugs. The pressure rating shall be 175 p.s.i. The ball valves shall be equivalent to Ford Ball Valve No. B41–444W.

19.2.9 METAL DETECTOR TAPE

A. The tape shall consist of 0.35 mils thick solid foil core encased in a protective plastic jacket resistant to alkalis, acids, and other destructive elements found in the soil.

The lamination bond shall be strong enough that the layers cannot be separated by hand. Total composite thickness to be 5.0 mils. Foil core to be visible from unprinted side to ensure continuity. The tape shall have a minimum 3 inch width and a tensile strength of 35 lbs. per inch.

A continuous warning message indicating “potable water” repeated every 16 inches to 36 inches shall be imprinted on the tape surface. The tape shall contain an opaque color concentrate designating the color code appropriate to the line being buried (Water Systems – Safety Precaution Blue).

19.2.10 BACKFLOW PREVENTER ASSEMBLY

A. Reduced Pressure – Shall consist of two independently operating check valves, one differential relief valve located between the two check valves, two resilient seat gate valves, and four properly placed resilient seated test cocks. Backflow preventer 2 inches and smaller shall have a bronze valve body. Backflow preventer greater than 2 inches shall be ductile iron or stainless steel. All internal parts in the check and relief valves shall be made of series 300 stainless steel or polymer materials suitable for potable water and rated for 175 p.s.i. working pressure. The assembly shall be constructed so all internal parts can be serviced or removed while in line. Assembly must be factory assembled and tested. Backflow preventer shall be equivalent to Febco Model 860 or Ames Model 4000 SS.

B. Double Check – Shall consist of two independently operating check valves, two resilient seat gate valves, and four properly placed resilient seated test cocks.

Backflow preventer 2 inches and smaller shall have a bronze valve body. Backflow preventer greater than 2 inches shall be ductile iron or stainless steel. All internal parts in the check valves shall be made of Series 300 stainless steel or polymer materials suitable for potable water and rated for 175 p.s.i. working pressure. The assembly shall be constructed so all internal parts can be serviced or removed while in line. Assembly must be factory assembled and tested. Backflow preventer shall be equivalent to Febco Model 805YD or Ames Model 2000 SS.

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19.2.11 TRACER WIRE

A. Tracer wire shall be #12 AWG High–Strength Copper Clad Steel (HS–CCS)

Conductor, insulated with 30 mil High Density Polyethylene (HDPE) Insulation, and rated for direct burial. Insulation color shall meet APWA color code standards for identification of buried utilities.

B. Wire connectors shall be designed for direct burial and moisture resistance.

Connectors shall be equivalent to 3M DBR/Y–6 Direct Bury Splice Kit.

19.2.12 CASING

A. Casing pipe shall be steel conforming to ASTM A 139, yield point of 35,000 p.s.i., of the diameter shown on the contract drawings for each crossing. The minimum wall thickness shall be 0.25 inches.

19.2.13 CASING SPACERS

A. Casing spacers shall be bolt on style with a shell made in two sections of a minimum

14 gauge T–304 Stainless Steel. Connecting flanges shall be ribbed for extra strength. The shell shall be lined with a PVC liner. All nuts and bolts shall be T–304

Stainless Steel. Runners shall be made of Ultra High Molecular Weight Polymer with inherently high abrasion resistance and a low coefficient of friction. The combined height of supports and runners shall keep carrier pipe a minimum of 0.75 inches from casing pipe at all times. Casing Spacers shall be as manufactured by

Cascade Waterworks Manufacturing Company or accepted equivalent.

19.2.14 PRODUCT REVIEW

A. Contractor shall provide the Engineer with a complete description of all products before ordering. The Engineer will review all products before they are ordered.

PART 19.3 – EXECUTION

19.3.1 ON–SITE OBSERVATION

A. Owner’s Representative or Engineer shall have the right to require any portion of work be completed in their presence. If any work is covered up after such instruction, it shall be exposed by the Contractor for observation. However, if

Contractor notifies Engineer such work is scheduled, and Engineer fails to appear within 48 hours, Contractor may proceed. All work completed and materials furnished shall be subject to review by the Engineer or Project Representative. All improper work shall be reconstructed. All materials which do not conform to requirements of specifications shall be removed from the work upon notice being received from Engineer for rejection of such materials. Engineer shall have the right to mark rejected materials to distinguish them as such.

Contractor shall give the Project Engineer or Project Representative a minimum of

48–hours’ notice for all required observations or tests.

It will also be required of Contractor to keep accurate, legible records of the location of all water lines, service laterals, valves, fittings, and appurtenances.

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These records will be prepared in accordance with the paragraph on "Record

Data and Drawings" in Special Conditions. Final payment to the Contractor will be withheld until all such information is received and accepted.

19.3.2 INSTALLATION

A. Ductile iron pipe shall be laid in accordance with AWWA C–600; Plastic pipe shall be laid in accordance with AWWA C 605, ASTM D 2774, UNI–Bell UNI–B 3, and the pipe manufacturer's recommendations. The standards are supplemented as follows:

1. Depth of Pipe – Contractor shall perform excavation of whatever substances are encountered to a depth providing a minimum cover over top of pipe 48 inches from the existing or proposed finished grade.

2. Alignment and Grade – Water mains shall be laid and maintained to lines and grades established by the plans and specifications, with fittings, valves, and hydrants at required locations unless otherwise accepted by Owner.

Valve–operating stems shall be oriented in a manner to allow proper operation. Hydrants shall be installed plumb.

a. Prior Investigation – Prior to excavation, investigation shall be made to the extent necessary to determine location of existing underground structures, utilities, and conflicts. Care shall be exercised by the

Contractor during excavation to avoid damage to existing structures and utilities. Pipe manufacturer’s recommendations shall be used when the watermain being installed is adjacent to a facility cathodically protected.

b. Unforeseen Obstructions – When obstructions not shown on plans are encountered during progress of work and interfere so a change of the plans is required, Engineer will revise plans, or order a deviation in line and grade, or arrange for removal, relocation, or reconstruction of obstructions.

c. Clearance – When crossing existing pipelines or other structures, alignment and grade shall be adjusted as necessary, with the acceptance of Engineer, to provide clearance as required by federal, state, and local regulations or as deemed necessary by Engineer to prevent future damage or contamination.

3. Trench Construction – The trench shall be excavated to alignment, depth, and width specified or shown on plans and shall be in conformance with all federal, state, and local regulations for protection of workers.

4. Joint Restraint – All bends, plugs, valves, caps and tees on 2–inches pipe and larger, shall be provided with stainless steel tie rods or joint restraints equivalent to Megalugs. Additional restraint shall be as indicated on the drawings.

5. Anchorage for Hydrants – A concrete block 1 foot x 1 foot x 2 feet shall be poured between back of hydrant and undisturbed earth of the trench side

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Megalugs manufactured by EBAA Iron may be used in lieu of concrete blocking.

6. Hydrostatic and Leakage Tests – Ductile iron pipe shall be tested in accordance with AWWA Standard C 600, Section 5.2 – Hydrostatic Testing.

Allowable leakage shall not exceed the formula L = SDP1/2/148,000, in which

L is allowable leakage in gallons per hour; S is length of pipe in feet tested;

D is nominal…