ITBC_25-011P_Specs_for_Bidding_10.14.24.pdf

Technical Specifications

GENERAL AVIATION TERMINAL

BUILDING

Flagler Executive Airport Palm Coast, FL

ITB No. 25-011P

FDOT FM No. TBD

Hoyle Tanner Project No. 18.858611.00

Prepared for:

Flagler County, Florida

October 2024

INTENTIONALLY LEFT BLANK

Table of Contents 1

Table of Contents

TECHNICAL SPECIFICATIONS

General Demolition Specification………………………………………… ................... …………H-030 1-1

Florida Department of Transportation Specifications……………………… ......................... ……P-100 1-3

WATER AND WASTEWATER SPECIFICATIONS

Part 1: General Construction Requirements and Wastewater Construction

Part 2: Construction Specifications for Water Distribution Systems

Part 3: Construction Specifications for Sewage Collection, Force Mains and Pump/Lift Stations

ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING SPECIFICATIONS

APPENDIX

Appendix 1 Geotechnical Investigation Report

Appendix 2 8 ft Airport Low-Profile Barricade

Specifications are available online at https://www.fdot.gov/programmanagement/Implemented/SpecBooks/

TECHNICAL SPECIFICATIONS

H-030-1

SUPPLEMENT SPECIFICATION

ITEM H-030 GENERAL DEMOLITION

DESCRIPTION

This item shall consist of removing and satisfactorily disposing of existing pavement and other items at locations shown on the plans and other locations as approved by the Engineer. Pavement for the purpose of the specifications, shall be considered to include existing asphaltic surface course or concrete slabs. All pavements shall be saw-cut and removed in accordance with the Contract Drawings. It shall be the contractor's responsibility to repair any base course or adjacent pavement damaged by this work. No additional compensation will be provided for such repair. Other items to be removed shall be as shown on the contract drawings.

030-1.1 DISPOSAL METHODS. Unless otherwise stated all materials removed shall become the property of the Contractor and shall be disposed of off airport property. It may be reused in accordance with these specifications if called for on the contract drawings or disposed of as directed. Specified materials may be used as embankment or for soil stabilization material if they are processed in accordance with applicable sections of these specifications.

The manner and location of disposal of these materials shall be subject to the approval of the engineer and shall not create an unsightly or objectionable view.

MEASUREMENT AND PAYMENT

030-2.1 Removed materials shall be considered on a lump sum basis and inspected in its original position prior to bid.

030-2.2 The quantity of materials removed, determined as provided above, shall be paid for at the contract price on a lump sum basis for removal of existing pavement, and other items, which price and payment shall be full compensation for performing and completing all the work and satisfactory disposal.

Payment shall be made under the various pay items in the bid schedule having the prefix “H-030.”

END OF ITEM H-030

100% Design Documents

General Aviation Terminal at Flagler Executive Airport

FDOT STANDARD INDEX AND SPECIFICATIONS P-100 - 1

ITEM P-100 FDOT STANDARD INDEX AND SPECIFICATIONS

1. FDOT SPECIFICATIONS.

A. The construction details which will govern the prosecution of the work as set out in the proposal and/or shown on the plans shall conform in their entirety to Divisions II and III of the Florida Department of Transportation Standard Specifications for Road and Bridge Construction dated FY 2024-2025, or Current Edition at time if Bidding, including all FDOT Supplements and as modified hereinafter.

B. The construction details contained in the Divisions which are not required to accomplish the work set out in proposal and/or shown on the plans will have no application to these specifications.

C. These standard specifications may be obtained from:

Florida Department of Transportation Map and Publication Sales Mail Station 12, Room Number 27 605 Suwannee Street Tallahassee, Florida, 32399-0450

(904) 488-9220.

Specifications are available online at https://www.fdot.gov/programmanagement/Implemented/SpecBooks/

D. A copy is on file and may be inspected at the Office of the Engineer. The Contractor shall have at least one set of the standard specifications available on the project.

E. Standard Specifications for Road and Bridge Construction will apply to all development on this project, FDOT specifications pertinent to this project are as follows:

FDOT

Section

Description

DIVISION I GENERAL REQUIREMENTS AND COVERAGE

1 Definition of Terms

2 Proposal Requirements and Conditions

3 Award and Execution of Contract

4 Scope of Work

5 Control of the Work

6 Control of Materials

7 Legal Requirements and Responsibility to the Public

8 Prosecution and Progress

9 Measurement and Payment

DIVISION Il CONSTRUCTION DETAILS

GENERAL CONSTRUCTION OPERATIONS

100 Construction Equipment - General Requirements

101 Mobilization

102 Maintenance of Traffic

General Aviation Terminal at Flagler Executive Airport

FDOT STANDARD INDEX AND SPECIFICATIONS P-100 - 2

103 Temporary Work Structures

104 Prevention, Control, And Abatement of Erosion and Water Pollution

105 Contractor Quality Control General Requirements

107 Litter Removal and Mowing

108 Monitor Existing Structure

CLEARING CONSTRUCTION SITE

110 Clearing And Grubbing

EARTHWORK AND RELATED OPERATIONS

120 Excavation and Embankment

125 Excavation for Structures and Pipe

160 Stabilizing

BASE COURSES

285 Optional Base Course

BITUMINOUS TREATMENTS, SURFACE COURSES AND CONCRETE PAVEMENT

300 Prime and Tack Coats

320 Hot Mix Asphalt – Plant Methods and Equipment

327 Milling of Existing Asphalt Pavement

330 Hot Mix Asphalt – General Construction Requirements

334 Superpave Asphalt Concrete

350 Cement Concrete Pavement

STRUCTURES

400 Concrete Structures

415 Reinforcing for Concrete

425 Inlets, Manholes, and Junction Boxes

430 Pipe Culverts

431 Pipe Liner

449 Precast Concrete Drainage Products

INCIDENTAL CONSTRUCTION

520 Concrete Gutter, Curb Elements, and Traffic Separator

522 Concrete Sidewalks and Driveways

525 Asphalt Concrete Curb

526 Architectural Pavers

527 Detectable Warnings

536 Guardrail

550 Fencing

555 Directional Bore

570 Performance Turf

General Aviation Terminal at Flagler Executive Airport

FDOT STANDARD INDEX AND SPECIFICATIONS P-100 - 3

SIGNING, PAVEMENT MARKING, AND LIGHTING

700 Highway Signing

710 Painted Pavement Markings

711 Thermoplastic Pavement Markings

DIVISION III MATERIALS

AGGREGATES

901 Coarse Aggregate

902 Fine Aggregate

FLEXIBLE-PAVEMENT MATERIALS (INCLUDING MATERIAL FOR STABILIZING)

911 Base and Stabilized Base Materials

916 Bituminous Materials

MATERIALS FOR PORTLAND CEMENT CONCRETE

(STRUCTURAL, PAVEMENT, AND MISCELLANEOUS)

921 Portland Cement and Blended Cement

923 Water for Concrete

924 Admixtures for Concrete

925 Curing Materials for Concrete

926 Epoxy Compounds

929 Supplementary Cementitious Materials

930 Materials for Concrete Repair

DRAINAGE MATERIALS

948 Optional Drainage Products and Linear Repair Systems

949 Miscellaneous Components for Manholes, Inlets and Other Structures

EROSION CONTROL MATERIALS

981 Turf Materials

982 Fertilizer

983 Water for Grassing

F. Specification sections not specified above but cross-referenced in the above individual sections are also included herewith and made a part of these Contract Documents.

2. FDOT DESIGN STANDARDS.

A. Design Standards as referenced shall be the Florida Department of Transportation FY 2022-23 Standard Plans for Road Construction (“Standard Plans”).

B. These standard specifications may be obtained from:

Florida Department of Transportation

General Aviation Terminal at Flagler Executive Airport

FDOT STANDARD INDEX AND SPECIFICATIONS P-100 - 4

Map and Publication Sales Mail Station 12, Room Number 27 605 Suwannee Street Tallahassee, Florida, 32399-0450

(904) 488-9220.

Design Standards are available online at https://www.fdot.gov/design/standardplans/current/default.shtm

3. CONFLICT RESOLUTION

A. In the event of any conflict(s) between the Contract Documents and the FDOT Standard

Specifications, the precedence in resolving such conflict(s) shall be as follows:

1. Bidding and Contract Requirements, and Technical Specifications for the project as located in this project Manual shall govern over FDOT Bid and Contract Requirements.

2. Greater Quantities shall govern over lesser.

3. Higher quality and/or more stringent requirements as adjudged by the Engineer shall govern over lesser.

B. Where FDOT Specifications refer to the "Department", it shall be understood to mean the Owner as Stated in the CONTRACT.

C. Where FDOT Specifications refer to the "Engineer", "Engineer of Tests", or "Division of Tests", it shall be understood to mean the Engineer of the Owner as Stated in the CONTRACT.

4. EXECUTION

A. MEASUREMENT AND PAYMENT: Method of measurement and basis of payment for material and work performed in conformance with the above specifications shall be as indicated on the BID SCHEDULE. The costs bid shall be full compensation for labor, equipment, materials and incidentals necessary to complete the work in conformance with the Plans and Specification to the satisfaction of the Owner. Incidentals include, but are not limited to, items which have specific DOT bid item numbers in the referenced specifications but are not included in the Bid Schedule.

END OF ITEM P-100

WATER AND WASTEWATER SPECIFICATIONS

Item SP-01: Standard Specifications for Water and Waste Water

Construction

Part 1: General Construction Requirements for Water and Waste

Water Construction

Part 2: Construction Specifications for Water Distribution

Systems

Part 3: Construction Specifications for Sewage Collection, Force

Mains and Pump/Lift Stations

Part 1

General Construction

Requirements

Section 10

GENERAL

10.1 GRADES, SURVEY LINES, AND PROTECTION OF MONUMENT

10.1.1 GRADE

Benchmarks and base line controlling points shall be established prior to beginning work. Reference marks for lines and grades as the work progresses will be located so as to cause as little inconvenience to the prosecution of the work as possible. The

CONTRACTOR shall so place excavation and other materials as to cause no inconvenience in the use of the reference marks provided. CONTRACTOR shall remove any obstructions placed contrary to this provision.

10.1.2 SURVEYS

The CONTRACTOR shall furnish and maintain, at their own expense, stakes and other such materials, and give such assistance, including qualified helpers, for setting reference marks to the satisfaction of THE OWNER and the ENGINEER. The

CONTRACTOR shall check such reference marks by such means as they may deem necessary and, before using this, shall call THE OWNER’S attention to any inaccuracies. The CONTRACTOR shall, at their own expense, establish all working or construction lines and grades as required from the reference marks, and shall be solely responsible for the accuracy thereof. The CONTRACTOR shall, however, be subject to the check and review of THE OWNER.

10.1.3 MONUMENT PRESERVATION

Property corners and survey monuments shall be preserved using care not to disturb or destroy them. If a property corner or survey monument is disturbed or destroyed during construction, whether by accident, careless work, or required to be disturbed or destroyed by the construction work, said property corner or survey monument shall be restored by a land surveyor registered in the State of Florida. All costs for this work shall be paid for by the CONTRACTOR.

10.2 UTILITY COORDINATION

10.2.1 LOCATION OF UTILITIES

Prior to proceeding with trench excavation, the CONTRACTOR shall contact all utility companies in the area to aid in locating their underground services. It shall be the

CONTRACTOR'S responsibility to contact utility companies at least three (3) normal working days before starting construction. The CONTRACTOR shall proceed with caution in the excavation and preparation of the trench so that the exact location of underground utilities may be determined.

The CONTRACTOR shall take all reasonable precautions against damage to existing utilities. However, in the event of a break in an existing water main, gas main, sewer or underground cable, the CONTRACTOR shall immediately notify the responsible official of the organization operating the interrupted utility. The CONTRACTOR shall lend all possible assistance in restoring services and shall assume all cost, charges, or claims connected with the interruption and repair of such services.

10.2.2 DEVIATIONS OCCASIONED BY STRUCTURES OR UTILITIES

Wherever obstructions are encountered during the progress of the WORK and interfere to such an extent that an alteration in the PLANS is required, THE OWNER shall have the authority to order a deviation from the line and grade. If a change in line or grade of a gravity sewer is necessary, THE OWNER will require the addition of any manholes needed to maintain the integrity of the sewer system.

10.2.3 TEST PITS

Test pits for the purpose of locating underground pipeline, utilities, or structures in advance of the construction shall be excavated and backfilled by the CONTRACTOR.

Test pits shall be backfilled immediately after their purpose has been satisfied and maintained in a manner satisfactory to THE OWNER. The costs for such test pits shall be borne by the CONTRACTOR.

10.2.4 PROTECTION OF EXISTING OWNER’S FACILITIES

Temporary support, adequate protection and maintenance of all underground and surface utility structures including sewers, manholes, hydrants, valves, valve covers, and miscellaneous other utility structures encountered in the progress of the WORK shall be furnished by the CONTRACTOR at their expense. Any such structures which may have been disturbed shall be restored upon completion of the WORK.

10.3 CONSTRUCTION IN EASEMENTS AND RIGHTS-OF-WAY

10.3.1 CONSTRUCTION IN EASEMENTS

In easements across private property, the CONTRACTOR shall confine all operations within the easement area and shall be responsible and liable for all damage outside of the easement area. Trees, fences, shrubbery or other type of surface improvements located in easements will require protection during construction. Precautions shall be taken by adequate sheeting or other approved method to prevent any cave-in or subsidence beyond the easement limits or damage to improvements within the easement. In general, the easement area is intended to provide reasonable access and working area for efficient operation by the CONTRACTOR. Where easement space for efficient operation is not provided, the CONTRACTOR shall be responsible for organizing their operations to perform within the restrictions shown on the PLANS.

10.3.2 CONSTRUCTION IN FLORIDA DEPARTMENT OF TRANSPORTATION

RIGHT-OF-WAY

The CONTRACTOR shall conform to all requirements of the Florida Department of Transportation where construction work is in a right-of-way under the jurisdiction of the State of Florida.

10.3.3 CONSTRUCTION IN COUNTY RIGHT-OF-WAY

WORK shall be governed by the applicable county right-of-way utilization regulations.

10.4 SUSPENSION OF WORK DUE TO WEATHER

During inclement weather, all WORK which might be damaged or rendered inferior by such weather conditions shall be suspended. During suspension of the WORK from any cause, the WORK shall be suitably covered and protected so as to preserve it from injury by the weather or otherwise.

10.5 COOPERATION WITH OTHER CONTRACTORS AND FORCES

During construction progress, it may be necessary for persons employed by THE

OWNER to work in or about the site. THE OWNER reserves the right to access to the construction site at such times as THE OWNER deems proper. The CONTRACTOR shall not impede or interfere with and shall cooperate with THE OWNER for proper execution of the WORK.

10.6 SUBSURFACE EXPLORATION

The CONTRACTOR shall conduct subsurface explorations as necessary to perform the

WORK.

10.7 SALVAGE

Any existing OWNER owned equipment or material including, but not limited to, pumps, motors, control panels, valves, pipes, fittings, couplings, etc., which are removed or replaced as a result of construction, may be designated as salvage by THE

OWNER. If considered as salvage, the material shall be carefully excavated if necessary and delivered to THE OWNER at a location designated by THE COUNTY.

10.8 SHOP DRAWINGS AND SAMPLES

The CONTRACTOR shall submit, upon request, up to eight (8) copies of the shop drawings, signed by the DEVELOPER'S ENGINEER, to THE OWNER for approval.

The data shown on the shop drawings shall be complete with respect to dimensions, design criteria, materials of construction and the like to enable review of the information as required.

The CONTRACTOR shall, if requested by THE OWNER, furnish certificates, affidavits of compliance, test reports, or samples for any of the materials specified in this MANUAL.

Section 11

SITE PREPARATION — CLEARING AND GRUBBING

11.1 GENERAL

This Section covers clearing, grubbing, and stripping of the construction sites. The

CONTRACTOR shall clear and grub all the area within the limits of construction as shown on the PLANS and approved by THE OWNER prior to the beginning of any

WORK. All site work shall conform to the applicable site clearing, landscaping and tree ordinances of THE OWNER.

11.2 CLEARING AND GRUBBING

11.2.1 CLEARING

The surface of the ground for the area to be cleared and grubbed shall be completely cleared of all timber, brush, stumps, roots, grass, weeds, rubbish and all other objectionable obstructions resting on or protruding through the surface of the ground.

Protect trees, shrubs, vegetative growth and fencing which are not called out for removal. Clearing operations shall be conducted so as to prevent damage to existing structures, installations and to those under construction, so as to provide for the safety of employees and others.

11.2.2 GRUBBING

Grubbing shall consist of the complete removal of all stumps, roots larger than

1-1/2 inches in diameter, matted roots, brush, timber, logs and any other organic or metallic debris not suitable for foundation purposes, resting on, under or protruding through the surface of the ground. All depressions excavated below the original ground surface for or by the removal of such objects shall be refilled with suitable materials and compacted to a density conforming to the surrounding ground surface.

11.2.3 STRIPPING

In areas so designated, topsoil shall be stripped and stockpiled. Topsoil so stockpiled shall be protected until it is placed as specified. Any topsoil remaining after all WORK is in place shall be disposed of by the CONTRACTOR unless directed otherwise by

THE OWNER.

Section 12

EXCAVATION, BACKFILL, COMPACTION, GRADING

AND RESTORATION

12.1 GENERAL

This Section covers excavation, backfill, compaction, grading and restoration associated with utility trench and structural construction. All such WORK shall be performed by the CONTRACTOR concurrently with the WORK specified in these

SPECIFICATIONS. The CONTRACTOR shall furnish all labor, materials, equipment and incidentals necessary to perform all excavation, backfill, fill, compaction, grading and slope protection required to complete the WORK shown on the DRAWINGS and specified herein. The WORK shall include, but not necessarily be limited to: pump stations, manholes, vaults, conduit, pipe, roadways and paving;

all backfilling, fill and required borrow; grading; disposal of surplus and unsuitable materials; and all related WORK such as sheeting, bracing and water handling.

12.2 SOIL BORINGS AND SUBSURFACE INVESTIGATIONS

Subsurface exploration and geotechnical engineering evaluation where provided is for the CONTRACTOR’S information only. Data on indicated subsurface conditions are not intended as representations or warranties of accuracy or continuity between soil borings.

The CONTRACTOR shall examine the site and undertake additional subsurface investigations including soil borings, if so desired, before commencing the WORK.

THE OWNER will not be responsible for presumed or existing soil conditions in the

WORK area.

12.3 EXISTING UTILITIES

CONTRACTOR shall locate existing utilities in the areas of WORK. If utilities are to remain in place, the CONTRACTOR shall provide adequate means of protection during earthwork operations. Should uncharted or incorrectly charted piping or other utilities be encountered during excavation, the CONTRACTOR shall consult the owner of such piping or utility immediately for directions. Payment for damage and repair to such piping or utilities is the CONTRACTOR'S responsibility. Refer to

Section 10 for utility coordination requirements.

THE OWNER shall not be responsible for uncharted or incorrectly charted water and wastewater mains or other utilities. It is the CONTRACTOR'S responsibility to ensure that such facilities exist at the presumed point prior to commencing construction.

12.4 MATERIALS

12.4.1 GENERAL

Materials for use as bedding and backfill, whether insitu or borrow, shall be as described under this Section. The CONTRACTOR shall upon request by THE OWNER, make an appropriate sample of this material available for testing by THE COUNTY or its designated representative.

12.4.2 STRUCTURAL FILL

Materials for structural fill shall be bedding rock or select common fill as specified herein or other suitable material as approved by THE OWNER.

12.4.3 COMMON FILL

Common fill shall consist of material substantially free of clay, organic material, loam, wood, trash and other objectionable material which may be compressible, or which cannot be compacted properly. Common fill shall not contain stones larger than 4 inches in any dimension, asphalt, broken concrete, masonry, rubble or other similar materials. It shall have physical properties such that it can be readily spread and compacted during filling. Additionally, common fill shall be no more than 12 percent by weight finer than the No. 200 mesh sieve unless finer material is approved for use in a specific location by

12.4.4 SELECT COMMON FILL

Select common fill shall consist of material substantially free of clay, organic material, loam, wood, trash and other objectionable material which may be compressible, or which cannot be compacted properly. Select common fill shall contain no stones larger than 1-

1/2 inches in largest dimension and shall be no more than 5 percent by weight finer than the No. 200 mesh sieve.

12.4.5 BEDDING ROCK

Bedding rock shall be 3/16 inch to 1 inch washed and graded stone (FDOT #57). This stone shall be graded so that 90 to 100 percent will pass a 1 inch screen and 95 to 100 percent will be retained on a No. 8 screen. No stones larger than 1 inch in any dimension shall be accepted.

12.5 SHEETING AND BRACING IN EXCAVATIONS

12.5.1 GENERAL

If required to support the sides of excavations, to prevent any movement which could in any way diminish the width of the excavation below that necessary for proper construction and to protect adjacent structures and workers, existing piping and/or foundation material from disturbance, undermining or other damage, the

CONTRACTOR shall construct, brace and maintain cofferdams consisting of sheeting and bracing. Care shall be taken to prevent voids outside of the sheeting, but if voids are formed, they shall be immediately filled and rammed.

12.5.2 MISCELLANEOUS REOUIREMENTS

For trench sheeting for pipes, no sheeting shall be withdrawn if driven below mid-diameter of any pipe and no wood sheeting shall be cut off at a level lower than one foot above the top of any pipe unless otherwise directed by THE OWNER. If during the progress of the WORK, THE OWNER decides that additional wood sheeting shall be left in place, it may direct the CONTRACTOR to do so. If steel sheeting is used for trench sheeting, removal shall be as specified above, unless written approval is given by THE

OWNER for an alternate method of removal. All sheeting and bracing not left in place shall be carefully removed in such a manner as not to endanger the construction of other structures, utilities, existing piping or property. Unless otherwise approved or indicated in the DRAWINGS or in the SPECIFICATIONS, all sheeting and bracing shall be removed after completion of the substructure. All voids left or caused by withdrawal of sheeting shall be immediately refilled with a water and sand mixture introduced by ramming with tools specially adapted to that purpose.

The right of THE OWNER to order sheeting and bracing left in place shall not be construed as creating any obligation on its part to issue such orders, and its failure to exercise its right to do so shall not relieve the CONTRACTOR from liability for damages to persons or property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the CONTRACTOR to leave in place sufficient sheeting and bracing to prevent any caving or moving of the ground.

The CONTRACTOR shall construct the cofferdams and sheeting outside the neat lines of the foundation unless otherwise to the extent they deem is desirable for their method of operation. Sheeting shall be plumb and securely braced and tied in position. Sheeting, bracing and cofferdams shall be adequate to withstand all pressures to which the structure will be subjected. Pumping, bracing and other work within the cofferdam shall be done in a manner to avoid disturbing any construction already performed. Any movement or bulging which may occur shall be corrected by the CONTRACTOR at their own expense so as to provide the necessary clearances and dimensions.

12.6 DEWATERING, DRAINAGE AND FLOTATION

12.6.1 GENERAL

The CONTRACTOR shall excavate, construct and place all pipelines, concrete work, fill, and bedding rock, in-the-dry. In addition, the CONTRACTOR shall not install the final 24 inches of excavation until the water level is a minimum of one foot below the proposed bottom of excavation. For purposes of these SPECIFICATIONS, "in-the-dry” is defined to be within 2% of the optimum moisture content of the soil. THE OWNER reserves the right to ask the CONTRACTOR to demonstrate that the water level is a minimum of one foot below proposed bottom of excavation before allowing the construction to proceed.

Discharge from dewatering shall be disposed of in such a manner that it will not interfere with the normal drainage of the area in which the WORK is being performed, create a public nuisance, or form ponding. No flooding of streets, driveways or private property will be permitted. The operations shall not cause injury to any portion of the WORK completed, or in progress, or to the surface of streets, or to private property. The dewatering operation shall comply with the requirements of appropriate regulatory agencies. Additionally, where private property will be involved, advance permission shall be obtained by the CONTRACTOR. Engines driving dewatering pumps shall be equipped with residential type mufflers. Where feasible, electrical “drops” shall be used in lieu of portable generators.

12.6.2 ADDITIONAL REQUIREMENTS

The CONTRACTOR shall, at all times during construction, provide and maintain proper equipment and facilities to remove promptly and dispose of properly all water entering excavations. The CONTRACTOR shall keep such excavations dry so as to obtain a satisfactory undisturbed subgrade foundation condition until the fill, structure, or pipelines to be built thereon have been completed.

Dewatering shall at all times be conducted in such a manner as to preserve the natural undisturbed bearing capacity of the subgrade soils at the proposed bottom of the excavation.

It is expected that wellpoints will be required for dewatering of the soils prior to final excavation for deeper in-ground structures or piping and for maintaining the lowered groundwater level until construction has been completed. Dewatering will be employed to such an extent that the structure, pipeline or fill will not be floated or otherwise damaged. Wellpoints shall be surrounded by suitable filter sand and negligible fines shall be removed by pumping.

The use of wrapped underdrains or “socks” for dewatering will only be considered if used a substantial distance from the edge of pavement or structures. Consult THE

OWNER before using such a system.

The CONTRACTOR shall furnish all materials and equipment and perform all work required to install and maintain the drainage systems for handling groundwater and surface water encountered during construction of structures, pipelines and compacted fills.

If required during backfilling and construction, water levels shall be measured in observation wells located as directed by THE OWNER.

Continuous pumping will be required as long as necessary until completion of below grade activity.

12.7 EXCAVATION

12.7.1 EXCAVATION FOR STRUCTURES

All such excavations shall conform to the elevations and dimensions shown on the

DRAWINGS within a tolerance of plus or minus 0.10 feet and extending a sufficient distance from footings and foundations to permit placing and removal of formwork, installation of services and other construction, inspection or as shown on the

DRAWINGS. In excavating for footings and foundations, care shall be exercised not to disturb the bottom of the excavation. The bottom of excavations shall be rendered firm and dry before placing any structure or concrete.

12.7.2 TRENCH EXCAVATION

Excavation for all trenches required for the installation of utility pipes shall be made to the depths indicated on the DRAWINGS and in such manner and to such widths as will give suitable room for installing the pipe within the trenches, for bracing and supporting and for pumping and drainage facilities.

The bottom of the excavations shall be firm and dry and, in all respects, acceptable to THE

OWNER.

Excavation shall not exceed normal trench width or depth as specified in the

STANDARD DETAILS. Any excavation which exceeds the normal trench depth shall require special backfill requirements as determined by THE OWNER.

Where pipes are to be installed on bedding rock, select common fill or encased in concrete, the trench may be excavated by machinery to or just below the designated subgrade provided that the material remaining in the bottom of the trench is no more than slightly disturbed.

Where pipes are to be installed directly on the trench bottom, the lower part of the trenches shall not be excavated to grade by machinery. The last of the material being excavated shall be done manually in such in a manner that will give a shaped bottom, true to grade, so that pipe can be evenly supported on undisturbed material, as specified in the STANDARD DETAILS. Bell holes shall be made as required.

12.8 BEDDING AND BACKFILL

12.8.1 GENERAL

Material placed in fill areas under and around structures and pipelines shall be deposited within the lines and to the grades shown on the DRAWINGS or as directed by THE

OWNER, making do allowance for settlement of the material. Fill shall be placed only on properly prepared surfaces which have been inspected and approved by THE

OWNER. If sufficient select common or common fill material is not available from excavation on site, the CONTRACTOR shall provide fill as may be required.

Fill shall be brought up in substantially level lifts starting in the deepest portion of the fill. The entire surface of the WORK shall be maintained free from ruts and in such condition that construction equipment can readily travel over any section.

Fill shall be placed and spread in layers by a backhoe or other approved method, unless otherwise specified. Prior to the process of placing and spreading, all materials not meeting those specified under Section 12.4 shall be removed from the fill areas. The

CONTRACTOR shall assign a sufficient number of men to this WORK to ensure satisfactory compliance with these requirements.

If the compacted surface of any layer of material is determined to be too smooth to bond properly with the succeeding layer, it shall be loosened by harrowing or by another approved method before the succeeding layer is placed.

All fill materials shall be placed and compacted "in-the-dry." The CONTRACTOR shall dewater excavated areas as required to perform the work and in such manner as to preserve the undisturbed state of the natural organic soils.

Prior to filling, the ground surface shall be prepared by removing vegetation, debris, unsatisfactory soil materials, obstructions and deleterious materials. CONTRACTOR shall plow strip or break up sloped surfaces steeper than one vertical to four horizontal so that fill material will bond with the existing surface. When existing ground surface has a density less than that specified under Section 12.9 for the particular area classification, CONTRACTOR shall break up the ground surface, pulverize, moisture-condition to the optimum moisture content and compact to required depth and percentage of maximum density.

Before compaction, material shall be moistened or aerated as necessary to provide the optimum moisture content. Material which is too wet shall be spread on the fill area and permitted to dry, assisted by harrowing if necessary, until the moisture content is reduced to allowable limits. If added moisture is required, water shall be applied by sprinkler trucks or other sprinkler systems, which will ensure uniform distribution of the water over the area to be treated and give complete and accurate control of the amount of water to be used. If too much water is added, the area shall be permitted to dry before compaction is continued. The CONTRACTOR shall supply all hose, piping, valves, sprinklers, pumps, sprinkler trucks, hauling equipment and all other materials and equipment necessary to place water on the fill in the manner specified. CONTRACTOR shall compact each layer to required percentage of maximum dry density or relative dry density in accordance with Section 12.9. Backfill or fill material shall not be placed on surfaces that are muddy, frozen or contain frost or ice.

12.8.2 BEDDING AND BACKFILL FOR STRUCTURES

Bedding rock shall be used for bedding under all structures as indicated on the

STANDARD DETAILS. The CONTRACTOR shall take all precautions necessary to maintain the bedding in a compacted state and to prevent washing, erosion or loosening of this bed. Structural fill shall be used as backfill against the exterior walls of the structures. Fill shall be compacted sufficiently in accordance with Section 12.9 of these

SPECIFICATIONS. If compaction is by rolling or ramming, material shall be wet down as required.

Backfilling shall be carried up evenly on all walls of an individual structure. No backfill shall be allowed against walls until the walls and their supporting slabs, if applicable, have attained sufficient strength.

In locations where pipes pass through building walls, the CONTRACTOR shall take precautions to consolidate the fill up to an elevation of at least one (1) foot above the bottom of the pipes. Structural fill in such areas shall be placed for a distance of not less than three (3) feet either side of the center line of the pipe in level layers not exceeding eight (8) inches in depth.

The surface of filled areas shall be graded to smooth true lines, strictly conforming to grades indicated on the DRAWINGS. No soft spots or uncompacted areas will be allowed in the WORK.

Temporary bracing shall be provided as required during construction of all structures to protect partially completed structures against all construction loads, hydraulic pressure and earth pressure. The bracing shall be capable of resisting all loads applied to the walls as a result of backfilling.

12.8.3 BEDDING AND BACKFILL FOR PIPES

Bedding for pipe shall be as shown on the PLANS and detailed on the STANDARD

DETAILS. The CONTRACTOR shall take all precautions necessary to maintain the bedding in a compacted state and to prevent washing, erosion or loosening of this bed.

Backfilling over and around pipes shall begin as soon as practicable after the pipe has been installed, jointed and inspected. All backfilling shall be prosecuted expeditiously and as detailed on the STANDARD DETAILS.

Any space remaining between the pipe and sides of the trench shall be carefully backfilled and spread by hand or approved mechanical device and thoroughly compacted with a tamper as fast as placed, up to a level of one (1) foot above the top of the pipe. The filling shall be carried up evenly on both sides. Compaction shall be in accordance with the STANDARD DETAILS and Section 12.9.

The remainder of the trench above the compacted backfill, as just described above, shall be filled and thoroughly compacted in uniform layers. Compaction shall be in accordance with the STANDARD DETAILS and Section 12.9.

12.9 COMPACTION

12.9.1 GENERAL

The CONTRACTOR shall control soil compaction during construction to provide the percentage of maximum density specified. The CONTRACTOR shall provide THE

OWNER copies of all soils testing reports prepared by a GEOTECHNICAL/SOILS

ENGINEER, demonstrating compliance with these SPECIFICATIONS.

When existing trench bottom has a density less than that specified under Section 12.9.2, the CONTRACTOR shall break up the trench bottom surface, pulverize, moisture-condition to the optimum moisture content and compact to required depth and percentage of maximum density.

12.9.2 PERCENTAGE OF MAXIMUM DENSITY REOUIREMENTS

Haunching material from the bottom of the pipe trench to the springline of the pipe shall be bar tamped. Fill from the springline of the pipe to one (1) foot above the pipe, shall be compacted to a minimum density of 95% of the maximum dry density as determined by

AASHTO T-180.

Non-Paved Areas: Backfill from one (1) foot above utility pipe to grade shall be compacted to a minimum density of 95% of the maximum dry density as determined by

Paved Areas: Backfill from one (1) foot above utility pipe to bottom of subgrade shall be compacted to a minimum density of 98% of the maximum dry density as determined by

Fill under and around structures, and to the extent of the excavation, shall be compacted to a minimum density of 95% of the maximum dry density as determined by AASHTO

T-180.

12.9.3 COMPACTION TESTS

One compaction test location shall be required for each 300 linear feet of pipe and for every 100 square feet of backfill around structures, as a minimum. THE OWNER may determine that more compaction tests are required to certify the installation depending on field conditions. The locations of compaction tests within the trench shall be in conformance with the following schedule:

a. One test at an elevation of one foot above the top of the pipe.

b. One test for each two feet of backfill placed from one foot above the top of the pipe to finished grade elevation.

If based on GEOTECHNICAL/SOILS ENGINEER testing reports and inspection, fill which has been placed is below specified density, CONTRACTOR shall provide additional compaction and testing prior to commencing further construction.

12.10 GRADING

All areas within the limits of construction, including transition areas, shall be uniformly graded to produce a smooth uniform surface. Areas adjacent to structures or paved surfaces shall be graded to drain away from structures and pavement. Ponding shall be prevented. After grading, the area shall be compacted to the specified depth and percentage of maximum density.

No grading shall be done in areas where there are existing pipelines that may be uncovered or damaged, until such lines have been relocated.

12.11 MAINTENANCE

CONTRACTOR shall protect newly graded areas from traffic and erosion and keep them free of trash and debris. CONTRACTOR shall repair and reestablish grades in settled, eroded and rutted areas.

Where completed compacted areas are disturbed by subsequent construction operations or adverse weather, CONTRACTOR shall scarify surface, reshape and compact to required density prior to further construction.

12.12 INSPECTION AND QUALITY ASSURANCE

12.12.1 INSPECTION

THE CONTRACTOR shall examine the areas and conditions under which excavating, filling and grading are to be performed, and not proceed with the WORK until unsatisfactory conditions have been corrected.

THE CONTRACTOR shall examine existing grade prior to commencement of WORK and report to THE OWNER if elevations of existing grade vary from elevations shown on DRAWINGS.

12.12.2 QUALITY ASSURANCE

All work shall be performed in compliance with applicable requirements of governing authorities having jurisdiction.

The CONTRACTOR, at their expense, shall engage soil testing and inspection services for quality control testing during earthwork operations. The testing and inspection service shall be subject to the approval of THE OWNER.

Quality control testing shall be performed during construction to ensure compliance with these SPECIFICATIONS. CONTRACTOR shall allow the testing service to inspect and approve fill materials and fill layers before further construction is performed. The

CONTRACTOR shall give copies of all test results in a report form to THE OWNER to demonstrate compliance with compaction requirements stipulated in this MANUAL.

Section 13

BORING AND JACKING

13.1 GENERAL

The installation of a casing pipe by the method of boring and jacking shall be covered by these SPECIFICATIONS. The overall work scope shall include, but not be limited to, boring and jacking pits and equipment, sheeting, steel casing pipe, spacers, coatings, location signs as required, miscellaneous appurtenances to complete the entire WORK as shown on the STANDARD DETAILS, and restoration. Applicable provisions of Division 3 shall apply concurrently with these SPECIFICATIONS.

Boring and jacking operations shall be performed within the right-of-way and/or easements shown on the DRAWINGS.

13.2 PIPE MATERIAL

13.2.1 STEEL CASING

Steel casings shall conform to the requirements of ASTM A53 or AWWA C202, latest editions, for mill pipe; and ASTM A139 or AWWA C201, latest editions, for fabricated pipe, Grade "B" with minimum yield strength of 35,000 psi. The casing pipes shall have the minimum nominal diameter and wall thickness as shown on the following table:

Field and shop welds of the casing pipes shall conform to the American Welding Society

(AWS) standard specifications. Field welds shall be complete penetration, single-bevel groove type joints. The sections of steel casing shall be field welded in accordance with the applicable portions of AWWA C206 and AWS D7.0 for field welded pipe joints.

Welds shall be airtight and continuous over the entire circumference of the pipe and shall not increase the outside pipe diameter by more than 3/4 inch. CONTRACTOR shall wire brush the welded joints and paint with Inertol Quick-Drying Primer 626 by Koppers

Company or approved equal. After completion of jacking, CONTRACTOR shall clean the interior of the casing of all excess material.

13.2.2 CARRIER PIPE

The carrier pipe shall be restrained joint, minimum Pressure Class 350 ductile iron pipe.

The carrier pipe may also be AWWA C-900 or C-905 PVC pipe with restrained joints if used for raw water mains to Water Plant. Pipe shall comply with the specification outlined in Division 3, Section 20, of these SPECIFICATIONS.

13.2.3 INSPECTION

All casing pipe to be installed may be inspected at the site of manufacture for compliance with these SPECIFICATIONS by an independent laboratory selected and paid for by

THE OWNER. The manufacturer's cooperation shall be required in these inspections.

All casing pipe shall be subjected to a careful inspection prior to being installed. If the pipe fails to meet the specifications, it shall be removed and replaced with a satisfactory replacement at no additional expense to THE OWNER.

13.3 PIPE HANDLING

Care shall be taken in loading, transporting, and unloading to prevent injury to the pipe or coatings. Pipe shall not be dropped. All pipes shall be examined before installation, and no piece shall be installed which is found to be defective. Any damage to the pipe or coatings shall be repaired to the satisfaction of THE OWNER.

13.4 CONSTRUCTION REQUIREMENTS

13.4.1 WORK COORDINATION

It shall be the CONTRACTOR'S responsibility to perform the boring and jacking work in strict conformance with the requirements of the agency in whose right-of-way or easement the work is being performed. Any special requirements of the agency such as insurance, flagmen, etc., shall be strictly adhered to during the performance of WORK.

The special requirements shall be performed by the CONTRACTOR at no additional cost to THE OWNER.

13.4.2 DEWATERING

Dewatering through the casing during construction shall not be permitted. All dewatering methods shall be approved by THE OWNER before construction work begins.

13.4.3 CARRIER PIPE SUPPORT

The carrier pipe shall be supported within the casing pipe so that the pipe bells do not rest directly on the casing. The load of the carrier pipe shall be distributed along the casing by casing spacers. Casing spacers shall be bolt on style split shells made of T-304 stainless steel. All nuts and bolts shall be stainless steel. Runners shall be made of a high molecular weight polymer with inherent high abrasion resistance and a low coefficient of friction.

13.4.4 JACKING PITS

Excavation adjacent to the roads shall be performed in a manner to adequately support the roads. Bracing, shoring, sheeting or other supports shall be installed as needed.

CONTRACTOR shall install suitable reaction blocks for the jacks as required. Jacking operations shall be continuous and precautions shall be taken to avoid interruptions which might cause the casing to "freeze" in place. Upon completion of jacking operations, the reaction blocks, braces, and all other associated construction materials shall be completely removed from the site.

13.4.5 MISCELLANEOUS REQUIREMENTS

Correct line and grade shall be carefully maintained. A maximum tolerance of 0.12 foot per 100 linear feet of jacked casing is permitted. Earth within the casing shall not be removed too close to the cutting edge in order to prevent the formation of voids outside the casing. If voids are formed, they shall be satisfactorily filled with grout by pumping.

Masonry plugs using non-shrink grout shall be installed at each open end of the casing.

Plugs shall be 12” thick and suitable for retaining the earth load while allowing drainage of the casing. See STANDARD DETAILS.

Section 14

PRESSURE PIPE RESTRAINT

14.1 GENERAL

Pressure pipe fittings and other items requiring restraint shall be braced with restraining assemblies as specified in this Section.

14.2 RESTRAINED JOINT CONSTRUCTION

Sections of piping requiring restrained joints shall be constructed using pipe and fittings with restrained "Locked-type" joints manufactured by the pipe and fitting manufacturer and the joints shall be capable of holding against withdrawal for line pressures of a minimum 150 psi. Mechanical joint ductile iron pipe retainer glands shall not be permitted. Any restrained joints that allow for elongation upon pressurization will not be allowed in those locations where the pipe comes out of the ground.

Restrained pipe joints that achieve restraint by incorporating cut out sections in the wall of the pipe shall have a minimum wall thickness at the point of cut out that corresponds with the minimum specified wall thickness for the remainder of the pipe.

The minimum number of restrained joints required for resisting forces at fittings and changes in direction of pipe shall be determined from the length of restrained pipe on each side of fittings and changes in direction necessary to develop adequate resisting friction with the soil.

The required lengths of restrained joint ductile iron pipe and PVC pipe shall be determined by the ENGINEER and shown in a tabular form as depicted on the

"Restrained Joint Detail" in the STANDARD DETAILS.

Wherever two 45° bends are used in place of a 90° bend and the minimum length of restrained pipe required from one 45° bend extends beyond the other 45° bend, the two 45° bends will be considered as though a 90° bend were located midway between the two 45° bends.

14.3 MECHANICAL RESTRAINING DEVICES

14.3.1 GENERAL

Mechanical Restraining Devices as specified herein may be substituted for the restrained "Locked-Type" joints. The length of pipe to be restrained shall be based on the "Restrained Joint Detail" in the STANDARD DETAILS.

14.3.2 JOINT RESTRAINT DEVICE

Mechanical joint restraint shall be incorporated in the design of the follower gland and shall include a restraining mechanism which, when actuated, imparts multiple wedging action against the pipe, increasing its resistance as the pressure increases.

Flexibility of the joint shall be maintained after burial. Glands shall be manufactured of ductile iron conforming to ASTM A536. Restraining devices shall be of ductile iron heat treated to a minimum hardness of 370 BHN. Dimensions of the gland shall be such that it can be used with the standardized mechanical joint bell and tee-head bolts conforming to ANSI A21.11 and ANSI/AWWA C153/A21.53. Twist-off nuts shall be used to insure proper actuating of the restraining devices.

The mechanical joint restraint device shall have a working pressure of at least 150 psi with a minimum safety factor of 2:1.

In addition to restraint devices for use with mechanical joints, restraint devices may also be used for “push-on” joints. Listed below are the accepted manufacturers and devices:

American Ductile Iron Pipe Company:

a. Fast-Grip Gasket: 4”- 30”

b. Flex-Ring Joint: 4”- 48”

c. Lok-Ring Joint: 48”- 64”

U.S. Pipe Company

a. Field-Lok gasket: 4”- 36”

b. TR Flex Joint: 4”- 64”

Section 15

CONNECTIONS TO PRESSURE MAINS

15.1 GENERAL

Installations of pressure connections 4" and larger shall be made in accordance with this Section. Services less than 4” shall incorporate a 4” connection, then reduce to the appropriate diameter for the service pipe at or beyond the property line.

15.2 TAPPING SLEEVES

15.2.1 GENERAL

Tapping sleeves shall be fabricated stainless steel sleeves as specified below. All pressure connections to asbestos cement pipe and all “size on size" taps shall utilize fabricated steel sleeves.

15.2.2 STAINLESS STEEL TAPPING SLEEVES

Sleeves shall be fabricated of 304L stainless steel. Outlet flange shall meet ANSI

B16.1, Class 125, and in accordance with MSS-SP60. Sleeves shall be certified to

ANSI/NSF 61.