TECHNICAL SPECIFICATIONS AMICALOLA STATE PARK WATER …

17-010/08-17 (Table of Contents) - i

TECHNICAL SPECIFICATIONS

AMICALOLA STATE PARK WATER SYSTEM IMPROVEMENTSFOR THE

GEORGIA DEPARTMENT OF NATURAL RESOURCES

Section Title Page No.

TABLE OF CONTENTS

I. Technical Specifications

DIVISION 01-GENERAL REQUIREMENTSField Engineering..................................................................................................................... 01050Abbreviations ........................................................................................................................... 01070Submittals................................................................................................................................. 01300Temporary Power ..................................................................................................................... 01511Temporary Water ..................................................................................................................... 01515Temporary Sanitary Facilities................................................................................................... 01516Contract Closeout Procedures .................................................................................................. 01701Final Cleaning .......................................................................................................................... 01710Project Record Documents....................................................................................................... 01720Operation and Maintenance Data ............................................................................................. 01730Warranties and Bonds .............................................................................................................. 01740

DIVISION 02-SITE WORKSite Preparation ........................................................................................................................ 02100Earthwork................................................................................................................................. 02200Earthwork for Utilities.............................................................................................................. 02225Rock Removal.......................................................................................................................... 02227Temporary Erosion Control...................................................................................................... 02270Rip Rap .................................................................................................................................... 02272Boring and Jacking................................................................................................................... 02300Sidewalks, Driveways, Curbs and Gutters ............................................................................... 02523Water Distribution Systems...................................................................................................... 02660Protection, Relocation and Restoration of Existing Facilities .................................................. 02750Site Restoration ........................................................................................................................ 02905Grassing ................................................................................................................................... 02931Concrete Formwork.................................................................................................................. 03100Reinforcing Steel...................................................................................................................... 03210Concrete ................................................................................................................................... 03300Concrete Curing ....................................................................................................................... 03370Grout ........................................................................................................................................ 03600

17-010/08-17 (Table of Contents) - ii

DIVISION 04-MASONRY

Reinforced Unit Masonry......................................................................................................... 04200

DIVISION 09-FINISHES

Painting .................................................................................................................................... 09900

DIVISION 15-MECHANICAL

Galvanized Steel Pipe and Malleable Iron Fittings .............................................................15060-07

17-010/08-17 (Field Engineering) 01050-1

SECTION 01050

FIELD ENGINEERING

PART 1 - GENERAL

1.01 SCOPE OF WORK

WORK covered in this Section includes the surveying and field engineering required to complete theproject and meet the provisions of this document.

1.02 QUALITY CONTROL

CONTRACTOR shall employ a Land Surveyor registered in the State of Georgia and acceptable tothe OWNER/ENGINEER, where and when necessary.

1.03 SUBMITTALS

A. Upon request, submit documentation verifying accuracy of survey work. Documentation mayinclude, but is not limited to, original field notes, worksheets, cutsheets, etc.

B. Submit at least two sets of prints of "as-constructed" drawings with a surveyor's certificateverifying that elevations and locations are in conformance with the contract drawings.

C. Submit an ASCII text file in PNEZD (point, northing, easting, elevation, description) formatof all as-constructed locations of structures; i.e., valves, hydrants, meters, etc. Coordinatesshall be state plane and shall have an accuracy of +/- 3.0 feet. Elevations shall be based onmean sea level.

D. See Section 01720 (Project Record Documents) for additional requirements.

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

3.01 SURVEY REQUIREMENTS

A. Construction Staking

The CONTRACTOR shall provide all construction staking using recognized surveying andengineering practices. The surveyor will locate lines, grades and locations called for in thecontract drawings. Survey shall be based on state plane coordinates and elevations shall bereferenced to mean sea level.

17-010/08-17 (Field Engineering) 01050-2

B. "As Constructed Drawings"

CONTRACTOR shall maintain record drawings in accordance with Section 01720 (ProjectRecord Documents) of these CONTRACT DOCUMENTS. The final "as constructed"drawings shall show the horizontal location of all manholes, water lines, structures, earthembankments and ponds, etc.. All horizontal locations shall be referenced to state planecoordinate systems and to existing streets, roads or major structures. The elevations of allgravity sewers, storm sewers, structure inverts, structure tops, shall be shown. TheENGINEER will provide two sets of plans for the CONTRACTOR's use in completing thiswork.

END OF SECTION

17-010/08-17 (Abbreviations) 01070-1

SECTION 01070

ABBREVIATIONS

PART 1 GENERAL

1.01 GENERAL

Wherever in these Specifications and CONTRACT DOCUMENTS the abbreviations, or pronouns inplace of them are used, the intent and meaning shall be interpreted as specified herein.

1.02 ABBREVIATIONS

AASHTO American Association of State Highway and Transportation OfficialsACI American Concrete InstituteACPA American Concrete Pipe AssociationAISC American Institute of Steel ConstructionAISI American Iron and Steel InstituteAITC American Institute of Timber ConstructionANSI American National Standards InstituteAPHA American Public Health AssociationASA American Standards AssociationASCE American Society of Civil EngineersASTM American Society for Testing and MaterialsAWWA American Water Works AssociationCFR Code of Federal RegulationsCRSI Concrete Reinforcing Steel InstituteEPA Environmental Protection AgencyFS Federal SpecificationsMSS Manufacturer's Standardization Society of the Valve and Fitting IndustryMUTCD Manual on Uniform Traffic Control DevicesNBS National Bureau of StandardsNCPI National Clay Pipe InstituteNCSA National Crushed Stone AssociationNSF National Sanitation FoundationOSHA Occupational Safety and Health AdministrationPCI Prestressed Concrete InstituteSSPC Steel Structures Painting CouncilWEF Water Environment Federation

PART 2 PRODUCTS - Not Used

PART 3 EXECUTION - Not Used

END OF SECTION

17-010/08-17 (Submittals) 01300-1

SECTION 01300

SUBMITTALS

PART 1 - GENERAL

1.01 REQUIREMENTS INCLUDED

A. Pre-Bid Submittal for Equipment and Materials

1. Equipment model numbers or catalog numbers are listed in the specifications toidentify a standard or quality required in this project. Alternate equipment ormaterials may be utilized by and furnished by the CONTRACTOR when suchequipment or material has been approved by the ENGINEER and OWNER. Prebidsubmittals shall be submitted to the ENGINEER for evaluation regarding whether theequipment or material meets the specifications. ENGINEER shall approve ordisapprove based on the information submitted by the manufacturer. The OWNERwill also be consulted during this process. Submittals shall be made at least fifteen(15) calendar days prior to the bid opening; and if approved, the approval will beissued by addendum. Submittals made less than fifteen (15) calendar days prior tothe bid opening will not allow adequate time for evaluation, and will not beconsidered for inclusion in the project.

2. THE PRE-BID SUBMITTALS SHALL LIST ANY AND ALL DEVIATIONS FROMITEMS SPECIFIED, AND THE ADVANTAGES TO BE DERIVED IF THEDEVIATION IS APPROVED. IF NO DEVIATIONS ARE NOTED, IT WILL BEASSUMED THAT NO SUCH DEVIATIONS EXIST, AND THE FINALSUBMITTALS WILL ALLOW NO DEVIATIONS.

3. Pre-Bid submittals shall be required for the following items of equipment ormaterials:

a. All pumps, control valves, wiring diagrams, control panels andinstrumentation and recording devices.

B. Shop Drawings and Product Data

1. CONTRACTOR shall submit complete drawings, engineering data andmanufacturer's published instructions and recommendations for all equipment,materials, and products to be incorporated into WORK to ENGINEER for review andapproval. Submittal of drawings and engineering data shall be in accordance withrequirements of Supplementary General Provisions. Shop Drawings and/orengineering data, as appropriate, shall be submitted for the following: (including, butnot limited to)

a. Pipe, valves, valve boxes, fittings.

b. All controls and valves.

17-010/08-17 (Submittals) 01300-2

c. Miscellaneous fabricated metal items including structural steel, stairs,ladders, stop plates, etc.

d. Concrete: Proposed mix design of each class of concrete. All concrete andmasonry accessories and steel reinforcement, including bending diagramsand bar schedule, ties, spreaders, chairs, inserts, for coatings, waterstops,curing and sealing compounds, and epoxy bonding agents.

e. Concrete Formwork: Shop drawings and design calculations for formworkthe CONTRACTOR intends to use in construction of the WORK.CONTRACTOR shall furnish said shop drawings and design calculations atno additional cost to OWNER. CONTRACTOR shall submit toENGINEER for approval, prior to beginning of concreting operations,engineering data and manufacturer's literature on all form ties, spreaders, barsupports, form coatings, and prefabricated steel forms intended for use in theWORK.

f. Concrete Reinforcement: Submit shop drawings indicating sizes, spacings,locations and quantities of reinforcing steel, wire fabric, bending and cuttingschedules, splicing, stirrup spacing, supporting and spacing devices.

g. Premixed grouts and mortars: Submit laboratory reports to ENGINEER forapproval. Submittal must include sieve analysis of fine and coarse aggregateand mix design. Test results and reports required by manufacturer andtesting standards shall be submitted to ENGINEER for his review.

h. Provide product data on all finishing products. Color samples: Submit twosets of color samples from paint manufacturers proposed for use, forindividual color selections. Submit manufacturer's application instructions.

i. All controls, valves, filter, equipment and controls and/or wiring diagrams,control panels, and instrumentation.

j. Fans and heaters.

2. Shop drawings and engineering data shall be prepared by original equipment vendorsor fabricators, as applicable. Purchase specifications by CONTRACTOR or Suppliershall not be acceptable as substitute for actual vendor drawings and data.

3. Shop drawings and each item of engineering data shall bear CONTRACTOR'sapproved stamp as per Supplementary General Provisions.

4. Design calculations and drawings for sheeting and shoring, and concrete formworkshall bear signed and dated stamp of licensed professional engineer.

5. A sieve analysis for all purchased material and all material to be reused as pipebedding, foundation backfill, granular backfill or select backfill.

17-010/08-17 (Submittals) 01300-3

1.02 RELATED REQUIREMENTS

Not used.

1.03 PROCEDURES

A. Deliver one (1) set of submittals to ENGINEER in pdf format at [email protected].

B. Transmit each item identifying Project, CONTRACTOR, SUBCONTRACTOR, majorsupplier; identify pertinent drawing sheet and detail number, and specification sectionnumber, as appropriate. Identify deviations from CONTRACT DOCUMENTS. Providespace for CONTRACTOR and ENGINEER review stamps.

C. Comply with progress schedule for submittals related to WORK progress. Coordinatesubmittal of related items.

D. After ENGINEER review of submittal, revise and resubmit as required, identifying changesmade since previous submittal.

E. The CONTRACTOR shall reimburse OWNER for any charges from ENGINEER due torepeated inadequate submissions of Shop Drawings or material submittals beyond three(3) reviews by ENGINEER.

F. Upon approval ENGINEER shall return digital copies of submittals to CONTRACTOR viaemail. The two (2) hard copy sets will be distributed between ENGINEER, ConstructionObserver, and OWNER.

G. Distribute copies of reviewed submittals to concerned persons. Instruct recipients to promptlyreport any inability to comply with provisions.

1.04 CONSTRUCTION PROGRESS SCHEDULES

A. Submit initial construction progress schedules in duplicate within ten (10) days after date ofOWNER-CONTRACTOR Agreement. After review by ENGINEER, revise and resubmit asrequired. Submit revised schedules with each Application for Payment, reflecting changessince previous submittal.

B. Submit horizontal bar chart with separate bar for each major trade or operation, identifyingfirst work day of each week.

C. Show complete sequence of construction by activity, identifying WORK of separate stagesand other logically grouped activities. Show projected percentage of completion for each itemof WORK as of time of each Application for Progress Payment.

D. Show submittal dates required for shop drawings, product data, and samples, and productdelivery dates, including those furnished by OWNER and those under Allowances.

E. Revise schedule to list change orders, for each application for payment.

17-010/08-17 (Submittals) 01300-4

1.05 SAMPLES

A. CONTRACTOR shall furnish, at ENGINEER'S request, samples of materials utilized infabrication or production of equipment, materials, products supplied under theseSpecifications. Cost of samples requested shall be paid for by CONTRACTOR. Sampleswill be tested by qualified independent testing laboratory selected by ENGINEER todetermine if mechanical and chemical properties of materials supplied are in accordance withrequirements of these Specifications and CONTRACT DOCUMENTS. OWNER shall payfor laboratory testing of material samples provided by CONTRACTOR. CONTRACTORshall pay for all retests made necessary by failure of materials, etc., to conform torequirements set forth herein.

B. Submit samples to illustrate functional characteristics of the product, with integral parts andattachment devices. Coordinate submittal of different categories for interfacing work.

C. Include identification on each sample, giving full information.

1.06 OPERATION AND MAINTENANCE MANUALS

Unless otherwise indicated, all items of major equipment shall be supplied with a minimum oftwo (2) hard copies of complete operation and maintenance manuals, and one (1) digital copyin Portable Document Format (PDF).

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.

END OF SECTION

17-010/08-17 (Temporary Power) 01511-1

SECTION 01511

TEMPORARY POWER

PART 1 GENERAL

1.01 SCOPE

This section is intended to include requirements for temporary electricity.


A. Temporary Electrical ServiceB. Operation and MaintenanceC. Removal

1.03 SERVICE REQUIREMENTS

See Electrical Drawings..

1.04 COSTS

A. The CONTRACTOR shall be responsible for the costs of all items necessary for theinstallation of temporary power. The cost of these items shall be factored into the project unitprices. Obtain and pay for permits and inspections.

B. Pay for installation, operation, maintenance, and removal of system.

C. Pay costs of energy consumed.

PART 2 PRODUCTS

2.01 MATERIALS

A. May be new or used, adequate to the purpose.

B. Devices and Equipment: Standard devices, meeting UL requirements.

PART 3 EXECUTION

3.01 INSTALLATION

Install initial service at time of site mobilization.

17-010/08-17 (Temporary Power) 01511-2

3.02 OPERATION AND MAINTENANCE

Maintain system to provide continuous service.

3.03 REMOVAL

Remove temporary materials and equipment when permanent system is operational.

END OF SECTION

17-010/08/17 (Temporary Water) 01515-1

SECTION 01515

TEMPORARY WATER

PART 1 GENERAL

1.01 SCOPE

This section is intended to include requirements for temporary water to be provided byCONTRACTOR.


A. Temporary water service

B. Maintenance

C. Removal

1.03 SERVICE REQUIREMENTS

Water Quality: Water used for flushing and testing of water systems shall be potable water.

1.04 USE OF EXISTING SYSTEM

Existing system may be used for temporary water with owners permission.

1.05 COSTS

All water for construction purposes (limited to use on this Project only) shall be provided by OWNER.CONTRACTOR shall pay all costs necessary to convey water about the work, provide water for

temporary potable use, construction purposes, and testing. The cost of the water shall be factored intothe project unit prices.

PART 2 PRODUCTS

2.01 MATERIALS

A. Materials may be new or used, adequate to the purpose.

B. Drinking Water Dispensers; Standard products.

17-010/08/17 (Temporary Water) 01515-2

PART 3 EXECUTION

3.01 INSTALLATION

A. Install initial service at time of job mobilization.

B. Modify and extend service as work progresses.

C. Size piping to supply construction needs.

D. Provide pumps, pressure tanks, automatic controls, and storage tanks as necessary topressurize system.

E. Disinfect piping used for drinking water.

3.02 MAINTENANCE

Maintain system to provide continuous service with adequate pressure to outlets, including OWNER'ssystem when temporary service is connected.

3.03 REMOVAL

Restore existing and permanent facilities used for temporary purposes to original condition.

END OF SECTION

17-010/08-17 (Temporary Sanitary Facilities) 01516-1

SECTION 01516

TEMPORARY SANITARY FACILITIES

PART 1 GENERAL

1.01 SCOPE

This section is intended to include requirements for temporary sanitary facilities provided by CONTRACTOR,including provisions for CONTRACTOR'S use of existing and permanent facilities.


A. Temporary Sanitary Facilities

B. Maintenance and Service

C. Removal

D. Cleaning

1.03 USE OF EXISTING FACILITIES

Do not use existing sanitary facilities.

1.04 USE OF PORTABLE FACILITIES

A. CONTRACTOR shall provide portable sanitary facilities at such places as approved by theOWNER.

B. CONTRACTOR shall pay all costs for installation, maintenance, and removal of temporarysanitary facilities.

PART 2 PRODUCTS

2.01 MATERIALS

May be new or used, adequate to the purpose, which will not create unsanitary conditions.

2.02 TOILET FACILITIES

Enclosed portable self-contained units or temporary water closets and urinals, secluded from publicview.

17-010/08-17 (Temporary Sanitary Facilities) 01516-2

PART 3 EXECUTION

3.01 INSTALLATION

A. Provide facilities at time of site mobilization.

B. Modify and extend services as work progresses.

3.02 MAINTENANCE AND SERVICE

A. Clean areas of facilities weekly and maintain in a sanitary condition.

B. Provide toilet paper, paper towels, and soap in suitable dispensers.

3.03 REMOVAL

Remove portable units when other facilities are available or prior to Substantial Completion.

END OF SECTION

17-010/08-17 (Contract Closeout Procedures) 01701-1

SECTION 01701

CONTRACT CLOSEOUT PROCEDURES

PART 1 GENERAL


Administrative provisions for Substantial Completion and for final acceptance.

1.02 RELATED REQUIREMENTS

A. Section 01720 - Project Record Documents.

1.03 SUBSTANTIAL COMPLETION

A. When the CONTRACTOR considers the work substantially complete, he shall request inwriting that the ENGINEER schedule a pre-final inspection.

B. The ENGINEER will conduct a pre-final inspection with the CONTRACTOR and determineif the project is substantially complete, and generate a punch list of uncompleted items.

C. If the ENGINEER determines that the project is not substantially complete, he will notify theCONTRACTOR in writing which items need to be finished before the project can beconsidered substantially complete. The CONTRACTOR shall continue working to completeall punch list items and resubmit a revised punch list when he considers the work issubstantially complete.

D. When the ENGINEER determines that the work is substantially complete, he will schedule aninspection with the OWNER, CONTRACTOR and ENGINEER. A final punch list will beprepared at this time.

E. After all punch list items have been completed, the CONTRACTOR shall send a request inwriting to the ENGINEER to schedule a final inspection. When all punch list items arecomplete, the ENGINEER will issue a certificate of substantial completion.

1.04 FINAL COMPLETION

A. When the CONTRACTOR is issued substantial completion, he shall submit the followingcertificates with progress pay application:

1. All WORK has been completed and inspected for compliance with the CONTRACTDOCUMENTS and all deficiencies listed with the certificate of substantialcompletion have been corrected.

2. All equipment and systems have been tested, adjusted and are fully operational.

3. OWNER's personnel have been fully instructed in the operation of all equipment(include sign off for each system).

17-010/08-17 (Contract Closeout Procedures) 01701-2

4. WORK is complete and ready for final inspection.

B. Should ENGINEER's inspection find WORK incomplete, he will promptly notifyCONTRACTOR in writing listing observed deficiencies.

C. CONTRACTOR shall remedy deficiencies and send a request for another final inspection.

D. When ENGINEER finds work is complete, he will process final pay request documents.

1.05 REINSPECTION FEES

Should status of completion of WORK require reinspection by ENGINEER due to failure of WORKto comply with CONTRACTOR's claims on pre-final or final inspection, the OWNER will backcharge the CONTRACTOR for each extra reinspection required of the ENGINEER. TheCONTRACTOR shall reimburse the OWNER by certified check prior to final payment of retainage.

1.06 CLOSEOUT SUBMITTALS

A. Project Record Documents: Under provisions of Section 01720.

B. Evidence of Payment and Release of Liens: In accordance with Conditions of the Contract.

C. Consent of Surety to Final Payment.

Consent of Surety is to be sent by Surety directly to Engineering Management Associates, Inc.to the attention of the Project Engineer.

1.07 APPLICATION FOR FINAL PAYMENT

A. Prior to application for final payment, the CONTRACTOR shall give the ENGINEER a list ofall additions or deletions not previously approved by change order.

B. The ENGINEER will review this list and prepare a final close-out change order for the itemsthat are justified by the terms of the contract or approved by field order.

C. After approval of the final close-out change order, the contractor may submit his applicationfor final payment.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

END OF SECTION

17-010/08-17 (Final Clean-up) 01710-1

SECTION 01710

FINAL CLEAN-UP

PART 1 GENERAL


Final clean-up of site, roadway and buildings.

1.02 DESCRIPTION

Execute clean-up prior to inspection for Substantial Completion of the WORK.

1.03 DISPOSAL REQUIREMENTS

Remove and dispose of waste materials, rubbish, debris and trash in compliance with provisions ofgoverning laws, codes, ordinances and regulations. Do not burn or bury rubbish, trash, debris andwaste materials on Project site.

PART 2 PRODUCTS

2.01 CLEANING MATERIALS

A. Use materials which will not create hazards to health or property, and which will not damagesurfaces.

B. Use only materials and methods recommended by manufacturer of material being cleaned.

PART 3 EXECUTION

3.01 PERIODIC CLEANING

A. On a regular and frequent basis during progress of WORK, perform cleaning necessary tokeep Project site and adjacent properties free from unsightly and unsafe accumulation of scrapand waste materials, debris, rubbish and trash resulting from construction operations.

1. Provide sufficient trash bins and containers for collection of scrap and waste material,debris, rubbish and trash.

2. Provide separate, closable top metal containers for collection of oil and paint soakedrags; empty volatile substance cans and other waste products subject to spontaneouscombustion.

17-010/08-17 (Final Clean-up) 01710-2

3. Designate approved eating areas and provide covered containers conforming to localhealth codes for collection of waste paper and left-over foodstuffs. Enforce usage ofcontainers by workmen.

B. Dispose of scrap and waste materials, debris, rubbish and trash by one of the followingoptional methods:

1. Provide services of company regularly engaged in refuse disposal operations,including usage of large metal dump-type trash containers.

2. Use own forces and equipment for loading, hauling and disposal.

C. Remove accumulations of scrap and waste materials as bins and containers are filled and notless than once per week.

1. Remove containers containing products subject to spontaneous combustion daily.2. Remove containers containing waste paper and left-over foodstuff daily.3. Legally dispose of all waste materials, rubbish, volatile materials and cleaning

materials off Project site.4. Dispose of no materials in waterways.

3.02 DUST CONTROL

A. Site Work

When working on unpaved or disturbed streets, CONTRACTOR shall maintain a water truckon site for dust control. All dusty work sites in residential/commercial areas shall be wateredat least twice per day and whenever directed by the OWNER's representative.

B. Buildings

During application of finished surface materials, including painting and decorating, employdust control methods during cleaning operations to prevent dust from contaminating wet andfreshly coated surfaces.

3.03 FINAL CLEANING

A. Site Work

1. All piles of dirt and rocks shall be removed from the work area.

2. All disturbed areas shall be grassed and mulched according to these specifications.

3. All construction debris shall be removed to an approved disposal site.

4. All streets shall be swept with a mechanical sweeper.

5. All erosion control measures (silt fence, checkdams, etc.) shall be removed anddisposed of upon stabilization of disturbed area.

17-010/08-17 (Final Clean-up) 01710-3

B. Buildings

1. All construction debris shall be removed from the building and disposed of at anapproved disposal site.

2. The exterior face of the building shall be cleaned of all mud or dirt that may havestuck to the building as a result of site work and landscaping. Touch up all chippedor smudged paint.

3. Clean all interior wall surfaces, fixtures, doors, windows and equipment.

4. Remove labels, tags, stickers and unauthorized identification markings from finishedsurfaces.

a) Do not remove permanently affixed nameplates, instructions, markings,Underwriters Laboratories labels and approval stickers, Factory Mutualapproved stickers and other identifying markings required by federal, stateand local codes, ordinances and regulations.

5. Remove broken, chipped and defective glass; remove stains, spots, marks, paintsmears; dirt and foreign materials; clean and polish exterior and interior glass; cleanand polish mirrors.

6. Remove temporary protective coatings, tapes and films from finished aluminumsurfaces and ornamental metal surfaces, clean and polish aluminum and ornamentalmetal in compliance with manufacturer's instructions.

7. Remove paint smears, spots, marks, dirt, mud and dust from exposed interior andexterior finished surfaces.

8. Clean and polish finished hardware; remove marks, stains, scratches and blemishes.

9. Clean and polish ceramic floor and wall tile; clean and polish toilet fixtures and trim,toilet accessories and toilet compartments.

10. Sweep concrete floors not less than broom clean; vacuum where necessary to removeexcessive dust; thoroughly clean other hard surfaced floors.

a) Remove mortar droppings, joint compound, plaster and cementitiousmaterial droppings from floors prior to final cleaning.

b) Concrete floors of process areas shall be rinsed with water and broomed andallowed to dry before final inspection.

11. Sweep exterior paved surfaces broom clean; rake clean unpaved surfaces.

17-010/08-17 (Final Clean-up) 01710-4

12. Thoroughly clean all items of mechanical and electrical equipment; remove excessoils and grease from exposed surfaces.

a) Clean permanent filters and replace disposable filters if ventilating unitswere operated during construction.

b) Clean ducts, blowers and coils if units were operated without filters duringconstruction.

13. Vacuum clean carpeted and similar soft surfaces.

14. Clean, machine buff, wax and polish all resilient and hard-surfaced floors asspecified.

3.04 INSPECTION

Prior to occupancy by OWNER of any designated portion of WORK, conduct inspection in presenceof OWNER to verify WORK is properly clean and ready for acceptance by OWNER.

END OF SECTION

17-010/08-17 (Project Record Documents) 01720-1

SECTION 01720

PROJECT RECORD DOCUMENTS

PART 1 GENERAL


A. Maintenance of Record Documents and Samples.

B. Submittal of Record Documents and Samples.

1.02 MAINTENANCE OF DOCUMENTS AND SAMPLES

A. In addition to requirements in General Conditions, it is the CONTRACTOR’s responsibilityto maintain two record copies of:

1. Contract Drawings.2. Specifications.3. Addenda.4. Approved Change Orders, field orders or other modifications to the Contract.5. Approved shop drawings, product data, and samples.6. Field test records.7. Inspection certificates.8. Manufacturer's certificates.

B. Store Record Documents and samples apart from documents used for construction. Recordsshould be stored in a clean dry area with easy access.

C. Maintain Record Documents in a clean, dry and legible condition. Do not use RecordDocuments for construction purposes.

D. Keep Record Documents and samples available for inspection by Engineer.

1.03 RECORDING

A. Record information on clean sets of plans and contract specifications. Label each sheet of theProject Record Drawings in the lower right corner with the neatly printed words "PROJECTRECORD DRAWINGS."

B. Two (2) sets of CONTRACT DOCUMENTS and Drawings shall remain clean without mark-up for record purposes. CONTRACTOR shall use an additional set for markingmeasurements, on-site changes, items of construction that are actually used, and otherconditions as they are encountered during the course of the WORK. This marked-up set ofCONTRACT DOCUMENTS and Drawings shall consist of red-lined copies of plans andshop drawings, shall indicate actual field dimensions, shall represent the work as actuallyconstructed, and shall be recorded on a daily basis. Failure to produce these records onrequest of ENGINEER or OWNER shall constitute grounds to halt construction with no timeextension until steps are taken to see that these records are being properly made.


C. Use colored pens or pencils for marking each description of work.

1. The CONTRACTOR shall use colored pencils for marking record copies of ContractDrawings and Specifications. Use a different colored pencil for each trade.

2. Establish a color code denoting what trade will use what color, and show this on aschedule on the front sheet of the "PROJECT RECORD DOCUMENTS."

D. Record information concurrently with construction progress. DO NOT CONCEAL ANYWORK UNTIL REQUIRED INFORMATION IS RECORDED.

E. Contract Drawings and Shop Drawings: Legibly mark each item to record actual construction,including:

1. Measured depths of elements of foundation in relation to finish first floor orbenchmark.

2. Measured horizontal and vertical locations of underground utilities andappurtenances, referenced to permanent surface improvements. Use stations andoffsets or coordinates.

3. Measured locations of internal utilities and appurtenances concealed in construction,referenced to visible and accessible features of construction.

4. Field changes of dimension and detail.5. Changes made by Modifications.6. Details not on original Contract Drawings.7. References to related shop drawings and Modifications.

F. Prior to final construction inspection, CONTRACTOR shall furnish to ENGINEER two (2)neatly marked sets of construction plans which accurately depict the conditions and records allchanges made during construction. ENGINEER shall promptly notify CONTRACTOR inwriting if additional information is required.

G. Other Documents: Maintain manufacturer's certifications, inspection certifications, and fieldtest records, required by individual Specifications sections.

H. As-Constructed Survey Record Drawings:

1. Prior to final payment, the CONTRACTOR shall submit the following items:

a. Two (2) sets of as-constructed survey record drawings prepared by aregistered surveyor. Drawings shall show location of all manholes, valves,fire hydrants, water meters, water lines, vaults, structures, earthembankments, ponds, etc.

b. All horizontal locations shall be referenced to state plane coordinate systemand to existing streets or major structures.

c. Elevations of all gravity sewers, structure inverts and tops shall be shown.

d. Plan and profile views of all gravity sewers and forcemains shall beprovided.


e. Submit an ASCII text file in PNEZD (point, northing, easting, elevation,description) format of all structures (i.e., valves, hydrants, meters, manholes,etc.). Coordinates shall have an accuracy of +/- 1.0 foot. Elevations shall bebased on mean sea level.

f. Digital files of as-constructed drawings in Auto Cad “DWG” format andAdobe “PDF” format shall be submitted to ENGINEER on a compact disc,flash drive or SD card.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION

17-010/08-17 (Operation and Maintenance Data) 01730-1

SECTION 01730

OPERATION AND MAINTENANCE DATA

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Format and content of manuals.

B. Instruction of OWNER's personnel.

C. Schedule of submittals.

1.02 QUALITY ASSURANCE

Prepare instructions and data by personnel experienced in maintenance and operation of describedproducts.

1.03 FORMAT

A. Compile product data and related information appropriate for OWNER's maintenance andoperation of products furnished under work of this contract.

B. File Folders: Provide one expanding file folder for each item of equipment. The file foldershall be a leatherlike, expanding folder with cover flap and elastic band, size 15"x10" x 3".

C. Identify each folder with typed or printed title OPERATION AND MAINTENANCEINSTRUCTIONS; name of manufacturer and equipment type.

D. Provide two (2) hard copy sets and one (1) digital copy in Portable Document Format (PDF)of O & M Manuals.

E. Manuals are to be delivered to the engineer in complete sets as soon as they are available fromthe vendors. DO NOT WAIT UNTIL END OF JOB TO DELIVER MANUALS.

1.04 MANUAL FOR MATERIALS AND FINISHES

A. Building Products, Applied Materials, and Finishes: Include product data, with catalognumber, size, composition, and color and texture designations. Provide information forre-ordering custom manufactured products.

B. Instructions for Care and Maintenance: Include manufacturer's recommendations for cleaningagents and methods, precautions against detrimental agents and methods, and recommendedschedule for cleaning and maintenance.

C. Moisture Protection and Weather Exposed Products: Include product data listing applicablereference standards, chemical composition, and details of installation. Providerecommendations for inspections, maintenance, and repair.


D. Additional Requirements: As specified in individual product specification Sections.

1.06 MANUAL FOR EQUIPMENT AND SYSTEMS

A. Each Item of Equipment and Each System: Include description of unit or system, andcomponent parts. Identify function, normal operating characteristics, and limiting conditions.Include performance curves, with engineering data and tests, and complete nomenclature andcommercial number of replaceable parts.

B. Panelboard Circuit Directories: Provide electrical service characteristics, controls andcommunications.

C. Include color coded wiring diagrams as installed.

D. Operating Procedures: Include start-up, break-in, and routine normal operating instructionsand sequences. Include regulation, control, stopping, shut-down, and emergency instructions.Include summer, winter, and any special operating instructions.

E. Maintenance Requirements: Include routine procedures and guide for trouble-shooting;disassembly, repair, and reassembly instructions; and alignment, adjusting, balancing, andchecking instructions.

F. Provide servicing and lubrication schedule, and list of lubricants required.

G. Include manufacturer's printed operation and maintenance instructions.

H. Include sequence of operation by controls manufacturer.

I. Provide original manufacturer's parts list, illustrations, assembly drawings, and diagramsrequired for maintenance.

J. Provide control diagrams by controls manufacturer as installed.

K. Provide CONTRACTOR's coordination drawings, with color coded piping diagrams asinstalled.

L. Provide charts of valve tag numbers, with location and function of each valve, keyed to flowand control diagrams.

M. Provide list of original manufacturer's spare parts, current prices, and recommended quantitiesto be maintained in storage.

N. Additional Requirements: As specified in individual product specification Sections.

1.07 INSTRUCTION OF OWNER PERSONNEL

A. Before final inspection, provide necessary instruction to OWNER's designated personnel inoperation, adjustment, and maintenance of products, equipment, and systems, at agreed upontimes.


B. For equipment requiring seasonal operation, perform instructions for other seasons within sixmonths.

C. Use operation and maintenance manuals as basis for instruction. Review contents of manualwith personnel in detail to explain all aspects of operation and maintenance.

D. Prepare and insert additional data in Operation and Maintenance Manual when need for suchdata becomes apparent during instruction.

1.08 SUBMITTALS

A. Submit two copies of preliminary draft or proposed formats and outlines of contents beforestart of WORK. ENGINEER will review draft and return one copy with comments.

B. For equipment, or component parts of equipment, put into service during construction andoperated by OWNER, submit documents within ten (10) days after acceptance.

C. Submit one copy of completed volumes in final form fifteen 15 days prior to final inspection.Copy will be returned after final inspection, with ENGINEER's comments. Revise content ofdocuments as required prior to final submittal.

D. Submit three (3) copies of revised volumes of data in final form within ten (10) days afterfinal inspection.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

END OF SECTION

17-010/08-17 (Warranties and Bonds) 01740-1

SECTION 01740

WARRANTIES AND BONDS

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Preparation and submittal.

B. Time and schedule of submittals.

1.02 FORM OF SUBMITTALS

A. Bind in commercial quality, 8-1/2 x 11 inch three-ring side binders with hardback, cleanable,plastic covers.

B. Label cover of each binder with typed or printed title WARRANTIES AND BONDS, withtitle of Project; name, address and telephone number of CONTRACTOR and equipmentsupplier; and name of responsible principal.

C. Table of Contents: Neatly typed, in the sequence of the Table of Contents of the ProjectManual, with each item identified with the number and title of the specification Section inwhich specified, and the name of the product or work item.

D. Separate each warranty or bond with index tab sheets keyed to the Table of Contents listing.Provide full information, using separate typed sheets as necessary. List Subcontractor,supplier, and manufacturer, with name, address, and telephone number of responsibleprincipal.

E. Provide plastic card holder sleeve and insert business cards from all subcontractors andgeneral contractors' personnel including on-site representative, project manager and owner ofcompany. Insert into manual this "Card File" after table of contents.

1.03 PREPARATION OF SUBMITTALS

A. Obtain warranties and bonds, executed in triplicate by responsible Subcontractors, suppliers,and manufacturers, within ten (10) days after completion of the applicable item or work.Except for items put into use with OWNER's permission, leave date of beginning of time ofwarranty until the Date of Substantial Completion is determined. Provide three completenotebooks to the ENGINEER for distribution. The OWNER will receive two copies and theengineer will retain one copy.

B. Verify that documents are in proper form, contain full information, and are notarized.

17-010/08-17 (Warranties and Bonds) 01740-2

C. Co-execute submittals when required.D. Retain warranties and bonds until time specified for submittal.E. Items requiring warranty, minimum of 1 year, and bond documentation include but are not

limited to:

All HVAC, meters, control valves, electrical panels, chemical metering devices

1.04 TIME OF SUBMITTALS

A. For equipment or component parts of equipment put into service during construction withOWNER's permission, submit documents within ten (10) days after acceptance.

B. Make other submittals within ten (10) days after Date of Substantial Completion, prior to finalApplication for Payment.

C. For items of WORK when acceptance is delayed beyond Date of Substantial Completion,submit within ten (10) days after acceptance, listing the date of acceptance as the beginning ofthe warranty period.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

END OF SECTION

17-010/08-17 (Site Preparation) 02100-1

SECTION 02100

SITE PREPARATION

PART 1 GENERAL

1.01 SCOPE OF WORK

A. WORK to be performed under this section shall consist of clearing and grubbing the sitewithin the limits of the Contract as shown on Drawings and disposal of all waste materials.

B. WORK also included under this section shall include the removal and replacement of existingfences and the erection of temporary fences.

C. Definitions

1. Clearing: The removal and disposal of all exposed objectionable matter such as:trees, brush, logs, buildings, fences, poles, rubbish, loose boulders and other debrisresting on or protruding through the ground surface.

2. Grubbing: The removal and disposal of all objectionable matter such as: logs, poles,stumps, structures, boulders, rubbish, and other debris which is embedded in the soil.

1.02 REGULATORY REQUIREMENTS

A. Conform to applicable code for disposal of debris.

B. Conform to local Fire Department Codes for burning debris on site. Contractor shall obtainall necessary permits prior to burning on site.

PART 2 PRODUCTS

2.01 MATERIALS

A. Materials used for protection of trees and vegetation not to be removed during clearingoperations shall be at Contractor's option. Materials chosen shall be approved by theENGINEER prior to installation and upon installation shall be approved by the ENGINEERto ensure maximum protection to vegetation.

B. Materials used for the repair of trees and vegetation damaged outside clearing limits shown onDrawings shall be at Contractor's option but must be approved by the ENGINEER prior touse.

C. Wound paint shall be a standard bituminous product.

D. Herbicides shall not be used unless written approval is given by OWNER.

E. Explosives shall not be used unless written approval is given by OWNER.


F. Materials used for the replacement or relocation of existing fences shall be of equal orsuperior quality to those fence materials existing prior to construction unless specifiedotherwise on the plans.

PART 3 EXECUTION

3.01 CLEARING

A. No tree, shrub, or other landscaping plants shall be removed unless absolutely necessary forthe construction of the proposed improvements. All shrubs or landscaping plants removed ordamaged during construction shall be replaced by the Contractor at his expense, withlandscaping approved by the ENGINEER.

B. Limits of clearing shall be contained within the areas within Right-of-way, Easement andConstruction limits as shown on Drawings.

C. Existing fences that, at the direction of OWNER, can be reused shall be carefully removedand stored at such a distance they shall not be damaged by construction activity.

D. Fences that cannot be reused shall be removed to such a distance to allow constructionactivity and shall be replaced with new materials similar to existing fences upon completionof construction.

3.02 GRUBBING

A. The limits of grubbing shall be contained within Right-of-way, Easement and Constructionlimits as shown on Drawings.

B. Stumps and roots shall be grubbed and removed to a depth not less than 2 feet below existinggrade or bottom of foundation structure.

C. All holes or cavities which extend below the subgrade elevation of proposed WORK shall befilled with crushed rock or other suitable material and compacted to the same density as thesurrounding material.


3.03 PROTECTION

A. Streets, roads, adjacent property, and other works to remain shall be protected throughout thework in accordance with local laws and ordinances.

B. Contractor shall make every effort to protect existing bench marks, R/W markers, monuments,iron pins, property corner markers, etc. If any are disturbed or destroyed, CONTRACTORshall provide services of a registered land surveyor to replace the markers, as directed byOWNER, at no expense to OWNER.

C. No trees shall be cut outside of areas designated without specific approval of ENGINEER,and any trees designated shall be protected from damage by CONTRACTOR's constructionoperations.

D. Existing trees and other vegetation to remain shall be protected as directed by OWNER:

1. Trees shall be protected by fencing, barricades, or wrapping.2. Shrub and bushes shall be protected by fencing, barricades, or wrapping. Wrapping

of bushes and shrubs with plastic film will not be permitted.3. Shallow-rooted plants shall be protected at ground surface under and in some cases

outside the spread of branches by fencing, barricades, or ground cover protection.

E. In the event that archaeological resources are uncovered, CONTRACTOR shall notifyOWNER prior to proceeding with WORK.

F. It shall be the responsibility of the CONTRACTOR to inspect the site, determine the amountof work required, and include this work in his proposal.

G. CONTRACTOR is to erect temporary fences as necessary to preserve the privacy of allaffected property owners whose existing fences are being removed or relocated. Temporaryfences shall be of sufficient strength and quality to prevent escape of animals and livestockand to prevent the intrusion of animals and people.

H. It is CONTRACTOR's responsibility to coordinate the removal and erection of fences witheach affected property owner and to maintain any temporary and relocated fences throughoutthe contract period.

I. CONTRACTOR shall assume all costs incurred by any property owner in the loss of animalsor livestock due to an insufficiency of replaced or temporary fences during the contract periodand maintenance period thereafter.

J. It is the CONTRACTOR's responsibility to secure any insurance necessary to protect himselfin the event of loss or damage to any animals, livestock and property for the duration of theproject and maintenance period.

3.04 DISPOSAL


A. CONTRACTOR shall remove and dispose of all excess material resulting from clearing orsite preparation operations. CONTRACTOR shall dispose of such materials in a manneracceptable to OWNER and the local governing authority and at an approved location wheresuch materials can be lawfully disposed.

B. CONTRACTOR may, at no cost, retain any materials of value from clearing operations forhis own use or disposal by sale unless otherwise stated in these Specifications. Such materialshall be removed from construction area before date of completion of WORK under theseSpecifications. OWNER assumes no responsibility for protection or safekeeping of anymaterials so retained by CONTRACTOR.

C. Materials will not be disposed of by burying unless approved by OWNER. Buried materialswill be covered with not less than 2 feet of earth material.

D. Burning will be permitted if the required permits have been acquired from the local FireDepartment. Burning will be permitted only at times when conditions are consideredfavorable for burning and at locations approved by proper State or local authorities. Materialsto be burned shall be piled neatly and, when in a suitable condition, shall be burnedcompletely. Piling for burning shall be done in such a manner and in such locations as tocause the least fire risk. All burning shall be so thorough that the materials are reduced toashes. No logs, branches, or charred pieces shall be permitted to remain. CONTRACTORshall at all times take special precautions to prevent fire from spreading to areas beyond thelimits of cleared areas and shall have available at all times, suitable equipment and suppliesfor use in preventing and suppressing fires. Unguarded fires will not be permitted.CONTRACTOR shall assume all responsibility for damages caused by spreading fires.

E. Material to be removed from site shall be removed as it accumulates to prevent any unsightlyspoil areas.

END OF SECTION

17-010/08-17 (Earthwork) 02200-1

SECTION 02200

EARTHWORK

PART 1 GENERAL

1.01 SCOPE OF WORK

A. WORK under this section shall include all excavation, handling, rehandling, backfilling,compaction of earth material and disposal of any and all deleterious materials encounteredduring excavation. Other work under this section shall include all dewatering of excavatedareas or trenches, backfilling around structures, preparation of subgrades, surfacing andgrading and other incidental or appurtenant earthwork operations necessary to completeWORK in a satisfactory manner. Moreover, the CONTRACTOR must assume allresponsibility for any added obstacles or conditions, foreseen or unforeseen, and encounteredor manifest during the execution of the work.

B. CONTRACTOR shall provide all service, labor, materials, and equipment required for allearthwork and related operations necessary to complete the work as shown on Drawings orspecified in these Specifications, or as determined in the field jointly by CONTRACTOR andENGINEER.

1.02 RELATED WORK

A. Section 02227 - Rock Removal.

B. Section 02270 - Temporary Erosion Control.

C. Section 02931 - Grassing

D. Section 03300 - Concrete

E. Section 03600 - Grout

1.03 REFERENCES

A. American Society for Testing and Materials (ASTM D-698)

B. Georgia Department of Transportation Standard Specification, Construction of Roads andBridges (Georgia D.O.T. Specifications).

1.04 DEFINITIONS

Topsoil: Material obtained from excavations suitable for topsoil is defined as natural, friable soil,characteristic of representative soils in the vicinity that produce heavy growths of crops, grass, or othervegetation. Topsoil shall be free from roots, stones greater than two inches, and other materials that

17-010/08-17 (Earthwork) 02200-2

hinder grading, planting, and maintenance operations, and free from objectionable weed seeds andtoxic substances.

1.05 GENERAL

A. Elevations of the existing ground and the elevations of existing grades of structures arebelieved to be reasonably correct, but do not purport to be absolutely so, and, together withany schedule of quantities are presented only as an approximation. The CONTRACTORshall satisfy himself, however, by actual examination of the site of the WORK as to theexisting elevations and the amount of work required under these sections. If theCONTRACTOR is not willing to accept any ground surface elevations indicated upon theDrawings for payment, he shall so notify the ENGINEER prior to starting any excavationwork.

B. Earthwork operations shall be performed in a safe and proper manner with appropriateprecautions being taken against all hazards.

C. All excavated and filled areas for structures, trenches, fills, topsoil areas, embankments,pavement, drainage ditches and channels shall be maintained by CONTRACTOR in goodcondition at all times until final acceptance by OWNER. All damage caused by erosion orother construction operations shall be repaired by CONTRACTOR using materials of sametype as damaged material.

D. No classification of excavated materials will be made. Excavation and trenching work shallinclude the removal and subsequent handling of all materials excavated or otherwise removedin performance of the WORK, regardless of type, character, composition, or conditionthereof.

E. Earthwork within rights-of-way of State Department of Transportation, County RoadDepartment, City Street Department, or utility companies shall be done in accordance withrequirements and provisions of permits issued by those agencies for construction within theirrespective rights-of-way. Such requirements and provisions, where applicable, shall takeprecedence and supersede the provisions of these Specifications.

F. CONTRACTOR shall control grading in a manner to prevent water running into excavations.Obstruction of surface drainage shall be avoided and means shall be provided whereby stormwater will not be interrupted in existing gutters, other surface drains, or temporary drains.Material for backfill or for protection of excavation in public roads from surface drainageshall be neatly placed and kept shaped so as to cause the least possible interference withpublic travel. Free access must be provided to all fire hydrants, water valves, meters, andprivate drives.

G. CONTRACTOR shall use all means necessary to control dust on and near the work and alloff-site borrow areas. The CONTRACTOR shall thoroughly moisten all surfaces as necessaryto prevent dust from being a nuisance to the public, neighbors, and concurrent performance ofwork on the site.

H. All earthwork operations shall comply with applicable OSHA Construction Standards.

17-010/08-17 (Earthwork) 02200-3

I. It is understood and agreed that CONTRACTOR has made a thorough investigation of thesurface and subsurface conditions of the site and any special construction problems whichmight arise as a result of nearby watercourses and floodplains, particularly in areas whereconstruction activities may encounter water-bearing sands and gravels or limestone solutionchannels. CONTRACTOR shall be responsible for providing all services, labor, equipment,and materials necessary or convenient to him for completing the WORK within the timespecified in these Specifications.

1.06 PROJECT RECORD DOCUMENTS

Accurate record location of utilities remaining, rerouted utilities, new utilities by horizontaldimensions, elevations or inverts, and slope gradients.

1.07 PROTECTION

Protect trees, shrubs, lawns, and other features remaining as portion of final landscaping. Protectbenchmarks, R/W markers, monuments, iron pins, property corner markers, etc. If such markers aredisturbed or destroyed, CONTRACTOR shall provide services of a registered land surveyor to replacethe markers at no expense to the OWNER.

PART 2 PRODUCTS

2.01 BACKFILL

A. UNSUITABLE MATERIAL

Soil classified by the Unified Soil Classification System as OL, MH, CH, OH, or Pt inaccordance with ASTM D2487.

B. SUITABLE MATERIAL

Cohesionless material classified by the Unified Soil Classification System as GW, GP, GM,GC, SW, and SP in accordance with ASTM D2487. Material must be free from all wood,vegetable matter, debris, and other objectionable material, and having scattered clods orstones less than 2 inches maximum dimensions.

C. COMMON

Excavated material must be free from all wood, vegetable matter, debris, and other objectionalmatter, and having scattered clods or stones less than 3 inches maximum dimension.

17-010/08-17 (Earthwork) 02200-4

D. FOUNDATION

1. Bedding Stone: Class IA or IB aggregate materials in accordance with ASTMD2321.

2. Size No. 3 (2"-1") per ASTM D-448, Table 1, standard sizes of processed aggregates.

3. Size No. 357 (2"-No. 4) per ASTM D-448, Table 1, standard sizes of processedaggregates.

E. GRANULAR

Granular backfill shall be 1½" G.A.B. (Graded Aggregate Base) meeting the followinggradation:

SIZE % PASSING

2" 100

1½" 97 - 100

¾" 60 - 90

No. 10 25 - 45

No. 60 5 - 30

No. 200 0 - 15

2.02 CONCRETE

Class "D" concrete as defined in Section 03300 (Concrete) of these specifications.

2.03 FLOWABLE FILL

Shall be as specified in Section 03600 (Grout) of these specifications.

PART 3 EXECUTION

3.01 PREPARATION

A. Identify required lines, levels, contours, and datum. Coordinate with Section 01050 - Fieldengineering.

B. Identify known below grade utilities. Stake and flag locations.

C. Identify and flag above grade utilities.

17-010/08-17 (Earthwork) 02200-5

D. Maintain and protect existing utilities remaining which pass through work area.

E. Notify all utility companies prior to grading and where required to remove utilities.

F. Upon discovery of unknown utility or concealed conditions, discontinue affected work; notifyOWNER/ENGINEER immediately.

3.02 DEWATERING

A. CONTRACTOR shall provide and maintain at all times during construction, ample meansand devices with which to promptly remove and properly dispose of all water from any sourceentering the excavations or other parts of the WORK. Dewatering shall be accomplished bymethods which will ensure a dry excavation and preservation of final lines and grades ofbottoms of excavations. Methods of dewatering may include sump pumps, well points, deepwells, or other suitable methods which do not damage or weaken structures, foundations, orsubgrades. Shallow excavations may be dewatered using open ditches provided such ditchesare kept open and free-draining at all times. Dewatering methods used shall be acceptable toENGINEER. Footing pits or trenches shall be protected by small earth dikes and plasticcovers when they are left open in rainy weather.

B. Unless specifically authorized by ENGINEER, groundwater encountered within the limits ofexcavation shall be depressed to an elevation not less than twelve (12) inches below thebottom of such excavation before pipe laying or concreting is started and shall be somaintained. No concrete structures shall be exposed to unequal hydrostatic forces until theconcrete has reached its specified 28-day strength. Water shall not be allowed to rise abovebedding during pipe laying operations. CONTRACTOR shall exercise care to preventdamage to pipelines or structures resulting from flotation, undermining, or scour. Dewateringoperations shall commence when ground or surface water is first encountered and shall becontinued until such times as water can safely be allowed to rise in accordance withprovisions of this section.

C. Standby pumping equipment shall be kept on the job site. A minimum of one standby unit(one for each ten in the event well points are used) shall be available for immediateinstallation should any pumping unit fail. Installation of well points or deep wells shall beadequately sized to accomplish the WORK. Drawings or design of proposed well point ordeep well dewatering systems shall be submitted to ENGINEER for review.

D. CONTRACTOR shall not operate dewatering devices (i.e., pumps, etc.) before the hour of8:00 AM and after the hours of 8:00 PM in a residential area unless otherwise approved byENGINEER or OWNER.

E. If foundation soils are disturbed or loosened by the upward seepage of water or anuncontrolled flow of water, the affected areas shall be excavated and replaced with foundationbackfill at no cost to OWNER. Foundation backfill shall be placed in bottom of trench towithin 6" of the bottom of pipe. Six (6) inches of bedding stone shall be placed over the topof the foundation backfill.

F. CONTRACTOR shall dispose of water from the WORK in a suitable manner without damageto adjacent property. Conveyance of water shall be such as to not interfere with constructionoperations or surrounding property owners. No water shall be drained into WORK built or

17-010/08-17 (Earthwork) 02200-6

under construction without prior consent of ENGINEER. CONTRACTOR will be heldresponsible for the condition of any pipe or conduit which he may use for drainage purposes,and all such pipes or conduits shall be left clean and free of sediment.

G. Storm water runoff shall be controlled by means of temporary erosion control methodsspecified in Section 02270 (Temporary Erosion Control), as shown on Drawings, or asdirected by ENGINEER.

H. Water shall be disposed of in such a manner as not to be a menace to public health and inaccordance with applicable Environmental Protection Agency, Corps of Engineers, and StateEnvironmental Protection Division standards and permits.

3.03 SHEETING, SHORING AND BRACING

A. CONTRACTOR shall be responsible for supporting and maintaining all excavations requiredeven to the extent of sheeting and shoring the sides and ends of excavations with timber orother supports. If the sheeting, braces, shores, and stringers or walling timbers or othersupports are not properly placed or are insufficient, the CONTRACTOR shall provideadditional or stronger supports. The requirement of sheeting or shoring or the addition ofsupports shall not relieve the CONTRACTOR of his responsibility for their sufficiency. Allsheeting, shoring and bracing shall have sufficient strength and rigidity to withstand thepressure exerted and to conform with OSHA Safety & Health Standards.

B. Excavations adjacent to existing or proposed buildings and structures, or in paved streets oralleys shall be sheeted, shored and braced adequately to prevent undermining beneath orsubsequent settlement of such structures or pavements. Underpinning of adjacent structuresshall be done when necessary to maintain structures in safe condition. The CONTRACTORshall be held liable for any damage resulting to such structures or pavements as a result of hisoperations.

C. Trench sheeting shall be left in place until the backfilling has been completed to elevation notless that twelve (12) inches above the top of the pipe. Unless otherwise ordered in writing,sheeting shall then be cut off at the top of the lowest set of bracing and the upper section shallbe removed. All voids left by sheeting along trenches shall be carefully refilled and rammedwith suitable tools.

D. In unstable ground, sheeting shall be driven to such depth below bottom of the trench or sideof the excavation as required to ensure stability.

E. The need and adequacy of sheeting, shoring, bracing, or other provisions to protect men andequipment in a trench or other excavation shall be the sole and exclusive responsibility ofCONTRACTOR.

F. Underpin adjacent structures which may be damaged by excavation work, including serviceutilities and pipe chases.

G. Notify ENGINEER of unexpected subsurface conditions and discontinue work in affectedarea until notification to resume work.

H. Protect bottom of excavations and soil adjacent to and beneath foundations from frost.

17-010/08-17 (Earthwork) 02200-7

I. Grade top perimeter of excavation to prevent surface water run-off into excavation.

3.04 TOPSOIL EXCAVATION

A. Excavate topsoil from areas to be further excavated or graded and stockpile in designatedarea. Remove excess topsoil not being reused from site.

B. Do not excavate wet topsoil.

C. Stockpile topsoil to height not exceeding OSHA requirements.

3.05 GENERAL EXCAVATION

A. Excavation shall include removal of all material from an area necessary for the construction ofa structure, dam or dike. Excavations shall provide adequate working space and clearancesfor the WORK to be performed therein.

B. CONTRACTOR shall be responsible for any problems caused to property owners inresidential areas due to excessive dust caused by excavation operations. Preparations shall bemade by CONTRACTOR to control excessive dust in or near any residential area.

C. Where quicksand, soft clay, spongy, swampy or other materials unsuitable for subgrade orfoundation purposes are encountered below excavation limits, they shall be removed to a levelof suitable material as directed by the soils engineer. Areas so excavated shall be backfilledwith Class D concrete or with foundation backfill to the original excavation limit unlessotherwise directed by the soils engineer.

D. Barriers shall be placed at each end of all excavations and at such places as may be necessaryalong excavations to warn all pedestrian and vehicular traffic of such excavations. Lightsshall also be placed along excavations from sunset each day to sunrise of next day untilexcavations are backfilled. All excavations shall be barricaded in such a manner as to preventpersons from falling or walking into any excavation.

F. The Contractor shall use all means necessary to control dust on and near the work and on andnear all off-site borrow areas when dust is caused by the operations during performance of thework or if resulting from the condition in which the subcontractor leaves the site. Thecontractor shall thoroughly moisten all surfaces as required to prevent dust being a nuisance tothe public, neighbors and concurrent performance of work on the site.

3.06 BORROW EXCAVATION

Wherever the backfill of excavated areas or the placement of embankments or other fills requirematerial not available at the site, suitable material shall be obtained from other sources. This mayrequire the opening of borrow pits at points not immediately accessible to the WORK. In such cases,CONTRACTOR shall make arrangements with the property owner and shall pay all costs incident tothe borrowed material including royalties, if any, for the use of the material. Before a borrow pit isopened, the quality and suitability of the material to be obtained shall be approved by the soilsENGINEER. Any soil tests required for approval of the borrowed material proposed, shall be at theOWNER's expense.

17-010/08-17 (Earthwork) 02200-8

3.07 SUBSURFACE OBSTRUCTIONS

A. In excavating, backfilling, and laying pipe, care must be taken not to remove, disturb, orinjure any existing water, telephone, gas pipes, storm drainage pipe, headwalls or catchbasins, or other conduits or structures, without the approval of the ENGINEER. If necessary,the CONTRACTOR at his own expense, shall sling, shore up, and maintain such structures inoperation, and shall repair any damage to them. Before final acceptance of the work, he shallreturn all such structures to as good condition as before the work started.

B. The CONTRACTOR shall give sufficient notice to the interested utility of his intention toremove or disturb any pipe, conduit, etc., and shall abide by their regulations governing suchwork. In the event that any subsurface structure becomes broken or damaged in the executionof the work, the CONTRACTOR shall immediately notify the proper authorities, and shall beresponsible for all damage to persons or property caused by such breaks. Failure of theCONTRACTOR to promptly notify the affected authorities shall make him liable for anyneedless loss so far as interference with the normal operation of the utility.

C. When pipes or conduits providing service to adjoining buildings are broken during progressof the work, the CONTRACTOR shall repair them at once.

D. Delays such as would result in buildings or residences being without services overnight or fora needlessly long period during the day will not be tolerated. Should it become necessary tomove the position of a pipe, conduit or structure, it shall be done by the CONTRACTOR instrict accordance with the instructions given by the ENGINEER or the utility involved.

E. The OWNER or the ENGINEER will not be liable for any claim made by theCONTRACTOR based on underground obstructions being different from that indicated inthese CONTRACT DOCUMENTS or plans.

17-010/08-17 (Earthwork) 02200-9

3.08 DISPOSAL OF WASTE AND UNSUITABLE MATERIALS

A. Materials removed by excavation, which are suitable for the purpose, shall be used to extentpossible for backfilling pipe trenches and for making embankment fills, subgrades or for suchother purposes as may be shown on Drawings. Materials not used for such purposes shall beconsidered waste material and shall be disposed of at the CONTRACTOR's expense.

B. Waste materials shall be spread in uniform layers and neatly leveled and shaped. Spoil banksshall be provided with sufficient and adequate openings to permit surface drainage of adjacentlands.

C. Unsuitable materials, consisting of rock, wood, vegetable matter, debris, soft or spongy clay,peat, and other objectionable material so designated by the soils engineer, shall be removedfrom the work site and disposed of by CONTRACTOR at his expense.

D. Limit offsite disposal to locations that are approved by federal, state, and local authorities.

E. No waste material shall be dumped on private property unless written permission is furnishedby owner of property and unless a dumping permit is issued from local jurisdiction.

3.09 ROCK REMOVAL

See Section 02227 (Rock Removal) of these specifications.

3.10 FILLS AND EMBANKMENTS

A. Fills and embankments shall consist of all earth fills except backfills in trenches or aroundstructures. Unless special material is specified or shown on Drawings, materials for fills andembankments shall consist of excavated material from structures or of a mixture of suchexcavated materials and materials borrowed from other sources by CONTRACTOR. Allmaterial used for fills and embankments shall be free from wood, vegetable matter, debris,soft of spongy earth or clay, large rock, or other objectionable material and shall be acceptableto the soils ENGINEER.

B. Materials shall be placed in fill or embankment in successive layers of 8 inches or less inthickness before compaction, each layer being approximately horizontal and extending to filllimit of required cross section and shall be compacted at optimum water content over entiresurface to not less than 95 percent of maximum density as determined by ASTM D-698. Theprocess shall be repeated for each layer of material until fill or embankment conforms to planlines, grades, and cross sections. Degree of compaction and moisture content required,method of tamping, and equipment used shall be approved by the soils engineer.

C. Area over which fill or embankment is to be constructed shall first be cleared of allvegetation, debris, and other objectionable material and have the entire surface proof rolledunder the supervision of the soils engineer.

D. When fills or embankments are made to relocate a stream or river, all necessary erosioncontrol measures shall be installed at earliest practical time after construction. Erosion controlmeasures shall conform to limits shown on Drawings unless otherwise directed byENGINEER.

17-010/08-17 (Earthwork) 02200-10

3.11 BACKFILL AROUND STRUCTURES

A. The backfilling of structures shall be started immediately after construction of same has beenviewed by the Project Observer and after all structural concrete has reached its 7-daycompressive strength. Backfill material shall be as specified in Section 02200 Earthwork.Material that is too dry for adequate compaction shall receive a prior admix of water toachieve optimum moisture content. Material having excessive water content shall not beplaced at any time. Backfill material shall be free of large clods, rocks, vegetable matter,debris, and/or other objectionable material. It shall be deposited in horizontal layers not toexceed 6 inches in thickness (before compaction) on each side of the structure. Each layershall be thoroughly tamped or rammed with approved power driven tools until the requireddensity is achieved.

B. Class II and III Backfill (granular and select) shall be used in streets, alleys, across sidewalksand driveways and at any other places subject to vehicular traffic or other superimposed loads,as determined by ENGINEER. Backfill shall be compacted, in 12-inch layers to 95 percent ofmaximum density at optimum moisture content as determined by tests as specified inParagraph 3.12 for the full depth of the fill.

C. All backfilling shall be done in such a manner that the structure over or against which it isbeing placed will not be disturbed or injured. Any structure injured, damaged or moved fromits proper line or grade during backfilling operations shall be removed and repaired to thesatisfaction of OWNER and then re-backfilled.

D. Backfilling shall not be done in freezing weather except by permission of the soilsENGINEER, and shall not be done with frozen material or upon frozen materials.

E. All backfilling shall be left with smooth, even surfaces, properly graded and shall bemaintained in this condition until final completion and acceptance of the work. Wheredirected by the ENGINEER, the backfill shall be mounded slightly above the adjacentground.

F. Leave stockpile areas completely free of excess fill materials. After construction and cleanup,stockpile areas shall be seeded in accordance with provisions specified in Section 02931(Grassing).

3.12 TESTING

A. In general fills and backfill shall be tested in accordance with ASTM D-698 (StandardProctor) and shall be compacted to 95% of maximum density at optimum moisture content.Each 12" lift of fill or backfill shall be tested at random with an average grid spacing of 100feet. For small backfill areas a minimum of two (2) tests shall be performed for each structuresubgrade and one for each side of the structure that is backfilled. Cut areas shall have the topsix (6) inches of material proof rolled and compacted to 100% of maximum density. Fillareas shall have the top twelve (12) inches proof rolled and compacted to 100% of maximumdensity. Areas not meeting the required compaction shall be recompacted until the desireddegree of compaction is achieved.

17-010/08-17 (Earthwork) 02200-11

B. Proof Rolling: The subgrade shall be proof rolled with a heavy dump truck filled with dirt(20 tons minimum), fully loaded scraper or a heavy rubber tired roller as recommended by thesoils ENGINEER. Any areas showing sponginess or pumping shall be excavated to removethe unsuitable material, refilled with suitable material, rerolled and retested.

3.13 FINAL GRADING

A. After other earthwork operations have been completed, sites of all structures andembankments shall be graded to finished grade as shown on the drawing. Grading operationsshall be so conducted that materials shall not be removed or loosened beyond required limits.Finished surfaces shall be left in smooth and uniform planes such as are normally obtainablefrom use of hand tools. If CONTRACTOR is able to obtain required degree of evenness bymeans of mechanical equipment, he will not be required to use hand labor methods. Slopesand ditches shall be neatly trimmed and finished to slopes shown on the drawing.

B. Unless otherwise specified or shown on the drawings, all finished ground surfaces shall begraded and dressed to present a surface varying not more than plus or minus 0.10 foot. Anyfinished surfaces resulting in inadequate drainage or washouts shall be corrected by theCONTRACTOR at his expense.

3.14 SETTLEMENT

A. CONTRACTOR shall be responsible for all settlement of backfill, fills, and embankmentswhich may occur during warranty period.

B. CONTRACTOR shall make, or cause to be made, all repairs or replacements made necessaryby settlement within 30 days after receipt of written notice from ENGINEER or OWNER.

END OF SECTION

17-010/08-17 (Earthwork for Utilities) 02225-1

SECTION 02225

EARTHWORK FOR UTILITIES

PART 1 GENERAL

1.01 SCOPE OF WORK

Work under this section shall include all operations necessary for excavating, backfilling andcompaction of material necessary for the construction of pipelines and all appurtenant facilitiesincluding sewage pump station, concrete saddles, pipe protection, etc., and for the disposal of wasteand unsuitable materials.

1.02 RELATED WORK

A. Section 02270 – Temporary Erosion Control

B. Section 02931 - Grassing

1.03 REFERENCES

A. American Society for Testing and Materials (ASTM), American Water Works Association(AWWA), Annual Book of Standards

1. ASTM D2167, Standard Test Method for Density and Unit Weight of Soil in Place bythe Rubber Balloon Method

2. ASTM D1556, Standard Test Method for Density and Unit Weight of Soil in Place bythe Sand-Cone Method

3. ASTM D 2321, Standard Practice for Underground Installation of Thermoplastic Pipe forSewers and Other Gravity-Flow Applications.

4. AWWA C600, Standard for Installation of Ductile-Iron Water Mains and TheirAppurtenances.

5. AWWA C605, Standard for Underground Installation of PVC Pressure Pipe and Fittingsfor Water

6. AWWA C150, American National Standard for the Thickness Design of Ductile-IronPipe

7. ASTM D2487, Standard Practice for Classification of Soils for Engineering Purposes

B. Occupational Safety and Health Administration (OSHA), Code of Federal Regulations 29CFR Part 1926, Subpart P – Excavation, latest revision.


1.04 GENERAL

Elevations of the existing ground and the elevations of existing grades of structures are believed to bereasonably correct, but do not purport to be absolutely so, and, together with any schedule of quantitiesare presented only as an approximation. The CONTRACTOR shall satisfy himself, however, byactual examination of the site of the WORK as to the existing elevations and the amount of workrequired under this section. If the CONTRACTOR is not willing to accept any ground surfaceelevations indicated upon the Drawings for payment, he shall so notify the ENGINEER prior tostarting any excavation work.

PART 2 PRODUCTS

2.01 BEDDING AND HAUNCHING STONE

A. Class IA or IB aggregate materials shall be in accordance with ASTM D 2321 and ASTMC33 for gravity sewer, wet trench conditions, under roads, structures and driveways.

B. For PVC water line and forcemain, CONTRACTOR shall use reused or imported Class II, IIIor IVA materials in accordance with ASTM D2321. Materials shall be free of stone, clods,broken rock, or concrete larger than 1.5 inches in largest dimension, organic matter, rubbish,or other unsuitable material for all other trench conditions not mentioned in Paragraph 2.01.A,unless otherwise directed by ENGINEER or OWNER.

2.02 INITIAL BACKFILL

Reused or imported earth free of stone, clods, broken rock, or concrete ,or organic matter, rubbish, orother unsuitable material.

Soil types shall be in accordance with ASTM D2487, and the Unified Soil Classification System.Backfill Classification shall be in accordance with ASTM D2321. Suitable Subsoil: Reused and/orimported free of stone larger than 3 inch size, and debris. For backfill supporting structures andpiping, Unified Soil Classification System (USCS) Groups GW and GP compacted to 97% ModifiedProctor per ASTM D-1557. For backfill under roadways, pavement and sidewalks, USCS GroupsGW and GP compacted to 98% Standard Proctor, Groups GM, GC, SW, SP, and SM compacted to98% Standard Proctor, USCS Group SC compacted to 99% Standard Proctor, and USCS Groups MLand CL compacted to 100% Standard Proctor per ASTM D-698. For backfill not supporting any typeof structure, paving, or sidewalk, Groups GW, GP, GM, and GC compacted to 90% Standard Proctor,Groups SW, SP, and SM compacted to 91% Standard Proctor, Groups ML, and CL compacted to 92%Standard Proctor, and Groups OL, MH, CH, and OH compacted to 93% Standard Proctor per ASTMD-698. Unsuitable soil: USCS Groups MH, CH, OL, OH, and PT.

2.03 FINAL BACKFILL

Reused or imported earth free of stone, clods, broken rock, or concrete larger than 3 inches in largestdimension, or organic matter, rubbish, or other unsuitable material.


PART 3 EXECUTION

3.01 INSPECTION

A. Verify bedding and backfill material to be used are acceptable. Do not use frozen material.

B. Verify areas to be backfilled are free of debris, snow, ice, or water, and surfaces are notfrozen.

3.02 PREPARATION

A. Identify required lines, levels, contours, and datum.

B. When necessary, compact subgrade surfaces to density requirements for backfill material.

3.03 SHEETING, SHORING AND BRACING

A. CONTRACTOR shall be responsible for supporting and maintaining all excavations requiredeven to the extent of sheeting and shoring the sides and ends of excavations with timber orother supports. All sheeting, shoring and bracing shall have sufficient strength and rigidity towithstand the pressure exerted and to conform with OSHA 29 CFR 1926,

Subpart P – Excavations, latest revision.

B. Excavations adjacent to existing or proposed utilities, buildings and structures, or in pavedstreets or alleys shall be sheeted, shored and braced adequately to prevent underminingbeneath or subsequent settlement of such structures or pavements. Underpinning of adjacentutilities and structures shall be done when necessary to maintain utilities and structures in safecondition. The CONTRACTOR shall be held liable for any damage resulting to such utilities,structures or pavements as a result of his operations.

C. The need and adequacy of sheeting, shoring, bracing, or other provisions to protect men andequipment in a trench or other excavation shall be the sole and exclusive responsibility ofCONTRACTOR.

D. Moving trench boxes or sheeting: When using moveable trench support, care should be takenso not to disturb the pipe location, joints, or embedment. Removal of any trench protectionbelow the top of the pipe and within the dimensions of the trench shown on the constructiondetails (for Class 2, 4, and 5 Bedding) shall be prohibited after pipe embedment is compacted.Therefore, moveable trench supports shall only be used in wide trench construction wheresupports extend below the top of the pipe, or on a shelf above the pipe installed in a narrowtrench in accordance with construction details. Any voids left in the embedment material bysupport removal shall be carefully filled with Class IA or IB aggregate materials andcompacted.


3.04 EXCAVATION

A. Trench Excavation

1. Trench excavation shall consist of the removal of materials necessary for theconstruction of pipelines and all appurtenant facilities including collars, concretesaddles, and pipe protection called for on Drawings.

2. Excavation for pipelines shall be made in open cut unless otherwise shown onDrawings. Trenches shall be cut true to lines and grades shown on Drawings.Minimum pipe cover shall be 48” measured from the top of pipe to the groundsurface.

3. Use of motor-powered trenching machine will be permitted but full responsibility forthe preservation, replacement, and/or repair of damage to any existing utility servicesand private property shall rest with CONTRACTOR.

4. Bell holes for bell and spigot pipe and/or mechanical joint pipe shall be excavated atproper intervals so the barrel of the pipe will rest for its entire length upon the bottomof the trench or bedding material.

5. Pipe trenches shall not be excavated more than 400 feet in advance of pipe laying andall work shall be performed to cause the least possible inconvenience to the public.Adequate temporary bridges or crossings shall be constructed and maintained whererequired to permit uninterrupted vehicular and pedestrian traffic.

6. Unless otherwise specified herein or shown on Drawings, wherever pipe trenches areexcavated below elevation shown on Drawings, CONTRACTOR, at his ownexpense, shall fill the void thus made to proper grade with bedding and haunchingmaterial in accordance with Part 2.01A.

7. In all cases where materials are deposited along open trenches they shall be placed sothat no damage will result to the WORK and/or adjacent property in case of rain orother surface wash.

8. Remove soft, spongy, or otherwise unstable materials encountered at elevation ofpipe which will not provide a firm foundation for the pipe. Extend bedding depth asnecessary to reach firm materials.

B. Any unauthorized excavation shall be corrected at the CONTRACTOR's expense.

C. Protect bottom of excavations and soil adjacent to and beneath foundations from frost.

D. Grade top perimeter of excavation to prevent surface water run-off into excavation.

E. Notify ENGINEER of unexpected subsurface conditions and discontinue work in affectedarea until notification to resume work.

F. Trench widths shall be in accordance with construction details for Class 2, 4, and 5 Bedding.


3.05 DEWATERING

A. CONTRACTOR shall provide and maintain at all times during construction, ample meansand devices with which to promptly remove and properly dispose of all water from any sourceentering the excavations or other parts of the WORK. Dewatering shall be accomplished bymethods which will ensure a dry excavation and preservation of final lines and grades ofbottoms of excavations. Methods of dewatering may include sump pumps, well points, deepwells, or other suitable methods which do not damage or weaken structures, foundations, orsubgrades. Shallow excavations may be dewatered using open ditches provided such ditchesare kept open and free-draining at all times. Dewatering methods used shall be acceptable toENGINEER. Footing pits or trenches shall be protected by small earth dikes and plasticcovers when they are left open in rainy weather.

B. When significant (more than 30 L.F. continuously in a trench) ground water is encountered insoils containing fines, the CONTRACTOR shall notify the ENGINEER. In these areas, thetrench shall be lined with an approved filter fabric between the bedding and haunchingmaterial and the trench walls to reduce the affects of migration of fines which can diminishpipe support.

C. Unless specifically authorized by ENGINEER, groundwater encountered within the limits ofexcavation shall be depressed to an elevation not less than twelve (12) inches below thebottom of such excavation before pipe laying or concreting is started and shall be somaintained. No concrete structures shall be exposed to unequal hydrostatic forces until theconcrete has reached its specified 28-day strength. Water shall not be allowed to rise abovebedding during pipe laying operations. CONTRACTOR shall exercise care to preventdamage to pipelines or structures resulting from flotation, undermining, or scour. Dewateringoperations shall commence when ground or surface water is first encountered and shall becontinued until such times as water can safely be allowed to rise in accordance withprovisions of this section.

D. Standby pumping equipment shall be kept on the job site. A minimum of one standby unit(one for each ten in the event well points are used) shall be available for immediateinstallation should any pumping unit fail. Installation of well points or deep wells shall beadequately sized to accomplish the WORK. Drawings or design of proposed well point ordeep well dewatering systems shall be submitted to ENGINEER for review.

E. CONTRACTOR shall not operate dewatering devices (i.e., pumps, etc.) before the hour of8:00 AM and after the hours of 8:00 PM in a residential area unless otherwise approved byENGINEER or OWNER.

F. If foundation soils are disturbed or loosened by the upward seepage of water or anuncontrolled flow of water, the affected areas shall be excavated and replaced with foundationbackfill at no cost to OWNER. Foundation backfill shall be placed in bottom of trench towithin 6" of the bottom of pipe. Six (6) inches of bedding stone shall be placed over the topof the foundation backfill.


G. CONTRACTOR shall dispose of water from the WORK in a suitable manner without damageto adjacent property. Conveyance of water shall be such as to not interfere with constructionoperations or surrounding property owners. No water shall be drained into WORK built orunder construction without prior consent of ENGINEER. CONTRACTOR will be heldresponsible for the condition of any pipe or conduit which he may use for drainage purposes,and all such pipes or conduits shall be left clean and free of sediment.

H. Storm water runoff shall be controlled by means of temporary erosion control methodsspecified in Section 02270, as shown on Drawings, or as directed by ENGINEER.

I. Water shall be disposed of in such a manner as not to be a menace to public health and inaccordance with applicable Environmental Protection Agency, Corps of Engineers, and StateEnvironmental Protection Division standards and permits.

3.06 BEDDING/BACKFILLING

A. The backfilling of trenches shall be started immediately after construction of same has beenviewed by the Project Observer. Bedding shall be aggregate and backfill material shall beearth or aggregate in accordance with Part 2 and the Drawings. Material shall be deposited inthe initial horizontal layer to the spring line of the pipe (before compaction) on each side ofthe pipe. The initial layer shall be thoroughly tamped or rammed around the pipe until theinitial layer’s density is equal to the density of the adjacent undisturbed soils. The secondbedding material layer shall be deposited horizontally to a depth to provide a cover of not lessthan 12 inches over top of pipe. The remainder of the backfill shall be placed in horizontallayers 18 inches (maximum) in depth. The second and subsequent bedding/backfill layersshall be compacted by compaction tools to a density equal to the density of the adjacentundisturbed soils, except under roads, structures, and driveways.

B. Compact aggregate and soil backfill under roads, parking lots, structures, and driveways to aminimum of 95% of maximum dry density at not less than 2% below nor more than 2% abovethe optimum moisture content as determined by ASTM D 698. The top 12 inches shall becompacted to 100 percent of maximum dry density. Consolidation by saturation or pondingwill not be permitted.

C. All backfilling shall be done in such a manner that the pipe or structure over or against whichit is being placed will not be disturbed or injured. Any pipe or structure injured, damaged ormoved from its proper line or grade during backfilling operations shall be removed andrepaired to the satisfaction of OWNER and then re-backfilled.

D. Backfilling shall not be done in freezing weather except by permission of the ENGINEER,and shall not be done with frozen material or upon frozen materials.

E. All backfilling shall be left with smooth, even surfaces, properly graded and shall bemaintained in this condition until final completion and acceptance of the work. Wheredirected by the ENGINEER, the backfill shall be mounded slightly above the adjacentground.

F. Leave stockpile areas completely free of excess fill materials. After construction and cleanup,stockpile areas shall be seeded in accordance with provisions specified in Section 02931.


G. Use “Class 5” bedding in all wet trenches and under roads/driveways, regardless of pipematerial. Use “Class 5” bedding for all PVC gravity sewer.

H. Use “Class 4” bedding for PVC waterline, and DIP gravity sewer.

I. Use “Class 2” bedding for DIP waterline/pressure lines.

3.07 SUBSURFACE OBSTRUCTIONS

A. In excavating, backfilling, and laying pipe, case must be taken not to remove, disturb, or inureany existing water, telephone, gas pipes, storm drainage pipe, headwalls or catch basins, orother conduits or structures, without the approval of the ENGINEER. If necessary, theCONTRACTOR at his own expense, shall sling, shore up, and maintain such structures inoperation, and shall repair any damage to them. Before final acceptance of the work, he shallreturn all such structures to as good condition as before the work started.

B. The CONTRACTOR shall give sufficient notice to the interested utility of his intention toremove or disturb any pipe, conduit, etc., and shall abide by their regulations governing suchwork. In the event that any subsurface structure becomes broken or damaged in the executionof the work, the CONTRACTOR shall immediately notify the proper authorities, and shall beresponsible for all damage to persons or property caused by such breaks. Failure of theCONTRACTOR to promptly notify the affected authorities shall make him liable for anyneedless loss so far as interference with the normal operation of the utility.

C. When pipes or conduits providing service to adjoining buildings are broken during progressof the work, the CONTRACTOR shall repair them at once.

D. Delays such as would result in buildings or residences being without services overnight or fora needlessly long period during the day will not be tolerated. Should it become necessary tomove the position of a pipe, conduit or structure, it shall be done by the CONTRACTOR instrict accordance with the instructions given by the ENGINEER or the utility involved.

E. The OWNER or the ENGINEER will not be liable for any claim made by theCONTRACTOR based on underground obstructions being different from that indicated inthese CONTRACT DOCUMENTS or plans.

3.08 BORROW EXCAVATION

Wherever the backfill of excavated areas or the placement of embankments or other fills requirematerial not available at the site, suitable material shall be obtained from other sources. This mayrequire the opening of borrow pits at points not immediately accessible to the WORK. In such cases,CONTRACTOR shall make arrangements with the property owner and shall pay all costs incident tothe borrowed material including royalties, if any, for the use of the material. Before a borrow pit isopened, the quality and suitability of the material to be obtained shall be approved by the ENGINEER.Any soil tests required for approval of the borrowed material proposed, shall be at the OWNER's

expense.


3.09 DISPOSAL OF WASTE AND UNSUITABLE MATERIALS

A. Materials removed by excavation, which are suitable for the purpose, shall be used to extentpossible for backfilling pipe trenches and for making embankment fills, subgrades or for suchother purposes as may be shown on Drawings. Materials not used for such purposes shall beconsidered waste material and shall be disposed of at the CONTRACTOR's expense.

B. Waste materials shall be spread in uniform layers and neatly leveled and shaped. Spoil banksshall be provided with sufficient and adequate openings to permit surface drainage of adjacentlands.

C. Unsuitable materials, consisting of rock, wood, vegetable matter, debris, soft or spongy clay,peat, and other objectionable material so designated by the ENGINEER, shall be removedfrom the work site and disposed of by CONTRACTOR at his expense.

D. No waste material shall be dumped on private property unless written permission is furnishedby owner of property and unless required permits are issued from the local jurisdiction.

3.10 TESTING

A. Compaction of fill and backfill to the specified moisture-density relationship of soils shall beverified by in-place density tests using ASTM D 2167, D1556 or other ASTM in-placedensity tests approved by the ENGINEER. Maximum density determination and in-placedensity tests shall be performed by a soils technician employed by the OWNER. Frequencyand location of tests shall be adequate to ensure proper compaction has been achieved.

B. CONTRACTOR shall assist soils technician with excavation of test pits to the elevationsrequired by OWNER or ENGINEER.

C. Areas not meeting the required compaction shall be recompacted until the desired degree ofcompaction is achieved. All costs associated with re-testing failed areas of compaction shallbe paid for by the CONTRACTOR.

3.11 PROTECTION

Protect excavation by shoring, bracing, sheet piling, underpinning, or other methods required toprevent cave-in of loose soil into excavation. Protection shall be in accordance with OSHA 29 CFR1926, Subpart P-Excavations, latest revision.

3.12 FINAL GRADING

A. After other earthwork operations have been completed, sites of all structures andembankments shall be graded to finished grade as shown on the Drawings. Gradingoperations shall be so conducted that materials shall not be removed or loosened beyondrequired limits. Finished surfaces shall be left in smooth and uniform planes such as arenormally obtainable from use of hand tools. If CONTRACTOR is able to obtain requireddegree of evenness by means of mechanical equipment, he will not be required to use handlabor methods. Slopes and ditches shall be neatly trimmed and finished.


B. Unless otherwise specified or shown on the Drawings, all finished ground surfaces shall begraded and dressed to present a surface varying not more than plus or minus 0.10 foot. Anyfinished surfaces resulting in inadequate drainage or washouts shall be corrected by theCONTRACTOR at his expense.

3.13 SETTLEMENT

A. CONTRACTOR shall be responsible for all settlement of backfill, fills, and embankmentswhich may occur during warranty period.

B. CONTRACTOR shall make, or cause to be made, all repairs or replacements made necessaryby settlement within 30 days after receipt of written notice from ENGINEER or OWNER.

3.14 DUST CONTROL

The CONTRACTOR shall use all means necessary to control dust on and near work areas and on andnear all off-site borrow areas when dust is caused by construction operations during performance ofwork. The CONTRACTOR shall thoroughly moisten all surfaces as required to prevent dust being atraffic hazard and a nuisance to the public and neighbors.

END OF SECTION

17-010/08-17 (Rock Removal) 02227-1

SECTION 02227

ROCK REMOVAL

PART 1 GENERAL

1.01 SCOPE OF WORK

A. Removal of all rock materials discovered during excavation for the purpose of construction.Removal shall include drilling and/or blasting incidental thereto and disposal of excavatedmaterials.

1.02 RELATED WORK

A. Section 02200 – Earthwork

B. Section 02225 - Earthwork for Utilities

1.03 REFERENCES

A. NFPA 495 - Code for the Manufacture, Transportation, Storage, and Use of ExplosiveMaterials.

B. OSHA 29 CFR Part 1926, Subpart T – Demolition, and Subpart U – Blasting and the Use ofExplosives, latest revision.

C. Rules and Regulations of Safety Fire Commissioner, Chapter 120-3-10.


A. When necessary for prosecution of the WORK, the use of explosives to assist rock removalmay be exercised by CONTRACTOR provided this use is in compliance with all local, State,Federal and other Governmental regulations applying to transportation, storage, use andcontrol of explosives.

B. Explosives Firm: Company specializing in explosives for disintegration of subsurface rockwith documented experience.


A. Conform to applicable code for use of explosives as follows:

1. Rules and Regulations of Safety Fire Commissioner, Chapter 120-3-10.2. NFPA 4953. OSHA 29 CFR Part 1926, Subparts T and U.

B. Obtain permits from authorities having jurisdiction before explosives are brought to site ordrilling is started.

C. All explosives shall be stored securely in compliance with all laws and ordinances, and all

17-010/08-17 (Rock Removal) 02227-2

such storage places shall be clearly marked DANGEROUS EXPLOSIVES. Blasting caps,electric blasting caps, detonating primers, and primed cartridges shall not be stored in thesame magazine with other explosives or blasting agents. Locked storage shall be providedsatisfactory to the OWNER, never closer than allowed by the Safety Fire Commissioner.

PART 2 PRODUCTS

2.01 MATERIALS

A. Rock (Definition): Solid mineral material with a volume in excess of 1/2 cu yd that cannot bebroken down and removed by use of heavy construction equipment, such as a Caterpillar 225or equivalent, having a bucket curling force rated at not less than 25,700 pounds, bulldozersuch as a Caterpillar D8K equipped with single tooth hydraulic ripper, 3/4 cu yd capacitypower shovel, rooters, etc., without drilling or blasting. Materials which can be loosened witha pick, hard pan, boulders less than 1/2 cu yd in volume, chert, clay, soft shale, soft anddisintegrated rock and any similar material shall not be considered as rock. (All materials tobe considered unclassified or common excavation)

B. Explosives: Shall be suitable for intended purposes at the CONTRACTOR's option subject toreview by OWNER.

C. Delay Devices: Type recommended by explosives firm to be used as accessory to explosives.Subject to review by OWNER.

D. Blasting Mat: When the use of explosives is necessitated during prosecution of the WORK,CONTRACTOR shall incorporate the use of blasting mats of type recommended byexplosives firm to lessen the danger of projectiles occasionally resultant from blasting of rock.

PART 3 EXECUTION

3.01 INSPECTION

A. CONTRACTOR shall verify site conditions and note irregularities affecting work of thisSection prior to performing any operations involving explosives. CONTRACTOR shallsubmit to OWNER for review a detailed plan for using explosives to include, but not limitedto:

1. Sequence of WORK

2. Equipment

3. Protection to be provided for existing structures to remain

4. Personnel

a) Training

b) Previous experience with the use of explosives in similar situation

B. Beginning work of this Section means acceptance of existing condition.

17-010/08-17 (Rock Removal) 02227-3

C. Rock in utility trenches shall be excavated over the horizontal limits of excavation and todepths as follows:

Size of Pipeline(Inches)

Depth of Excavation Below Bottomof Pipe (Inches)

Less than 4 6

4 to 6 8

Over 8 12

1. Space below grade for pipe shall then be backfilled with bedding stone in accordancewith Section 02225 or other approved materials and tamped to proper grade.

3.02 ROCK REMOVAL - MECHANICAL METHOD

A. Excavate for and remove rock by the mechanical method. Utilizing hand operated ormechanical equipment specifically designed for the purpose of rock removal.

B. Where pipes are constructed on concrete cradles, rock shall be excavated to bottom of cradleas shown on plans.

C. Where rock foundation is obtained at grade for over 50 percent of area of any one structure,the portion of foundation that is not rock shall be excavated below grade to reach asatisfactory foundation of rock. The portion below grade shall be backfilled with Class Cconcrete.

D. Where rock foundation is obtained at grade for less than fifty (50%) of any one structure andsatisfactory rock cannot be found over the remaining area by reasonable additionalexcavation, the rock shall be removed for a depth of twelve (12) inches below grade and thespace below grade shall be backfilled with crushed stone as specified for pipelines andstructures.

E. Rock excavation near existing pipelines or other structures shall be conducted with utmostcare to avoid damage. Injury or damage to other structures and properties shall be promptlyrepaired to the satisfaction of the OWNER and by CONTRACTOR at his own expense.

F. Remove and dispose of excavated material from site.

G. CONTRACTOR shall correct excess rock removal by backfill to grade with Class C (3000psi) concrete in accordance with backfilling and compaction requirements of Section 02225(Earthwork for Utilities), or Section 02200 (Earthwork) at his own expense.

3.03 ROCK REMOVAL - EXPLOSIVES METHODS

A. The CONTRACTOR shall notify any owners of adjacent buildings or structures, and anypublic utility owners having structures or other installations above or below ground, in writing

17-010/08-17 (Rock Removal) 02227-4

prior to use of explosives. Such notice shall be given sufficiently in advance so that they maytake such steps as they may deem necessary to protect their property from injury and/ordamage.

B. Rock excavation by use of explosives shall be conducted with due regard for safety of personsand property in the vicinity and in strict conformance with requirements of local, State andFederal ordinance, laws and regulations of the Safety Fire Commissioner.

C. Blasting shall be conducted so as not to endanger persons or property, and whenever required,the blast shall be covered with mats or otherwise satisfactorily confined. TheCONTRACTOR shall be held responsible for and shall make good any damage caused byblasting or accidental explosions.

D. The CONTRACTOR shall permit only authorized and qualified persons to handle and useexplosives.

E. Smoking, firearms, matches, open flame lamps, and other fires, flame or heat producingdevices and sparks shall be prohibited in or near explosive magazines or while explosives arebeing handled, transported or used.

F. No person shall be allowed to handle or use explosives while under the influence ofintoxicating liquors, narcotics, or other dangerous drugs.

G. All explosives shall be accounted for at all times. Explosives not being used shall be kept in alocked magazine, unavailable to persons not authorized to handle them. The CONTRACTORshall be held responsible for maintaining an inventory and use record of all explosives.Appropriate authorities shall be notified of any loss, theft, or unauthorized entry into amagazine.

H. No explosives or blasting agents shall be abandoned.

I. CONTRACTOR's employees authorized to prepare explosive charges or conduct blastingoperations shall use every reasonable precaution including, but not limited to, visual andaudible warning signals, flags, or barricades, to ensure safety.

J. A seismograph shall be used at the nearest structure during blasting events that are within 750feet of the nearest house, public building, school, church, commercial or institutionalbuilding, dam and roadway. The velocity/shock wave shall not exceed the established limitsof U.S. Bureau of Mines RI 8507; appendix (b).

Exception: Where all pedestrian and vehicular traffic on a roadway can be restricted to adistance of 750 feet or greater from the blast site at the time of the firing of the blast or wherea variance is issued by the State Fire Marshal’s Office.

K. Disintegrate rock and remove from excavation.

L. Cut away rock at excavation bottom to form level bearing.

M. Remove shaled layers to provide sound and unshattered base for pipe foundations.

17-010/08-17 (Rock Removal) 02227-5

N. Remove excavated material from site.

O. Correct unauthorized rock removal or overbreak in accordance with backfilling andcompaction requirements at CONTRACTOR expense.

P. The CONTRACTOR shall be responsible for applying for and obtaining any and allrequired permits for blasting work at no additional cost to OWNER.

3.04 FIELD QUALITY CONTROL

Provide for visual inspection of bearing surfaces and cavities formed by removed rock for inspectionby ENGINEER and OWNER.

END OF SECTION

17-010/08-17 (Temporary Erosion Control) 02270-1

SECTION 02270

TEMPORARY EROSION CONTROL

PART 1 GENERAL

1.01 SCOPE OF WORK

A. Erosion control measures shall be designed for a 25-year, 24-hour rain event.

B. Erosion control shall be employed during the construction period and shall include allmeasures required to prevent soil erosion from the site until permanent erosion controlmeasures are installed. WORK shall be accomplished through, but not limited to, the useof berms, dikes, sediment barriers, sediment traps, sediment basins, silt fences, temporarygrasses, check dams, mulching, construction exits and slope drains.

C. Erosion control measures described herein shall be continued until such time as permanentplanting and restoration of natural areas is effectively in control of erosion from projectsite.

D. Failure to install and maintain temporary erosion control measures throughout theconstruction period may be cause to halt construction by governing authorities until suchmeasures are correctly installed and operational.

1.02 RELATED WORK

A. Section 02272 - Rip Rap

1.03 REFERENCES

A. American Society for Testing and Materials (ASTM)

B. "Manual for Erosion and Sediment Control in Georgia" published by the State Soil andWater Conservation Committee of Georgia.

C. CONTRACTOR shall comply with the State of Georgia Erosion and SedimentationControl Act of 1975 as amended.

PART 2 PRODUCTS

2.01 FILTER FABRIC

A. Filter fabric for silt fences shall be pervious synthetic polymer filaments forming a stablenetwork so that fibers retain their relative positions. Filter fabric shall be of the typerecommended by its manufacturer for the intended application. The filter fabric shall meetthe following requirements:

1. Minimum Grab Strength: 150 lbs. (by ASTM D1682)

2. Elongation: 25%


3. Retention Efficiency: 75%

B. Silt fence shall be constructed in accordance with details shown on Drawings or may be aprefabricated proprietary type subject to approval by ENGINEER.

2.02 HAY BALE BARRIERS

A. Hay bales shall be well compacted straw, standard size, wire bound. Hay bales may beused as an alternate to silt fence as approved by ENGINEER.

2.03 GRASS, FERTILIZER AND MULCH

A. Grass, fertilizer and mulch for erosion control shall be applied at the rates and datesindicated on the contract drawings.

B. For additional information regarding temporary grassing and mulching, see Chapter 6,Section III of the "Manual for Erosion and Sediment Control in Georgia".

2.04 EXCELSIOR MATTING

Curled wood excelsior blanket in accordance with GDOT Standard Specification Section713.02.B. Staples shall be used to anchor the matting. U-shaped wire (11-gauge or greater)staples with legs at least 6 inches in length shall be used.

PART 3 EXECUTION

3.01 GENERAL

A. CONTRACTOR shall comply with applicable codes, rules, ordinances, regulations, andlaws of local, municipal, state or federal authorities having jurisdiction over project and theState of Georgia Erosion and Sedimentation Control Act (latest edition).

B. All erosion and sedimentation control measures must be installed prior to initiation ofconstruction activity.

C. There shall be one individual responsible for implementation and maintenance of erosionand sedimentation controls on a 24-hour, everyday basis. Because this will most likelybe the construction contractor, the name, address, and phone number of the responsibleindividual shall be submitted to the OWNER and ENGINEER.

D. Temporary erosion control shall be directed toward and have the purpose of controllingsoil erosion at its potential source. Downstream sediment entrapment measures shall beemployed, but only as a backup to primary control at the source.

E. A continuing program of installation and maintenance of sediment control measures shallbe employed during the construction period.


F. ENGINEER has the authority to limit the surface area of erodible earth materialsexposed by clearing and grubbing, the surface area of erodible earth exposed byexcavation and backfill operations and to direct CONTRACTOR to provide immediatepermanent or temporary erosion and pollution control measures to prevent contaminationof adjacent streams or other water courses.

G. Clearing and grubbing operations shall be so scheduled and performed that gradingoperations and permanent erosion control features can immediately follow thereafter, ifthe project conditions permit, otherwise temporary erosion control measures will berequired between successive construction stages.

H. CONTRACTOR shall limit the area of earthwork, trenching and pipe laying operationsin progress commensurate with CONTRACTOR's capability and progress in keepingfinish grading, mulching, seeding and other permanent and/or temporary measurescurrent with accepted schedule.

I. Trenches shall not be excavated more than 400 feet in advance of pipe laying.

3.02 TEMPORARY GRASSING AND MULCHING

A. Where staged construction or other conditions not controlled by CONTRACTORprohibit the completion of work in a continuous manner, ENGINEER may orderCONTRACTOR to apply temporary seeding or temporary mulch to an erodible area.

B. Temporary grass shall consist of sowing a quick growing species of grass suitable to thearea and season. Seeding, fertilizing and mulching rates shall be in accordance with theContract Drawings. Ground preparation will be limited to blading the area to the amountdeemed practical by the ENGINEER for a seed bed and the elimination of water pockets.

C. For commercial matting and netting, follow manufacturer's specifications included withthe material.

3.03 SEDIMENT TRAPS

A. Sediment traps shall be installed by CONTRACTOR in accordance with details shownon Drawings.

B. Sediment traps shall be maintained until other erosion control methods can be substitutedfor them.

C. Sediment traps shall be cleaned out when they are 1/2 filled with silt.

D. Sediment traps shall be removed from the construction area when their use is no longerrequired.

3.04 EXCELSIOR MATTING


A. Install matting where indicated on the Drawings.

B. Shape area to be protected to required shape and grade and thoroughly compact afterseedbed preparation. Remove rocks or clods over 1½ in. diameter and sticks and othermaterial that will prevent contact of excelsior matting with the soil surface. Completeseeding and fertilizing activities in accordance with Section 02931, prior to installing theexcelsior matting.

C. Unroll excelsior matting in the direction of the flow of water with edges and ends buttedsnugly against each other. When unrolled, the netting shall be on top and the fivers incontact with the soil. The mats shall be anchored firmly to the soil with staples drivenvertically into the ground and flush with the surface of the mats. On slopes flatter than4H:1V, staples shall be spaced no more than 5 ft. apart on all edges and 1 ft. apart at alljoints and ends. On all slopes 4H:1V or steeper or in depressions defined by the gradingplans, staples shall be spaced 2½ to 3 ft. apart. At all joints and ends, staples shall bespaced no more than 6 in. apart. The spacing of staples may be modified to fit conditionsas directed by the ENGINEER.

3.05 SILT FENCES

A. Temporary silt fences shall be located at all points where surface water can leave theconstruction area.

B. Silt fences shall be constructed to remove sediments from flowing water throughfiltration and sedimentation. Silt fences shall be constructed in accordance with thedetails shown on Drawings.

C. Silt fences shall be arranged to create ponding behind them. Provision shall be made forremoving accumulated sediments and maintaining ponding capacity.

D. Silt fences shall be removed and the area restored when permanent erosion control iseffective.

3.06 GRADING OPERATIONS

A. Grading operations shall be scheduled so that ground surface will be disturbed for theshortest possible time before permanent construction is installed. Large areas shall bemaintained as flat as possible to minimize soil transport through surface flow.

B. Wherever steeper slopes or abrupt changes in grade are required, a diversion or bermshall be constructed at the top of slope to cause surface water to flow along the diversionto a control point to be transported downslope in a slope drain. In no case shall surfacewater be allowed to flow uncontrolled down slopes.

3.07 CONSTRUCTION IN STREAM BEDS

A. Unless otherwise approved in writing by ENGINEER, construction operations in rivers,


streams and impoundments shall be restricted to those areas which must be entered forthe construction of temporary or permanent structures. As soon as conditions permit,rivers, streams and impoundments shall be promptly cleared of all false-work, sheetingor piling which are to be removed, debris and other obstructions. Frequent fording oflive streams with construction equipment will not be permitted; therefore, temporarybridges or other structures shall be used whenever an appreciable number of streamcrossings are necessary. Unless otherwise approved in writing by ENGINEER,mechanized equipment shall not be operated in live streams except as may be required toconstruct channel changes and temporary or permanent structures, and to removetemporary structures.

3.08 RUN-OFF EROSION AND SEDIMENTATION CONTROLS

A. During construction, route run-off through sedimentation barriers and check dams aspractical.

B. CONTRACTOR shall maintain sedimentation devices in functional condition.Sedimentation barriers and check dams shall be cleaned out when these devices are atleast 60 percent of their capacity. Defective materials in barriers and check dams shallbe replaced.

C. CONTRACTOR shall establish sedimentation barriers at the toe of slopes underconstruction. These barriers may be relocated and reused after permanent slopestabilization becomes established. As they are relocated, any defective materials shall bereplaced. In addition, all debris and silt at previous location will be removed.

D. All construction vehicles leaving construction site shall have mud cleaned from theirtires at these points to protect public streets from the transportation of sediment fromsite.

3.09 CLEANUP AND REMOVAL

A. At the time that permanent erosion control is effective, temporary devices and theiraccumulated sediments shall be removed.

B. Silts and deposits removed from control barriers shall be placed in eroded areas and shallbe replanted.

END OF SECTION

17-010/08-17 (Rip Rap) 02272-1

SECTION 02272RIP RAP

PART 1 GENERAL

1.01 SCOPE OF WORK

This section pertains to the use of rip rap for the protection of rivers, creeks and ditches from theeffects of erosion and scouring. The work required consists of all materials, accessories, equipment,tools and labor required to install rip rap.

1.02 REFERENCES

A. Manual for Erosion and Sedimentation Control in Georgia, latest edition.

B. State of Georgia Erosion and Sedimentation Control Act of 1975 as amended.

PART 2 PRODUCTS

2.01 RIP RAP

All stone for rip rap shall conform to the following tables for the type specified on the drawings:

TABLE NO. 1 - GRADED RIP RAP STONE

Type Screen Size inches (Sq. opening)Max. Avg. Min.

Common Uses Filter Stone ASTM D-448

3 12 9 5 Creek Banks Pipe Outlets 6 or 57

1 24 12 7 Lakes & Shorelines, Rivers 3, 4 or 5

17-010/08-17 (Rip Rap) 02272-2

2.02 FILTER BEDDING STONE

Materials used for filter bed stone shall conform to the following tables.

FILTER BEDDING STONE

ASTM D-448 TABLE 1 Normal Sizes (inches)

3 2" - 1"

4 1 1/2"-3/4"

5 1" - 1/2"

6 3/4"-3/8"

57 1" - No. 4

2.03 GEOTECHNICAL FILTER FABRIC

A. As an alternate to filter bedding stone, the contractor may use geotechnical filter fabric. Usemust be approved by the Engineer prior to installation.

B. Filter fabric shall have strength and engineering properties that meet or exceed those ofMIRAFI 700X or PROPEX 1199, or be an equivalent approved by the Engineer.

2.04 ALTERNATE MATERIAL

A. Sand cement bag. Sand and Portland Cement shall be mixed at the maximum ratio or 5:1 byweight, and shall obtain a minimum compressive strength of 500 psi in 7 days. For Sand-Cement Bag Rip Rap, the amount of water used shall be just enough to make up the optimummoisture content of the aggregate and cement.

B. Sound concrete. Concrete may be used in place of stone if it is broken into the sizes specifiedfor graded rip rap stone.

2.05 LOCALLY EXCAVATED ROCK

Rock excavated from the site may be used for work described under this section, provided that thequality and size requirements meet the requirements of Articles 2.01 and 2.02.

2.06 MATERIAL AVAILABILITY

The gradation of stone sizes listed in these tables are guidelines. Individual quarries may producedifferent gradations depending on local conditions. If gradations are different from those listed,contractor is to notify the ENGINEER for approval prior to use on the project.

17-010/08-17 (Rip Rap) 02272-3

PART 3 EXECUTION

3.01 GENERAL

A. All erosion and sedimentation control measures must be installed prior to initiation ofconstruction activity. All erosion and sedimentation control measures and BMP’s must be incompliance with the Act and installed in accordance with the Manual of Erosion andSedimentation Control in Georgia as amended in 2000.

3.02 STONE OR CONCRETE RIP RAP

A. Prepare area to receive rip rap. Ensure area is sufficiently stable and compacted to receive thestone.

B. Install either filter stone to thicknesses specified on drawings, or geotechnical filter fabric permanufacturer's recommendations.

C. Upon completion of the filter bed preparation, the rip rap shall be dumped and handled intoplace to form a compact layer to a thickness as shown on the drawings. Tolerance for rip rapshall be plus 6 inches, with no under-tolerance permitted.

3.03 SAND BAG RIP RAP

A. When Sand-Cement Rip Rap is to be prebagged, the sand cement shall be mixed dry, andafter placing each course, the bags shall be wet until sufficient moisture is present for propercement hydration.

B. Placement: The bags shall be uniformly filled to the maximum capacity which will permitsatisfactory tying. The bagged Rip Rap shall be placed by hand with the tied ends facing thesame direction, with close, broken joints. When directed by the ENGINEER or required bythe plans, header courses shall be placed. After placing, the bags shall be rammed or packedagainst one another to produce the required thickness and form a consolidated mass. The topof each bag shall not vary more than 3 inches above or below the required plane.

3.04 CLEAN-UP

A. After installation is complete, the area surrounding the rip rap shall be cleared of all debris.

B. Grassing or mulch stabilization is to be installed on all disturbed areas after clean-up iscomplete.

END OF SECTION

17-010/08-17 (Boring and Jacking) 02300-1

SECTION 02300

BORING AND JACKING

PART 1 GENERAL

1.01 SCOPE OF WORK

WORK covered in this section includes furnishing all labor, materials, accessories, equipment andservice required to properly complete sewer pipeline construction using tunneling or boring andjacking under railroads and state, county, or city highways and streets, as described herein and/orshown on Drawings.

1.02 RELATED WORK

A. Section 02225 - Earthwork for Utilities

B. Section 02660 - Water Distribution Systems

PART 2 PRODUCTS

2.01 MATERIALS

A. Boring and Jacking

1. Steel casing pipe, sizes 12 inches through 24 inches shall be spiral or straight seamwelded steel pipe conforming to ASTM A 139, Grade A. Minimum wall thicknessof steel pipe for railroad crossings shall be 0.375 inches. Minimum wall thickness ofsteel pipe for roadway crossings shall be 0.250 inches.

2. Steel casing shall be bituminous coated on the outside with Koppers Bitumastic No.50 coal tar. Minimum thickness shall be 3/32 inches thick.

B. Carrier Pipe: As specified under Section 02660 (Water Distribution Systems), Section 02732(Sanitary Sewer Force Mains), Section 02736 (Sanitary Sewer), and/or as shown onDrawings.

PART 3 EXECUTION

3.01 GENERAL

A. Any solidification of embankments, boring heading, or sides shall be CONTRACTOR'sresponsibility and shall be done at his own expense.

B. Trench excavation; all classes and types of excavation; the removal of rock, muck, debris; theexcavation of all working pits; and backfill requirements of Section 02225 are included underthis section.

C. Adequate sheeting, shoring, and/or bracing for embankment operating pits and other


appurtenances shall be placed and maintained to ensure that WORK proceeds safely andexpeditiously.

D. CONTRACTOR shall maintain and operate pumps, well points, and drainage systemequipment to keep work dewatered at all times.

E. Bored installations shall be a bored-hole diameter essentially the same as the outside diameterof casing pipe to be installed.

F. Casing pipe shall be jacked into boring as soon as possible after boring is made. Lengths ofcasing pipe as long as practical shall be used. Joints between sections shall be completelywelded as recommended for joining the particular type of pipe.

G. Once jacking procedure has begun, it should be continued without stopping until completed,subject to weather and conditions beyond the control of CONTRACTOR.

H. Care shall be taken to ensure that casing pipe installed by boring and jacking or open cutmethod will be at the proper alignment and grade.

I. Open cut installations, where permitted, shall be in accordance with details and proceduresshown on Drawings.

J. Ends of casing shall be sealed with a seamless synthetic rubber seal as manufactured by APS,Inc. or approved equivalent.

K. After casing pipe is installed, the carrier pipe shall be installed exercising care to protect itscoating and lining and maintain its joint integrity. Carrier pipe shall be concentric and beplaced in proper horizontal and vertical alignment using prefabricated pipe collars spacedradially around pipe and secured to remain firmly in place. Spacing of such collars shall beno greater than ten (10') feet on center longitudinally in casing pipe.

L. Carrier pipe shall have restrained joints inside casing.

3.02 HIGHWAY/ROADWAY/RAILROAD CROSSINGS

A. CONTRACTOR shall be responsible for the coordinating and scheduling of all constructionwork within State, County highway, City, or railroad rights-of-way prior to, during and afterpipeline installation.

B. All railroad crossings (except those in streets where it would not be practical to do so) shall beprominently marked at right-of-way lines on both sides of track by durable, weatherproofsigns located over the centerline of the pipe. Signs shall show the following: name andaddress of OWNER, contents of pipe, pressure in pipe, pipe depth below grade at point ofsign and emergency telephone number.

C. Installation Projects Under Highways: CONTRACTOR shall review and coordinate trafficplans and signage with ENGINEER, and shall make satisfactory arrangements to detourtraffic around/through that section of highway where construction is in progress with minimalinconvenience to the public. CONTRACTOR shall provide suitable flagmen, watchmen,


safety devices, and other services and facilities as may be required by the Georgia Departmentof Transportation.

D. WORK along or across state and/or county, railroad and city rights-of-way shall be under thesupervision of ENGINEER and Georgia Department of Transportation, and applicablerailroad company representative.

E. Pipelines installed under State Routes and railroads shall be encased with steel casing pipe.Pipelines installed under paved crossroads within the rights-of-way shall be free-bored orencased with steel casing pipe, unless otherwise specified on the drawings. The overboredarea for those pipes which are free-bored shall be completely backfilled with sand or grout.

F. Unless otherwise shown, encasement shall extend 6 feet beyond the highway embankment orback or side ditch. On curbed portions of conventional highways, casing pipe shall extend toback of curb or sidewalk as a minimum.

G. For open trench cut installations, CONTRACTOR shall be responsible for scheduling andcoordinating all construction work. WORK at one particular crossing shall be completed withthe trench backfilled, compacted, and a temporary crushed stone surface provided for trafficbefore any work is started on another such crossing.

H. Installations shall be done to leave free flows in drainage ditches, pipes, culverts, or othersurface drainage facilities of the highway, street, or its connections.

I. Where sodding is disturbed by excavation or backfilling operation, such areas shall bereplaced by mulch sodding on slopes 5 percent or less. Slopes over 5 percent shall bereplaced with block sodding. No separate payment shall be made for sodding which shall beincluded in the bid prices for installation of pipe.

J. Trench excavation within the right-of-way, but not under pavement, shall be backfilled asdescribed in Section 02225 (Earthwork for Utilities).

K. Surplus material shall be removed from the right-of-way and the excavation finished flushwith surrounding ground.

L. Grout backfill shall be used for unused bores or abandoned pipes.

M. Boring, jacking, or driving of casing pipes under existing roadways shall be accomplishedwithout jetting, sluicing, or wetboring.

N. No excavated materials or equipment shall be placed on the pavement or shoulders ofroadways without the express approval of ENGINEER.

O. In no instance will CONTRACTOR be permitted to leave equipment (trucks, backhoes, etc.)on the pavement or shoulder overnight. Construction materials to be installed, which are onthe right-of-way in advance of construction, shall be placed in such a manner as not tointerfere with the safe operation of the roadways.

P. Pipe in freebore installations shall be DIP with restrained joints per Section 02660.


Q. CONTRACTOR shall provide flagmen and safety devices where required for work thatencroaches onto railroad right-of way.

END OF SECTION

17-010/08-17 (Sidewalks, Driveways, Curbs and Gutters) 02523-1

SECTION 02523

SIDEWALKS, DRIVEWAYS, CURBS AND GUTTERS

PART 1 GENERAL

1.01 SCOPE OF WORK

WORK included in this Section consists of new or replacement of sidewalks, driveways, curbs andgutters.

1.02 RELATED WORK

A. Section 02200 - Earthwork

B. Section 02225 - Earthwork for Utilities

C. Section 03300 - Cast-in-Place Concrete

1.03 REFERENCES

Standard Specifications, Construction of Roads and Bridges, Latest Edition - Department ofTransportation, State of Georgia.

PART 2 PRODUCTS

2.01 GRADED AGGREGATE BASE COURSE

Material used for graded aggregate base course shall meet the requirements of the Georgia DOTStandard Specifications, Section 815.01, Group II Aggregates.

Stone base shall be a graded aggregate conforming to the following:

Sieve % PassingSize by Weight

2" 1001½" 97-1003/4" 60-90No. 10 25-45No. 60 5-30No. 200 0-15

2.02 CONCRETE

Shall be ready-mixed concrete conforming to Class "C" as specified under Section 03300 of theseSpecifications.


PART 3 EXECUTION

3.01 GENERAL

A. Restore all sidewalks, driveways, curbs and gutters to or better than the original, but not lessthickness than specified herein or shown on the Drawings.

B. Carefully backfill any excavated area on which sidewalks, driveways or curbs and gutters areto be placed as specified in Section 02225 or 02200 of these Specifications as applicable.

C. If, prior to the expiration of the warranty period, any sidewalk, driveway or curb and gutterwhich has been damaged, due to undermining, or for any other cause which may be attributedto the work of the CONTRACTOR, the CONTRACTOR shall remove such damaged workand all loose earth. He shall then backfill with crushed stone base, properly compacted andreplace damaged concrete.

D. WORK which the CONTRACTOR may do in connection with the replacement and repair ofdamaged work during the period of maintenance, shall be done at his expense, in accordancewith the rules and requirements of the authority within whose jurisdiction such pavement islocated, and in accordance with the additional requirements of the specifications, and theCONTRACTOR shall furnish evidence to the ENGINEER that the work has been completedto the satisfaction of such authority.

E. Before replacing any sidewalk, driveway or curb and gutter, remove the existing sidewalk,driveway and/or curb and gutter back from the edge of excavation at least 12 inches or to thenearest joint if the nearest joint is within two (2) feet.

F. All cuts shall be made by channeling machine, pneumatic tools, or such other methods as willfurnish a straight clean cut in the concrete without undue shattering.

G. The CONTRACTOR shall provide crushed stone base over trenches after completion ofbackfill.

H. Should settlement, cracks or other indications of failure appear in concrete, the defectiveconcrete shall be removed to the extent necessary to secure firm, undisturbed bearing andshall be relaid in a satisfactory manner.

3.02 CURBS AND GUTTERS

A. Portland Cement Concrete curbs and gutters shall conform to Section 441 of Georgia D.O.T.Standard Specifications. Match existing curb. Construct 1/2" wide expansion joints withpremolded joints filler across curb at all tangent points and at fifty feet intervals and one inchwide expansion joint filler and 3/4" joint sealing between curbs and concrete paving. Finishcurb surface with dense uniform texture equal to burlap drag, and cross-score with 1/4" deepcross joints at ten foot intervals.


B. Concrete curbs and gutters shall be finished in accordance with Section 03300 Cast in PlaceConcrete. Face forms shall be removed as soon as possible and the exposed surfaces finishedwith a wood float. Straightedging, done along the edge of the gutter and top of curb andmedian shall conform to those requirements for the adjacent pavement, but with noirregularities to exceed 1/4 inch in 10 feet.

Machine methods of placing may be used, providing the end result is satisfactory.

3.03 CONCRETE SIDEWALKS AND DRIVEWAYS

A. Shall conform to requirements of Section 441 of Georgia D.O.T. Standard Specifications.Minimum sidewalk thickness shall be 4 inches. Provide transverse contraction joints at 6'interval by cutting a groove in the fresh concrete 1" deep with a jointer having an approvedradius and a cutting blade not over 1/8" thick.

B. Construct 1/2" wide expansion joints with premolded joint filler across walks at a maximumof fifty feet intervals. Finish to a broom and burlap drag gritty surface. Tool all joints and alledges to provide smooth border between sections. Match existing sidewalks.

C. Concrete sidewalks and driveways shall be given a finish made by stiff-bristle brooming. Thesurface shall be tested with a 10 foot straightedge laid parallel to the centerline. Anyirregularities in excess of 1/4 inch in 10 feet shall be eliminated while the concrete is stillplastic. Concrete sidewalk constructed as curb cut (wheelchair) ramps shall have a rough ortextured finish.

3.04 GRAVEL DRIVEWAYS

Shall conform to the Requirements of Construction Detail PP51, and Paragraph 2.01 (GradedAggregate Base Course) of this Spec.

3.05 CLEAN UP

A. Before work shall be considered complete, remove material not used and rubbish of everycharacter from job site.

B. Any subsequent settlement of backfill shall be repaired and the surface shall be brought tograde.

C. Any and all items disturbed by the construction shall in every case be restored to their originalcondition as closely as possible after completion of the construction.

END OF SECTION

17-010/08-17 (Water Distribution Systems) 02660-1

SECTION 02660

WATER DISTRIBUTION SYSTEMS

PART 1 GENERAL

1.01 SUMMARY

WORK covered by this Section consists of furnishing and installing water distribution pipes andappurtenances, including, but not limited to, reaction blocking, testing, and disinfection.

1.02 RELATED WORK

Section 02225 - Earthwork for Utilities

1.03 REFERENCES

A. American Society for Testing and Materials (ASTM), Annual Book Standards.

1. ASTM D 2122, Standard Test Method for Determining Dimensions of ThermoplasticPipe and Fittings.

2. ASTM F 477, Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.

B. American Water Works Association (AWWA) Standards.

1. AWWA C104, Standard for Cement-Mortar Lining for Ductile-Iron Pipe and Fittingsfor Water.

2. AWWA C110, Standard for Ductile-Iron and Gray-Iron Fittings, 3 in. through 48 in.,for Water and other Liquids.

3. AWWA C111, Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe andFittings.

4. AWWA C151, Standard for Ductile-Iron Pipe, Centrifugally Cast, for Water or otherLiquids.

5. AWWA C153, Standard for Ductile-Iron Compact Fittings, 3 in. through 24 in. and54 in. through 64 in., for Water Service.

6. AWWA C509, Standard for Resilient – Seated Gate Valves for Water SupplyService.

7. AWWA C550, Standard for Protective Epoxy Interior Coatings for Valves andHydrants.

8. AWWA C600, Standard for Installation of Ductile-Iron Water Mains and TheirAppurtenances.


9. AWWA C651, Standard for Disinfecting Water Mains.

10. AWWA C900, Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4 in. through12 in., for Water Distribution.

1.04 SUBMITTALS

Submit manufacturer's certifications for all pipe, valves, and fittings shipped to the job site. Thecertifications shall state that all specified tests have been made and the results thereof comply with therequirements of this Specification. Each certificate shall be signed for the manufacturer by a personhaving legal authority to bind the manufacturer.

1.05 DELIVERY, STORAGE, AND HANDLING

A. CONTRACTOR shall be responsible for safe unloading, storage and care of materialfurnished by or to him until it has been incorporated into work.

B. Unload pipe, fittings, or valves by lifting with hoists or skidding to avoid damage.

1. Pipe shall not be unloaded by rolling or dropping off trucks.

2. Pipe handled on skidways shall not be skidded or rolled against pipe already onground.

C. Unload material at site of work, near place where it will be placed in trench.

1. Materials shall be placed so as to least interfere with traffic.

2. Provide signs, lights, and barricades as necessary to protect public.

D. Handle material carefully to prevent breakage and to avoid damage to coatings and linings.

1. Keep interior of pipe, fittings, and valves, free of dirt or foreign matter at all times.

2. Do not place materials in drainage ways or ditches.

E. Materials that cannot be placed along site of the work shall be stored at CONTRACTOR'sexpense. OWNER's storage yards may be utilized if available.

1.06 SITE CONDITIONS

Water used for construction, testing, or disinfection will be furnished by OWNER through connectionsto OWNER's water system made by CONTRACTOR upon approval by OWNER. CONTRACTORWILL COORDINATE THIS USAGE AND COST WITH OWNER.


PART 2 PRODUCTS

All water distribution piping mains shall be new unused. All materials used and come into contact withdrinking water during its distribution shall not adversely affect drinking water quality and public health andmust be certified for conformance with American National Standards Institute/National Sanitation FoundationStandard 61 (ANSI/NSF Standard 61).

2.01 DUCTILE IRON PIPE

A. Shall conform to latest requirements of AWWA C151.

B. Shall be cement mortar lined in accordance with AWWA C104 standard thickness.

1. Unless otherwise specified, pipe shall have push-on compression type jointsconforming to AWWA C111 or AWWA C153.

2. Unless otherwise specified, pressure class shall be 350 psi.

C. Ductile iron pipe for minor creek crossings shall be connected with restrained joints.

2.02 PLASTIC PIPE (PVC)

A. 3” Diameter and Smaller

1. Polyvinyl Chloride (PVC) pipe 3” diameter and smaller shall conform torequirements of ASTM D-2241.

2. Pipe shall be pressure Class 315 (SDR 13.5).

3. PVC plastic extrusion compound shall meet requirements of ASTM D-1784 for Class112454-B (PVC 1120).

4. Pipe and couplings shall bear National Sanitation Foundation Testing Laboratories,Inc., seal of approval for potable water use.

B. 4" Diameter and Larger

1. Polyvinyl chloride (PVC) pipe 4" diameter and larger shall meet requirements ofAWWA C900.

2. Pipe shall be Pressure Class 235 (DR18) as indicated with outside diameter (OD)dimensions of cast iron pipe.

3. Joints

a) Shall be made with elastomeric gaskets.

b) Bell end pipe using elastomeric gaskets shall meet requirements of


ASTM D 2122.

c) Elastomeric gasket couplings shall meet requirements of AWWA C900(latest revision) for the specified pipe class and shall meet the requirementsof ASTM F477.

4. Provide marking on pipe exterior as specified in AWWA C900.

2.03 DUCTILE IRON FITTINGS

A. Fittings for ductile iron pipe and PVC pipe shall be ductile iron and shall conform torequirements of AWWA C110 or AWWA C153 and shall be cement mortar lined inaccordance with AWWA C104 standard thickness.

B. Joints shall conform to AWWA C111.

C. Fittings shall be mechanical joint unless otherwise specified on Drawings.

D. Gaskets for PVC pipe shall be duct tip transition type compatible with type of pipe used.

2.04 RESTRAINED JOINTS – DIP and PVC

A. DIP Push-on application – restrained joints shall be “Fast-Grip Gasket” by ACIPCO or“Field-Lok Gasket” by U. S. Pipe.

B. DIP Mechanical joint restraints shall be “Mega-Lug 1100 Series” by EBBA Iron Sales, MJ-Field-Lok Series DI by U. S. Pipe or approved equal.

C. PVC Push-on application restrained joints shall be “Mega-Lug 1500 Series” by EBBA IronSales, or approved equal.

D. PVC mechanical joint restraints shall be “Mega-Lug 2000 PV Series” by EBBA Iron Sales,MJ Field Lok Series PV by U.S. Pipe or approved equal.

E. Joint preparation and installation shall be in accordance with manufacturer’srecommendations.

2.05 GATE VALVES

A. Shall conform to requirements of AWWA C509 for resilient seated gate valves, ductile ironbody, with bonded epoxy coating conforming to AWWA C550.

B. Shall be designed for 250 psi working pressure and 500 psi hydrostatic test pressure.

C. Shall be of iron body, bonded epoxy, and shall have non-rising bronze stem, and shall bewrench operated.

D. Valves shall open by turning counter-clockwise.

E. Operating nuts shall be standard two inches square.


F. Suitable stem guides shall be provided, where required.

G. Shall be furnished with mechanical joint suitable for connection to pipe into which it will beinstalled for buried service.

H. Shall be furnished with flanged joint suitable for connection to pipe into which it will beinstalled for non-buried service.

I. Valves shall be manufactured by Mueller, American Flow Control, U. S. Pipe and FoundryCo. or approved equal.

J. Small Gate Valves: Valves smaller that 3 inches shall conform to level of quality andmanufacturing standards established for valves 3 inches and larger by respective AWWAStandards.

2.05 AIR RELEASE VALVES

A. Shall be float operated and incorporate a simple lever mechanism to enable the valve toautomatically release accumulated air from a fluid system while that system is pressurized andoperating.

B. Internal parts shall be stainless steel.

C. The air release valve shall be Crispin-PL10, Type N with 3/16” orifice.

2.06 AIR RELEASE AND AIR & VACUUM VALVES

A. Shall be constructed to exhaust air during filling, release small amounts of accumulated airduring operation, and open upon impending vacuum to admit air.

B. Shall exhaust air up to sonic velocity without blowing shut.

C. The air release and air & vacuum valve shall be Crispin UL20, 2” orifice.

2.07 VALVE MARKERS

Shall be furnished with each valve installed as indicated on the drawings, with exception of firehydrant valves.

2.08 VALVE BOXES AND COVERS

A. Shall be provided with valves.

B. Shall be of adjustable screw type, of length required with a minimum 6" of adjustmentallowed, and installed as shown on standard details of Drawings.

C. Shaft shall be 5¼ inch diameter with base to be minimum of 8¾ inch diameter by 9-inchheight inside.


D. Base size and extension piece shall be as required for each individual size of valve and depth.

2.09 TAPPING VALVES

A. Valves and tapping sleeves shall be furnished at locations indicated on Drawings, togetherwith necessary appurtenances.

B. Tapping machines and competent supervision shall be provided for making of tap. Tap shallbe performed in the presence of ENGINEER or OWNER.

C. Tapping sleeves shall be properly sized to fit existing pipe and shall be of stainless steel splitsleeve type with ends suitable for connection into pipe line into which it will be installed.Tapping sleeve shall be Ford style FTSS, Mueller H304SS, or approved equal.

D. Valves furnished with sleeves shall conform to requirements herein above for gate valves,except for modifications required to permit use of full size cutter through valves.

E. Outlet of valves shall be mechanical joint for joining with water mains.

F. After tap is completed, the “cut out” section of pipe or “coupon” shall be tagged, labeled as todate and location, and submitted to Owner.

G. Tapping sleeves shall be pressure tested immediately after installation as per the testingrequirements of this section.

2.10 INSERTABLE VALVES

A. Insertable valves and tapping sleeves shall be furnished at locations indicated on Drawings,together with necessary appurtenances needed to provide a complete installation.

B. All necessary equipment and competent supervision shall be provided for making of tap andinserting valve. Work shall be performed in the presence of ENGINEER or OWNER.

C. Tapping sleeves and insertable valves shall be properly sized to fit existing pipe and shall bemanufactured by Severn Trent Services, Inc., Romac Industries, Inc., or approved equal.

2.11 LINE STOPS

A. Line stops shall be furnished at locations indicated on Drawings, together with necessaryappurtenances needed to provide a complete installation.

B. All necessary equipment and competent supervision shall be provided for making of tap andperforming line stop procedure. Work shall be performed in the presence of ENGINEER orOWNER.

C. Tapping sleeves and line stop mechanism shall be properly sized to fit existing pipe and shallbe manufactured by Severn Trent Services, Inc. or approved equal.


2.12 DETECTION WIRE AND TAPE

A. Detection wire shall be size #12 AWG solid copper for PVC and ductile iron pipe. All splicesshall be made with water proof connectors.

B. Detection wire shall be installed along pipe and wrapped a minimum of three (3) times perjoint.

C. Detection tape for both PVC and ductile iron pipe:

1. Minimum of 2 inches wide.2. Non-metallic inert, bonded layer of plastic or mylar.3. Highly resistant to alkalis, acids or other destructive chemical components

encountered in soils.4. “Blue” colored and bearing the imprint “CAUTION: WATERLINE BURIED

BELOW”.5. Shall be installed 18 inches above pipe.

PART 3 EXECUTION

3.01 ALIGNMENT AND GRADES

A. Pipe and appurtenances shall be installed at locations shown on the Drawings and to position,alignment, and grade shown thereon, or in event of conflict, as directed by ENGINEER.

B. Depth of Pipes

1. Shall be 48 inches measured from finished grade to top of pipe unless otherwisespecified.

2. Where obstructions are encountered, depth may be greater than 48 inches.

3. Depths less than 48 inches may be used only when approved by ENGINEER inwriting.

C. Valves shall be installed with stems vertical.

D. Pipe Curvatures shall be within horizontal or vertical permissible deflection at joint, asspecified by manufacturer or AWWA Specification C600.

3.02 INSTALLING PIPE

A. General

1. Pipe and appurtenances shall be installed only when trench conditions are suitable.

2. Trenches must be dry.

3. Proper implements, tools, and facilities shall be provided by CONTRACTOR forsafe and convenient performance of the work.


4. All trench excavation and backfilling shall be in conformance with Section 02225.

B. Installation

1. Lower pipe, fittings, valves, and hydrants carefully into trench piece by piece bymeans of derrick, ropes, or other suitable tools or equipment.

2. Prevent damage to water main materials and protective coatings and linings.

3. Do not drop or dump water line materials into trench.

4. Carefully examine pipe and fittings for cracks and other defects while suspendedabove trench immediately before installation in final position. Defective pipe orfittings shall be clearly marked and shall be removed from site.

5. Clean bell and spigot ends of each piece of pipe thoroughly before pipe is laid.

6. Prevent foreign material from entering pipe while it is being placed in line.

a) Provide protective covering for ends of pipe until connection is made toadjacent pipe, if necessary.

b) No debris, tools, clothing, or other materials shall be placed in pipe duringlaying operations.

7. As each length of pipe is placed in trench, spigot end shall be centered in bell andpipe forced home and brought to correct line and grade.

a) Pipe shall be secured in place with approved backfill material tamped aroundit.

b) Precautions shall be taken to prevent dirt from entering joint space.

8. Open ends of pipe shall be closed by watertight plug, or other means approved byENGINEER, at times when pipe laying is not in progress. If water is in trench, plugshall remain in place until trench is pumped completely dry. Water shall not beallowed to run into pipe at any time during construction.

9. Lay pipe with bell ends facing in direction of laying, unless directed otherwise byENGINEER. Where pipe is laid on grade of 10 percent or greater, laying shall startat bottom and shall proceed upward with bell ends of pipe upgrade.

3.03 CUTTING PIPE

Cut pipe for inserting valves, fittings, or closure pieces in neat and workmanlike manner withoutdamage to pipe or lining and as per manufacturer’s requirements.


3.04 JOINTING

A. Jointing of pipe, fittings, and valves shall be made in strict compliance with manufacturer'sprinted instructions.

B. Mechanical Joints

1. Thoroughly clean outside of spigot and inside of bell.

2. Clean gasket.

3. Tighten nuts with torque limiting wrench.

4. Nuts spaced 180 degrees apart shall be tightened alternately in order to produce equalpressure.

C. Push-On Joints

1. Furnish and install adapters if required to join bells and spigots of different sizes.

2. Thoroughly clean inside of bell and outside of spigot end.

3. Insert and lubricate gasket using lubricant furnished or recommended by pipemanufacturer.

4. Spigot end of pipe shall be entered into socket with care used to keep joint fromcontacting ground.

5. Complete joint by forcing plain end to bottom of socket with forked tool or jack-typetool.

D. Restrained Joints

1. Restrained joints shall be installed in areas shown on drawings and in accordancewith manufacturer’s recommendations.

3.05 SETTING VALVES AND FITTINGS

A. Valves, fittings, plugs, and caps shall be set and joined to pipe in manner specified above forcleaning, laying and joining pipe.

B. Valves shall be set plumb and a valve box shall be provided for every valve.

1. Valve box shall not transmit shock or stress to valves and shall be centered andplumb over wrench nut of valve, with box cover flush with surface of finishedpavement or such other level as may be directed.


2. FOR INSTALLATION WHERE THERE ARE ROADSIDE DITCHES,VALVES AND VALVE BOXES SHALL BE PLACED ON THE BACK SIDEOF THE DITCH AT LEAST FIVE (5) FEET FROM THE CENTERLINE OFTHE DITCH.

C. Backfill around valves shall be carefully tamped in 6 inch layers for full depth of trench withvalve box in place.

D. Provide concrete pad at surface as indicated on Drawings.

3.06 ANCHORAGE

A. Plugs, caps, tees, bends, and valves, unless otherwise specified, shall be provided withreaction blocking.

B. Reaction blocking shall be concrete of a mix not leaner that 1 part cement to 2-1/2 parts sandand 5 part stone, and having a compressive strength of not less that 3,000 psi after 28 days.

C. Blocking shall be placed between solid, unexcavated earth and fitting to be anchored; area ofbearing on pipe and on ground in each instance shall be that shown on Drawings or asdirected by ENGINEER.

D. Blocking shall, unless otherwise shown or directed, be so placed that pipe and fitting jointswill be accessible for repair.

E. Metal harness of tie rods or clamps of adequate strength to prevent movement may be usedinstead of concrete blocking if approved by ENGINEER in writing.

F. Steel rods or clamps shall be galvanized.

3.07 CONNECTION TO EXISTING MAINS

A. CONTRACTOR shall coordinate with officials of existing water system regardingconnections to existing mains. Tap connections shall be performed in the presence of theOWNER.

B. Connection to existing mains shall be made at such time as to minimize disruption of waterservice to public.

C. Approximate locations of required connections to existing mains are shown on Drawings, butit is CONTRACTOR's responsibility to ascertain exact locations of these mains.

D. Connections to existing mains shall be made in a complete and workmanlike manner usingproper fittings and specials to suit actual conditions.

E. Existing pipes which are cut or damaged by CONTRACTOR shall be repaired, reconnected,and returned to service in equal or better condition.


3.08 STREAM AND UTILITY CROSSINGS

A. Where indicated on CONTRACT DRAWINGS, or required by conditions encountered, pipeshall be placed beneath stream beds or ditches, around, over, or under sewers, culverts, gasmains, telephone ducts, water mains, or other structures.

1. Do not pass pipe through any drainage pipe, culvert, sewer, or manhole.

2. Provide minimum of 48 inches under stream beds or ditches, unless approved byENGINEER in writing.

3. Provide minimum of 6 inch earth or sand cushion between proposed water line andany other utility or structure, or as indicated on drawings.

D. Where water lines are installed below free flowing streams and storm drainage ditches, ductileiron pipe shall be used for minimum of three feet either side of streambed. Ductile iron pipeshall be connected with restrained joint.

E. When water lines are installed under wet weather ditches and when approved by ENGINEER,ductile iron pipe is not required.

F. Where water line crosses or parallels a sewer line, a minimum of 18-inch vertical clearance(edge to edge) and 10-foot horizontal clearance shall be maintained.

3.09 HYDROSTATIC TESTS

A. Pressure and leakage tests will be required on each section of line between valves and shall beconducted in accordance with AWWA C600 and/or C605.

B. When a section of pipe of a length deemed adequate by ENGINEER is ready for testing, lineshall be thoroughly blown free of air and prepared for testing.

C. Procedure

1. Furnish and install corporation stops at high points on line to release air as line isfilled with water. (No additional payments will be made for taps necessary for airrelease.)

2. Furnish suitable pump, connections, and necessary apparatus including means foraccurately measuring water introduced into line during testing.

3. Test pressure shall not be less than 1.25 times the stated working pressure of thepipeline measured at the highest elevation along the test section. Test pressure shallnot be less than 200 psi or 1.5 times the stated working pressure at the lowestelevation (whichever is greater) of the test section. The test pressure shall not exceedthe thrust restraint design pressures or 1.5 times the pressure rating of the pipe orjoint, whichever is less as specified by the manufacturer.

a) Test pressures shall be as directed by the ENGINEER.


b) Test shall be conducted for a minimum of 2 hours.

c) Pressure shall not vary by more than 5 psi during test.

4. Testing Allowance

a) The testing allowance is the maximum amount of water that may be addedinto the pipeline section during hydrostatic testing in order to maintain ±5 psiof the test pressure.

b) The maximum allowable makeup water shall be based on the followingformula:

L = S x D x (Pˆ0.5)133,200

Where L is the testing allowance of makeup water in gallons per hour; S is thetest length in feet, D is the pipe diameter in inches and P is the average testpressure in pounds per square inch.

c) No pipe installation shall be accepted if the amount of makeup waterrequired exceeds the amount determined in the formula above.

5. Locate, remove and replace any defective pipe, valves, fittings or hydrants.

6. Repeat tests until results are satisfactory to the ENGINEER.

3.10 DISINFECTION

A. Pipe, fittings, valves, and appurtenances which have been exposed to contamination byconstruction shall be thoroughly cleaned, chlorinated, drained, and flushed in accordance withAWWA C651.

B. Procedure

1. Flush line prior to disinfection. Flushing shall produce minimum velocity of 2.5 feetper second in pipe.

2. Disinfect pipe using liquid chlorine or hypochlorite to produce a dosage of 50 mg/Lfor a 24 hour contact period.

3. After 24 hour contact period, flush chlorinated water from line until chlorineconcentration of water leaving main is no higher than that generally prevailing insystem, or less than 1.0 mg/L.

4. Disposal of the heavily chlorinated water shall be in accordance with AWWA C651.The environment to which this water will be discharged shall be inspected. If there isany question that the water will damage the environment, a reducing agent shall beused to neutralize the chlorine.

5. CONTRACTOR shall have sample analyzed for bacteriological quality by a certifiedlaboratory.


C. Repeat disinfection procedure until bacteriological analysis results are acceptable to OWNERand Health Department.

D. Water mains and appurtenances must be completely installed, flushed, disinfected, andsatisfactory bacteriological sample results received prior to permanent connections beingmade to the existing water system, or service connections activated to individual watercustomers. Sanitary construction practices must be followed during installation of the finalconnection, so that there is no contamination of the new or existing water main with foreignmatter or groundwater.

3.11 CLEAN-UP AND RESTORATION

A. Before work shall be considered complete, material not used and rubbish of every charactermust be removed from job site.

B. Fences and other private or public facilities and structures disturbed must be in essentially agood condition as existed before work was done.

C. Subsequent settlement of pavement or backfill, or erosion over or in trenches shall be replacedor repaired by CONTRACTOR and surface brought to grade.

D. Special precautions shall be taken to prevent storm water erosion of trenching.

E. Storm water culverts and structures shall be kept cleaned of mud, debris, and silt caused byconstruction.

F. Any and all items disturbed by construction shall in every case be restored to their originalconditions, as closely as possible, after completion of construction.

END OF SECTION

17-010/08-17 (Protection, Relocation and Restoration of Existing Utilities) 02750-1

SECTION 02750

PROTECTION, RELOCATION AND RESTORATION OF EXISTING UTILITIES

PART 1 GENERAL

1.01 SCOPE OF WORK

A. CONTRACTOR shall relocate or restore, as indicated on CONTRACT DRAWINGS or asdirected by ENGINEER, all existing utilities. The Utilities Protection Center (UPC) mustbe contacted at least three regular business days before work begins. The UPC can bereached at the state-wide toll-free number: 811.

B. CONTRACTOR shall be required, at his own expense, to do everything necessary to protect,support, and sustain all sewers, culverts, water, or gas pipes, electric lights, power, telephone,or telegraph poles or conduits, and other fixtures laid across or along site of WORK, even tothe extent of using hand labor in making trench openings under or over these. OWNER, aswell as company or corporation owning said pipes, poles, or conduits must be notified inadvance of same by CONTRACTOR, before any such fixtures are removed or disturbed. Incase any of said sewer, gas, or water pipes, service pipes, electric lights, power, telephone ortelegraph poles or conduits, or other fixtures are damaged they shall be repaired by authoritieshaving control of the same, and expense of said repairs shall be paid by CONTRACTOR ordeducted from monies which are due or to become due said CONTRACTOR under thisContract.

C. No underground or overhead facilities encountered shall be disturbed without proper authorityfrom OWNER, and then only in such manner as OWNER may prescribe and approve.

D. Should it become necessary to change position, or permanently or temporarily remove anyelectric conduits, telephone conduits, water pipes, gas pipes, sewerage pipes, or other pipes,conduits, or wires in order to clear structure being built or to permit CONTRACTOR to use aparticular method of construction CONTRACTOR shall cease work if necessary, untilsatisfactory arrangements shall have been made by owners of said pipes, wires, or conduit, toproperly care for or relocate same as necessary to permit WORK to proceed as required forproper completion of Contract.

E. No claims for damages will be allowed CONTRACTOR on account of any delay occasionedthereby.

1.02 GENERAL CONDITIONS

A. In addition to showing structures to be built under this Contract, CONTRACT DRAWINGSshow certain information obtained by ENGINEER regarding pipes, pole lines, conduits, andother structures which exist along lines of WORK, both at and below surface of ground.


B. ENGINEER and OWNER expressly disclaim any responsibility for accuracy or completenessof information given on CONTRACT DRAWINGS with regard to existing structures, andCONTRACTOR will not be entitled to any extra compensation on account of inaccuracy orincompleteness of such information, said structures being indicated only for convenience ofCONTRACTOR who must verify information to his own satisfaction.

C. Information given upon CONTRACT DRAWINGS will not relieve CONTRACTOR of hisobligation to support and protect all pipes, conduits, and other structures which may beencountered during construction of WORK, and to make good all damages done to suchpipes, conduits, and other structures, as provided in these Contract Documents.

D. CONTRACTOR shall locate all underground obstructions prior to excavation so as to preventany damage to those services or other utilities.

E. Any such damages must be repaired without delay and cost of such repairs must be borne byCONTRACTOR.

PART 2 PRODUCTS

A. See Section 02200 - Earthwork

B. See Section 02660 - Water Distribution Systems

PART 3 EXECUTION

3.01 RELOCATION OF WATER LINES

A. Only when directed and approved by ENGINEER shall any water mains, service lines, orwater meters be relocated during progress of WORK.

B. Material used during relocation of any water mains or appurtenances shall be of same size andstrength as existing material.

C. When existing water lines and appurtenances are removed for relocation and are not to bereplaced by new material, they shall be suitably stored until they are relocated.

D. When existing water lines and appurtenances are removed for relocation and are to bereplaced by new material, remaining materials shall be disposed of by CONTRACTOR at hisexpense.


3.02 RELOCATION OF SANITARY SEWERS

A. Only when directed and approved by ENGINEER shall any sanitary sewer lines or servicelaterals be relocated during progress of WORK.

B. Material used during relocation of any sanitary lines shall be of same size and strength asexisting material. As a minimum, materials shall be as specified herein.

C. Removed material during relocation of sanitary sewers shall be disposed of byCONTRACTOR at his expense.

3.03 RELOCATION OF ELECTRIC POWER POLES AND CONDUITS

A. Power pole relocation and electric service relocation as shown on CONTRACT DRAWINGSor as directed by ENGINEER, shall be performed by Local Electrical Department.

B. Temporary electrical service shall be provided when permanent electric service will beinterrupted for more than one day.

C. Cost of relocation of all electric utilities shall be responsibility of CONTRACTOR.

3.04 RELOCATION OF GAS LINES

A. Gas mains and gas services which are to be relocated after approval by ENGINEER, shall berelocated by Local Gas Company.

B. Temporary gas service shall be provided when permanent gas service will be interrupted formore than one day.

C. Cost of relocation for gas mains shall be responsibility of CONTRACTOR.

3.05 RELOCATION OF TELEPHONE

A. Telephone cable and conduit which are to be relocated after approval by ENGINEER shall berelocated by local telephone company.

B. Cost of relocation of telephone cable and conduit shall be responsibility of CONTRACTOR.

END OF SECTION

17-010/08-17 (Site Restoration) 02905-1

SECTION 02905

SITE RESTORATION

PART 1 GENERAL

1.01 SCOPE OF WORK

A. Work included in this section consists of, but is not limited to: the restoration of pavement(asphalt, concrete and granular), driveway, concrete curbs and gutters, sidewalks, fences,walls, underground and above ground utilities, repair, replacement and/or relocation.Restoration of the landscaping, i.e., shrubs, trees and grassing, is also part of this work.

B. The CONTRACTOR shall visit the site prior to submitting a bid and become familiar withthe existing conditions. No additional compensation or time extensions will be given due tothe contractor's execution of the work described above.

C. No separate payment will be made for work covered under this section. Costs should beincluded with the price bid for other items.


A. The CONTRACTOR shall notify the Utility Protection Center at least 72 hours prior tobeginning any construction. Call TOLL FREE 811, 7:00 A. M. to4:30 P.M., Monday through Friday.

B. Any existing site improvements damaged during construction will be repaired at theCONTRACTOR's expense, to its existing condition or as directed by the ENGINEER.

1.03 REFERENCES

A. Standard Specifications, Construction of Roads and Bridges, Latest Edition - Department ofTransportation, State of Georgia, will be used for items of work not covered by thesespecifications or not shown on the drawings.

B. Section 02931 - Grassing.

PART 2 PRODUCTS

2.01 MATERIALS

Existing materials may be reused when restoring the construction site to original condition unlessthose materials have been damaged or deteriorated in any way. If material cannot be reused asdetermined by the ENGINEER, it shall be replaced with new material of like type.

17-010/08-17 (Site Restoration) 02905-2

PART 3 EXECUTION

3.01 GENERAL

Particular care shall be taken to minimize disturbance to existing site improvements within the limitsof construction. The CONTRACTOR will take whatever measures are necessary to prevent damagewhich may include, but is not limited to, erection of barriers, tree protective fencing, shoring andbracing of excavations and staging of the construction.

3.02 CONSTRUCTION

All work will proceed in an orderly sequence and the construction will be done in a workmanlikemanner. No excavations will be allowed to remain open overnight and they will either be properlybackfilled or covered with steel plates to allow safe crossing of trenches by vehicles and/orpedestrians.

3.03 MAINTENANCE

A. The CONTRACTOR will notify the ENGINEER to review restored areas as soon asconstruction is complete and no further disturbances/damages would be likely to occur.

B. The CONTRACTOR shall warrant the work free from defects of material and workmanshipfor a period of one year after acceptance.

C. Clean up work areas by removing any scraps, rubbish or surplus material and dispose of themproperly off the project site.

D. Wash and hose down paved surfaces to remove all mud, debris, and other extraneousmaterial, just prior to final review.

END OF SECTION

17-010/08-17 (Grassing) 02931-1

SECTION 02931

GRASSINGPART 1 GENERAL

1.01 SCOPE

A. Work under this section includes preparation of subsoil, placement of topsoil and seeding orsodding all areas disturbed during construction activities or large grass fields as defined on thedrawings.

B. This section also includes maintenance of all grassed areas. Maintenance consists of regularmowing, fertilizing, and regular watering until owner acceptance of project.

1.03 REFERENCES

A. "Manual for Erosion and Sediment Control in Georgia" - latest edition, prepared by theGeorgia Soil and Water Conservation Commission.

B. ASPA (American Sod Producers Association) - Guide Line Specifications to Sodding.

C. Standard specifications, Construction of Roads and Bridges - latest edition, State of GeorgiaDepartment of Transportation.

1.04 DEFINITIONS

Weeds: Include Dandelion, Jimsonweed, Quackgrass, Horsetail, Morning Glory, Rush Grass,Mustard, Lambsquarter, Chickweed, Cress, Crabgrass, Canadian Thistle, Nutgrass, Poison Oak,Blackberry, Tansy Ragwort, Bermuda Grass, Johnson Grass, Poison Ivy, Nut Sedge, Nimble Will,Bindweed, Bent Grass, Wild Garlic, Perennial Sorrel, and Brome Grass.

1.05 QUALITY ASSURANCE AND SUBMITTALS

A. Provide seed mixture in containers showing percentage of seed mix, year of production, netweight, date of packaging, and location of packaging.

B. Ensure strict compliance with "Manual for Erosion and Sediment Control in Georgia" - latestedition, prepared by the Georgia Soil and Water Conservation Commission.

C. Sod: Minimum age of 18 months with root development that will support its own weightwithout tearing when suspended vertically by holding the upper two corners.

D. Submit sod certification for grass species and location of sod source.

E. Submit certification of type and quantity of fertilizer and pH control material applied.

F. Submit seed, fertilizer, and mulch mixture proposed for hydraulic seeding, if used.

17-010/08-17 (Grassing) 02931-2


A. Comply with regulatory agencies for fertilizer and herbicide composition.

B. Provide certificate of compliance from authority having jurisdiction indicating approval ofseed mixture.


A. Deliver grass seed mixture in sealed containers. Seed in damaged packaging is notacceptable.

B. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name ofmanufacturer.

C. Deliver sod on pallets. Protect exposed roots from dehydration.

D. Do not deliver more sod than can be laid within 36 hours.

1.08 MAINTENANCE SERVICE PERIOD

Furnish maintenance of grassed areas for three (3) months from Date of Substantial Completion

PART 2 PRODUCTS

2.01 SEED MIXTURE

A. Seed Mixture: To be based on the properly proportioned mix specified for the planting dateslisted on the drawings.

B. Sod: ASPA Nursery grown cultivated grass sod; type indicated with strong fibrous rootsystem, free of stones, burned or bare spots; containing no more than 5 weeds per 1000 sq. ft.Type of sod is to match existing. Contractor to determine type required.

2.02 SOIL MATERIALS

Topsoil: Fertile, agricultural soil, typical for locality, capable of sustaining vigorous plant growth,taken from drained site; free of subsoil, clay or impurities, plants, weeds and roots; pH value ofminimum 5.4 and maximum 7.0.

17-010/08-17 (Grassing) 02931-3

2.03 ACCESSORIES

A. Mulching Material: Oat straw, wheat straw, or wood cellulose fiber, free from weeds, foreignmatter detrimental to plant life, and dry. Hay is acceptable.

B. Fertilizer: Commercial fertilizer recommended for grass, with fifty percent of the elementsderived from organic sources; of proportion necessary to eliminate any deficiencies of topsoilto the following proportions: Nitrogen - 5 percent, Phosphoric Acid - 10 percent, SolublePotash - 15 percent.

C. Lime: Natural limestone containing not less than 85% of total carbonates, ground so that notless than 90% passed a 10-mesh sieve and not less than 50% passes a 100-mesh sieve.Provide lime in the form of dolomitic limestone meeting the specified requirements.

D. Water: Clean, fresh and free of substances or matter which could inhibit vigorous growth ofgrass.

E. Herbicide: "Round-up" by Monsanto, or approved equivalent.

F. Stakes: Softwood or oak lumber, chisel pointed, or steel posts.

G. Wood Pegs: Softwood, sufficient size and length to ensure anchorage of sod.

H. Wire Mesh: Interwoven Hexagonal plastic mesh - 2 inches.

PART 3 EXECUTION

3.01 EXAMINATION

Verify that prepared soil base is ready to receive the work of this Section.

3.02 PREPARATION OF SUBSOIL

A. Prepare subsoil to eliminate uneven areas and low spots. Maintain lines, levels, profiles andcontours. Make changes in grade gradual. Blend slopes into level areas.

B. Remove foreign materials, weeds and undesirable plants and their roots. Removecontaminated subsoil.

C. Scarify subsoil to a depth of 3 inches where topsoil is to be placed. Repeat cultivation inareas where equipment, used for hauling and spreading topsoil, has compacted sub-soil.

3.03 PLACING TOPSOIL

A. Spread topsoil to a minimum depth of 4 inches over area to be seeded or 2 inches over area tobe sodded. Rake until smooth.

B. Place topsoil during dry weather and on dry unfrozen subgrade.

17-010/08-17 (Grassing) 02931-4

C. Remove vegetable matter and foreign non-organic material from topsoil while spreading.

D. Grade topsoil to eliminate rough, low or soft areas, and to ensure positive drainage.

3.04 FERTILIZING

A. Apply fertilizer as shown on drawings.

B. Apply after smooth raking of topsoil.

C. Do not apply fertilizer at same time or with same machine as will be used to apply seed. Donot apply fertilizer more than 48 hours before laying sod.

D. Mix thoroughly into upper 2 inches of topsoil.

E. Lightly water to aid the dissipation of fertilizer.

3.05 SEEDING

A. Apply seed at a rate shown on drawings, evenly in two intersecting directions. Rake inlightly.

B. Do not seed areas in excess of that which can be mulched on same day.

C. Planting Season: As shown on drawings.

D. Do not sow immediately following rain, when ground is too dry, or during windy periods.

E. Immediately following seeding, apply mulch at a rate of 2 tons per acre. Maintain clear ofshrubs and trees.

F. Apply water with a fine spray immediately after each area has been mulched. Saturate top 4inches of soil.

3.06 HYDROSEEDING

A. Products

1. Grass seed - See Permanent Grassing requirement as indicated on the drawings.

2. Lime shall be finely ground so that 98 percent will pass through a 20-mesh sieve andnot less than 70 percent will pass through a 100-mesh sieve. Rate of lime shall be2000 pounds (1 ton) to 4000 pounds (2 tons) per sieve.

3. Fertilizer shall be either 6-12-12 or 10-10-10 P-K-N at a rate of 1500 pounds peracre.

4a. Fiber mulch shall be wood cellulose mulch or wood pulp fiber at the rate of 500

17-010/08-17 (Grassing) 02931-5

pounds per acre.

4b. Where slopes of 3/4:1 or steeper are to be hydroseeded, the fiber mulch shall be 1000pounds per acre.

B. Mixing

1. Thoroughly mix specified materials with water until uniformly blended into ahomogeneous slurry suitable for application.

2. Where inoculants are to be used, four (4) times the amount of inoculantrecommended by the manufacturer shall be used.

C. Application: Using equipment specifically designed for hydroseeding, apply the slurry at aminimum rate of 1500 pounds per acre, or at the specified seed-sowing rate as shown on thedrawings.

3.07 SEED PROTECTION

A. Cover seeded slopes where grade is greater than 3:1 with erosion fabric. Roll fabric ontoslopes without stretching or pulling.

B. Lay fabric smoothly on surface, bury top end of each section in 6 inch deep excavated topsoiltrench. Provide 12 inch overlap of adjacent rolls. Backfill trench and rake smooth, level withadjacent soil.

C. Secure outside edges and overlaps at 36 inch intervals with stakes.

D. Lightly dress slopes with topsoil to ensure close contact between fabric and soil.

E. At sides of ditches, lay fabric laps in direction of water flow. Lap ends and edges minimum 6inches.

3.08 LAYING SOD

A. Moisten prepared surface immediately prior to laying sod.

B. Lay sod within 36 hours after harvesting to prevent deterioration.

C. Lay sod tight with no open joints visible, and no overlapping; stagger end joints 12 inchesminimum. Do not stretch or overlap sod pieces.

D. Lay smooth. Align with adjoining grass areas.

E. Place top elevation of sod to be flush with adjoining paving or curbs.

F. On slopes greater than 2:1, lay sod perpendicular to slope and secure every row with woodenpegs at maximum 2 feet on center. Drive pegs flush with soil portion of sod.

G. Prior to placing sod on slopes exceeding 8 inches per foot or where indicated, place plastic

17-010/08-17 (Grassing) 02931-6

mesh over topsoil. Securely anchor in place with wood pegs sunk firmly into the ground.

H. Water sodded areas immediately after installation. Saturate sod to 4 inches of soil.

PART 4 ACCEPTANCE

4.01 GENERAL REQUIREMENTS

A. The Contractor shall provide plant establishment of the specified permanent vegetation priorto final acceptance of the Project. Plant Establishment shall consist of preserving, protecting,watering, reseeding, or replanting and other such work and at such time as may be necessaryto keep the grassed areas in a satisfactory condition. The Contractor shall water the grassedareas during such period as frequently as necessary to promote maximum practicable growth.Water shall be provided by the Contractor at his expense.

B. The Engineer may require replanting at any time if an area or a portion of such area showsunsatisfactory growth. Except as otherwise specified or permitted by the Engineer, areas to bereplanted shall be prepared in accordance with the requirements of the Specifications as ifsuch replanting was the initial planting. However, the type of fertilizer and the applicationrate of fertilizer to be furnished and applied by the Contractor as a part of acceptance,occasioned by replanting, shall be determined by soils tests or otherwise established.

4.02 GROWTH AND COVERAGE

A. It shall be the CONTRACTOR’s responsibility to ensure satisfactory growth and coverage.Grassed areas will be considered acceptable when grass has reached a point of maturity,coverage is at least 98% of the total area with no bare spots exceeding one square foot, andthe ground surface is fully stabilized against erosion.

B. Maintain newly graded, topsoiled, and seeded areas until final acceptance. Restore areasshowing settlement or washes to specified grades at CONTRACTOR’s expense. Newlyseeded areas shall be watered as necessary or reseeded at the CONTRACTOR’s expense untilfinal acceptance.

END OF SECTION

17-010/08-17 (Concrete Formwork) 03100-1

SECTION 03100CONCRETE FORMWORK

PART 1 GENERAL

1.01 SCOPE OF WORK

A. Formwork for cast-in-place concrete, with shoring, bracing, and anchorage.

B. Openings for other affected work.

C. Form accessories.

D. Stripping forms.

1.02 WORK INSTALLED BUT FURNISHED UNDER OTHER SECTIONS

Section 03250 - Concrete Accessories

1.03 REFERENCES

A. ACI 350 - Specifications for Concrete Sanitary Engineering Structures

B. ACI 347 - Recommended Practice for Concrete Formwork.

C. PS 1 - Construction and Industrial Plywood.

1.04 SYSTEM DESCRIPTION

A. Forms shall be fabricated, erected, and removed as specified herein and shall be of a type,size, shape, quality and strength to provide hardened concrete having the shape, lines, anddimensions indicated on Drawings. The forms shall be true to line and grade in accordancewith the tolerances as specified in Section 03300, Cast-In-Place Concrete, and shall be mortartight and sufficiently rigid to resist deflection during concrete placement. The surfaces offorms shall be smooth and free from irregularities, dents, sags, and holes that would defacethe finished surfaces.

B. The responsibility for correctly assessing and analyzing the erection stresses induced upon thestructure, its elements and supporting foundations during construction will be the totalobligation of CONTRACTOR. Since ENGINEER does not dictate or determineCONTRACTOR's sequence of operations of construction, ENGINEER cannot determineerection stresses and therefore assumes no responsibility or obligation to do so.CONTRACTOR must employ or otherwise provide for adequate professional structuralengineering supervision to determine erection stresses and notify ENGINEER of results ofstudy.



A. The responsibility for adequate formwork design for construction of cast-in-place, reinforcedconcrete will be the total obligation of CONTRACTOR. CONTRACTOR shall employcompetent professional engineering services to design formwork and supervise the erection ofall formwork needed for the Work.

B. Except as modified herein, form design, fabrication, and erection shall conform to therequirements of ACI 347 latest edition and ACI 350 latest edition and shall be acceptable toENGINEER. Design criteria for plywood shall conform to APA Form V345.


Formwork shall comply with requirements of ANSI A10.9 and OSHA Construction Standards, Part1926, Subpart Q, Concrete, Concrete Forms, and Shoring.

1.07 STORAGE

All form materials and accessories shall be stored above ground on framework or blocking and shallbe covered with a suitable waterproof covering providing adequate air circulation and ventilation.

PART 2 PRODUCTS

2.01 FORM MATERIALS

A. Plywood: Product Standard PS-1, waterproof, resin-boned, exterior type Douglas Fir.

B. Prefabricated Steel Forms: Will be of sufficient quality to assure the structure will meet allcode requirements.

C. Lumber: Straight, dressed all sides, uniform width and thickness, free from surface defect andof a sufficient grade to support the designed loads.

2.02 FORMWORK ACCESSORIES

A. Form Ties: Snap-off metal of fixed length; cone type; free of defects that will leave holes nolarger than 7/8 inch diameter in concrete surface, with waterproofing washer.

B. Form Release Agent: Colorless material which will not stain concrete, absorb moisture.Manufactured by Richmond "Rich Cote", L & M "Debond", or equal.

C. Fillets for Chamfered Corners: 3/4 inch wood strips


PART 3 EXECUTION

3.01 INSPECTION

Verify lines, levels, and measurements before proceeding with formwork.

3.02 PREPARATION

A. Hand-trim sides and bottoms of earth forms; remove loose dirt prior to placing concrete.B. Minimize form joints. Symmetrically align joints.

C. Arrange and assemble formwork to permit stripping, so that concrete is not damaged duringits removal.

D. Arrange forms to allow stripping without removal of principal shores, where required toremain in place.

3.03 ERECTION

A. Provide bracing to ensure stability of formwork. Strengthen formwork liable to beoverstressed by construction loads.

B. Camber slabs and beams to achieve ACI 350 tolerances.

C. Provide temporary ports in formwork to facilitate cleaning and inspection. Locate openings atbottom of forms to allow flushing water to drain. Close ports with tight fitting panels, flushwith inside face of forms, neatly fitted so that joints will not be apparent in exposed concretesurfaces.

D. Provide chamfer strips on external corners of beams and walls.

E. Install void forms. Protect from moisture before concrete placement. Protect from crushingduring concrete placement.

F. Construct formwork to maintain tolerances in accordance with ACI 350.

3.04 APPLICATION OF FORM RELEASE AGENT

Apply form release agent on formwork in accordance with manufacturer's instructions. Apply prior toplacing reinforcing steel, anchoring devices, and embedded items.

3.05 INSERTS, EMBEDDED PARTS, AND OPENINGS

A. Provide formed openings where required for work embedded in or passing through concrete.B. Coordinate work of other Sections in forming and setting openings, slots, recesses, chases,

sleeves, bolts, anchors, and other inserts.


C. Install accessories in accordance with manufacturer's instructions, level and plumb. Ensureitems are not disturbed during concrete placement.

3.06 FORM REMOVAL

A. Forms shall not be removed or disturbed until the concrete has attained sufficient strength tosafely support all dead and live loads. Shoring beneath beams or slabs shall be left in placeand reinforced as necessary to carry any construction equipment or materials placed thereon.

B. No forms shall be removed without the approval of ENGINEER. In general and undernormal conditions ENGINEER will approve removal of forms after following time as elapsed:

ITEM TIME AFTER PLACEMENT

Elevated slabs and beams 14 daysWalls 3 days

C. Reshore structural members due to design requirements or construction conditions to permitsuccessive construction.

D. Remove formwork progressively so no unbalanced loads are imposed on structure.

E. Do not damage concrete surfaces during form removal.

F. Remove formwork in same sequence as concrete placement to achieve similar concretesurface coloration.

3.07 CLEANING

A. Clean forms to remove foreign matter as erection proceeds.

B. Ensure that water and debris drain to exterior through clean-out ports.

C. During cold weather, remove ice and snow from forms. Do not use de-icing salts. Do not usewater to clean out completed forms, unless formwork and construction proceed within heatedenclosure. Use compressed air to remove foreign matter.

END OF SECTION

17-010/08-17 (Reinforcing Steel) 03210-1

SECTION 03210REINFORCING STEEL

PART I GENERAL

1.01 REFERENCES

The following is a list of standards which may be referenced in this Section:

A. American Concrete Institute (ACI):1. 318/318R, Building Code Requirements for Reinforced Concrete and

Commentary.2. SP-66, Detailing Manual.

B. American Society for Testing and Materials (ASTM):1. A82, Standard Specification for Steel Wire, Plain, for Concrete

Reinforcement.2. A185, Standard Specification for Steel Welded Wire Fabric, Plain, for

Concrete Reinforcement.3. A497, Standard Specification for Steel Welded Wire Fabric, Deformed,

for Concrete Reinforcement.4. A615/A615M, Standard Specification for Deformed and Plain Billet-Steel

Bars for Concrete Reinforcement.5. A706/A706M, Standard Specification for Low-Alloy Steel Deformed and

Plain Bars for Concrete Reinforcement.6. A767/767M, Standard Specification for Zinc-Coated (Galvanized) Steel

Bars for Concrete Reinforcement.7. A775/A775M, Standard Specification for Epoxy-Coated Reinforcing Steel

Bars.

C. American Welding Society (AWS): D1.4, Structural Welding Code –Reinforcing Steel.

D. Concrete Reinforcing Steel Institute (CRSI):1. Placing Reinforcing Bars.2. Manual of Standard Practice.

E. International Conference of Building Officials (ICBO): ICBO Research Report.

F. Wire reinforcement Institute (WRI): Manual of Standard Practice, Welded WireFabric.


1.02 SUBMITTALS

A. Shop drawings:

1. Prepare in accordance with CRSI Manual of Standard Practice and ACISP-66 Detailing Manual:a. Bending lists.b. Placing drawings.

2. Welded, metallic sleeve splice, and mechanical threaded connection.

B. Quality control submittals:

1. Mechanical threaded connections:a. Current International Conference of Building Officials (ICBO)

Research Report or equivalent code agency report listing findingsto include acceptance, special inspection requirements, andrestrictions.

b. Manufacturer’s instructions.c. Verification that device threads have been tested and meet

requirements for thread quality, in accordance with manufacturer’spublished methods.

2. Welding qualification: Prior to welding, submit welder qualifications andnondestructive testing procedures in accordance with Section 05050,WELDING.

3. Test results of field testing.


A. Welder qualifications: Certified in accordance with AWS D1.4.

1.04 DELIVERY, STORAGE AND HANDLING

A. Unload, store and handle bars in accordance with CRSI publication “PlacingReinforcing Bars”.

PART 2 PRODUCTS

2.01 MATERIALS

A. Deformed billet-steel reinforcing bars:

1. Includes stirrups, ties and spirals.2. ASTM A615, Grade 60, where welding is not required.3. ASTM A706/A706M, Grade 60, for reinforcing to be welded.4. ASTM A767/767M, Grade 60, for galvanized bars.


B. Mechanical splices and connections:

1. Metal sleeve splice: Furnish with cast filler metal, capable of developing,in tension or compression, 125 percent of minimum tensile strength of bar.a. Manufacturer and product: Erico Products, Inc., Cleveland, OH:

Cadweld T-Series.2. Mechanical threaded connections: Furnish metal coupling sleeve with

internal threads engaging threaded ends of bars developing in tension orcompression 125 percent of yield strength of bar.a. Manufacturers and products:

1) Erico Products, Inc., Cleveland, OH: Lenton ReinforcingSteel Couplers.

2) Richmond Screw Anchor Co., Inc., Fort Worth, TX:Richmond DB-SAE Dowel Bar Splicers.

C. Welded wire fabric:

1. ASTM A185 or A497 and ACI 318/318R, using ASTM A82 wire or 75ksi minimum tensile strength.

2. Furnish flat sheets only, rolled sheets not permitted.

2.02 ACCESSORIES

A. Tie wire:

1. Black, soft-annealed 16-guage wire.2. Nylon-, epoxy-, or plastic-coated wire.

B. Bar supports and spacers:

1. Precast concrete bar supports, cementitious fiber-reinforced bar supports,or all-plastic bar supports and side form spacers meeting requirements ofCRSI Manual of Standard Practice. Do not use other types of supports orspacers.

2. In beams, columns, walls and slabs exposed to view after form removal:small rectangular concrete blocks made up of same color and strength asconcrete being placed around them or all-plastic bar supports and sideform spacers.

3. Precast concrete supports of same strength as concrete for reinforcing inconcrete placed on grade.

2.03 FABRICATION

A. Follow CRSI Manual of Standard Practice.

B. Bend bars cold.


PART 3 EXECUTION

3.01 PREPARATION

A. Notify ENGINEER when reinforcing is ready for inspection and allow sufficienttime for inspection prior to placing concrete.

B. Clean reinforcing bars of loose mill scale, oil, earth, and other contaminants.

C. Coat wire projecting from precast concrete bar supports with dielectric material,epoxy, or plastic.

3.02 REINFORCING BAR INSTALLATION

A. Bundle or space bars, instead of field bending where construction access throughreinforcing is necessary.

B. Spacing and positioning: conform to ACI 318/318R.

C. Location tolerances: in accordance with CRSI publication, “Placing ReinforcingBars.”

D. Splicing:

1. Follow ACI 318/318R.2. Use lap splices, unless otherwise shown or permitted in writing by

ENGINEER.3. Welded splices: accomplish by full penetration groove welds and develop

a minimum of 125 percent of yield strength of bar.4. Stagger splices in adjacent bars where indicated.

E. Mechanical splices and connections:

1. Use only in areas specifically approved in writing by ENGINEER.2. Install threaded rods as recommended by manufacturer with threads totally

engaged into coupling sleeve and in accordance with ICBO ResearchReport.

3. For metal sleeve splice, follow manufacturer’s installationrecommendations.

4. Maintain minimum edge distance and concrete cover.

F. Tying reinforcing bars:

1. Tie every other intersection on mats made up of Nos. 3, 4, 5 and 6 bars tohold them firmly at require spacing.


2. Bend tie away from concrete surface to provide clearance of 1 inch fromsurface of concrete to tie wire.

G. Reinforcement around openings: on each side and above and below pipe oropening, place an equivalent area of steel bars to replace steel bars cut foropening. Extend steel reinforcing a standard lap length beyond opening at eachend.

H. Welding reinforcement:

1. Only A706/A706M bars may be welded.2. Do not perform welding until welder qualifications are approved.

I. Straightening and rebending: field bending of reinforcing steel bars is notpermitted.

J. Unless permitted by ENGINEER, do not cut reinforcing bars in field.

3.03 WELDED WIRE FABRIC INSTALLATION

A. Use only where specifically shown.

B. Extend fabric to within 2 inches of edges of slab, and lap splices at least 1½course of fabric or minimum 8 inches.

C. Tie laps and splices securely at ends and at least every 24 inches with tie wire.

D. Place welded wire fabric on concrete blocks and rigidly support equal to thatprovided for reinforced bars. Do not use broken concrete, brick or stone.

E. Follow ACI 318/318R and current Manual of Standard Practice, Welded WireFabric.

F. Do not use fabric that has been rolled. Install flat sheets only.

3.04 TESTS AND INSPECTION

A. An independent testing agency shall visually inspect and test reinforcing steelwelds in accordance with AWS D1.4 as specified in Section 05050, WELDING.

END OF SECTION

17-010/08-17 (Concrete) 03300-1

SECTION 03300

CONCRETE

PART 1 GENERAL

1.01 SCOPE OF WORK

A. Concrete foundation walls, sanitary structures, pipe encasements, and slabs on grade.

1.02 REFERENCES

A. ACI 350 - Specifications for Concrete Sanitary Engineering Structures.

B. ACI 318 - Specification for Building Code Requirements for Reinforcing Concrete

C. ASTM C33 - Concrete Aggregates.

D. ASTM C94 - Ready-Mixed Concrete.

E. ASTM C150 - Portland Cement.

F. ASTM C260 - Air-Entraining Admixtures for Concrete.

G. ASTM C494 - Chemical Admixtures for Concrete.

H. Georgia Department of Transportation Standard Specifications (Section 500).


A. Perform work in accordance with ACI 350.

B. Obtain materials from same source throughout the WORK.

C. Tests: As listed in "Methods of Sampling and Testing", Section 18, ASTM C94.Qualifications of laboratory, responsibilities of all parties involved, and designation ofthe party to employ, and to pay for, specified services are covered in the SupplementaryGeneral Provisions.

1. Concrete:

a) Mix and Control: The verifications and control of concrete mixes shallbe the work of an independent testing laboratory. Cost of testing shall bepaid by CONTRACTOR.

b) Laboratory Services shall be as follows:

(1) Test aggregates for specifications compliance.

17-010/08-17 (Concrete) 03300-2

(2) Test Portland Cement at each car of cement or on marked binfrom which shipped.

2. Verify design mixes: CONTRACTOR shall submit samples proposed for use inconcrete to testing laboratory for making trial batches. Verification tests to bedeemed satisfactory must produce minimum 28 day strengths 1200 psi higherthan the specified design strength unless standard deviations have beenestablished by the concrete supplier in accordance with Section 4 of ACI 318.Furnish written statement of standard deviation, if used, in accordance with ACI214, established by a registered testing laboratory. Tests for proposed mixesshall consist of making and breaking nine standard cylinders for each mix. Setsof three (3) eight (8) day ages. The results of these tests and curves showing thestrength of the concrete at various ages shall be submitted to OWNER. If trialmixes fall below test limits, design mixes or materials shall be revised andresubmitted for retesting. A record of field tests for the same proportioning ofthe same materials will be accepted in lieu of proof testing.

1.04 TESTS

A. Testing and analysis of concrete will be performed in accordance to ACI 318.

B. Submit proposed mix design of each class of concrete to ENGINEER for review prior tocommencement of work.

C. Three concrete test cylinders will be taken for every 75 or less cu yds of each class ofconcrete placed each day.

D. One additional test cylinder will be taken during cold weather and cured on site undersame conditions as concrete it represents.

E. One slump test will be taken for each set of test cylinders taken.

PART 2 PRODUCTS

2.01 CONCRETE MATERIALS

A. Cement: ASTM C150, Type I, IA, II, IIA, III, or IIIA Portland Type.

B. Fine and Coarse Aggregates: ASTM C33.

C. Water: Clean and not detrimental to concrete.

2.02 ADMIXTURES

A. Air Entrainment: ASTM C260.

B. Chemical Admixture: ASTM C494, of any type must be approved by OWNER prior touse, Type A - water reducing.

17-010/08-17 (Concrete) 03300-3

2.03 CONCRETE MIX

A. Mix concrete in accordance with ASTM C94.

B. Provide concrete for all applications of the following characteristics:

1. Class B - Normal Weight 4,000 psi @ 28 days

2. Class C - Normal Weight 3,000 psi @ 28 days

3. Class D - Normal Weight 2,500 psi @ 28 days

C. Use accelerating admixtures in cold weather only when approved by OWNER. Use ofadmixtures will not relax cold weather placement requirements.

D. Use set-retarding admixtures during hot weather only when approved by OWNER.

E. Add air entraining agent to concrete mix for concrete work subject to freeze-thawcycling.

PART 3 EXECUTION

3.01 INSPECTION

Verify anchors, seats, plates, reinforcement, and other items to be cast into concrete areaccurately placed, held securely, and will not cause hardship in placing concrete.

3.02 PREPARATION

Prepare previously placed concrete by cleaning with steel brush and applying bonding agent.Apply bonding agent in accordance with manufacturer's instructions.

3.03 PLACING CONCRETE

A. Notify ENGINEER minimum 24 hours prior to commencement of concreting operations.

B. Place concrete in accordance with ACI 350.

C. Hot Weather Placement: ACI 350.

D. Cold Weather Placement: ACI 350.

E. Ensure reinforcement, inserts, embedded parts, formed joints and opening are notdisturbed during concrete placement.

F. Maintain concrete cover around reinforcing as per ACI 350, or as otherwise noted onDrawings.

17-010/08-17 (Concrete) 03300-4

G. Place concrete continuously between predetermined construction. Do not break orinterrupt successive pours such that cold joints occur.

H. Excessive honeycomb or embedded debris in concrete is not acceptable. NotifyENGINEER upon discovery.

I. Placing during non-daylight hours

1. Concrete shall be placed during daylight hours unless otherwise approved by theEngineer. Placing of concrete in a portion of work shall not be started unless thatportion of the work can be completed during daylight. Daylight is defined as theperiod one hour before sunrise to one hour after sunset.

2. If it is desired by the CONTRACTOR to place concrete during non-daylighthours, the CONTRACTOR shall provide an adequate lighting system approvedby the ENGINEER. Approval of the placing of concrete during non-daylighthours shall in no way lessen the responsibility of the CONTRACTOR as relatedto the WORK.

3.04 FINISHING

Concrete surfaces shall have rough edges tooled-off; irregularities shall be filled pointed-up andspot finished.

3.05 FIELD QUALITY CONTROL

A. Concrete Control: The verification and control of all concrete shall be performed by anindependent testing laboratory. Cost of testing shall be paid by CONTRACTOR.

B. Laboratory Services shall be as follows:

1. Make, cure, store and break test cylinders conforming to requirements of ASTMC31 "Standard Method of Making and Curing Concrete Test Specimens in theField"; ASTM C39 "Standard Method of Test for Compressive Strength ofCylindrical Specimens"; ASTM C143 "Standard Method of Test for Slump ofPortland Cement Concrete"; ASTM C172 Test cylinders and slump tests shall bemade at job site and under no circumstances shall they be taken at a centralmixing plant.

2. Reports on all tests conducted by laboratory shall be rendered promptly anddistributed as follows:a) ENGINEER - Three (3) copies.b) CONTRACTOR - Two (2) copies.

3. Reports of control cylinders for job placed concrete shall contain the following:a) Time of batching.b) Time of sampling.c) Concrete and air temperature.d) Slump.

17-010/08-17 (Concrete) 03300-5

e) Other information furnished by CONTRACTOR.f) Full description of the location of the concrete from which the concrete

for test specimen was taken.

C. Contractors Function in Concrete Testing

1. Deliver samples of aggregate and cement in quantities established by laboratoryfor tests of aggregate and design mixes.

2. Follow instructions of laboratory in proportioning mixes.

3. Coordinate laboratory's services with building operation. CONTRACTOR shallsupply barrows, shovels, mixing boards, shaded work space for moldingcylinders, and similar equipment required by laboratory representative formolding test cylinders.

4. Keep a daily log, recording quantities of each class of concrete used, the area oflocation of each quantity of concrete relating to its controlling cylinder and theslump of this concrete, and general weather conditions. The CONTRACTORshall furnish this information to the laboratory for inclusion in the test reports.The CONTRACTOR shall obtain delivery tickets showing the class and strengthof concrete, the size of coarse aggregate and the slump order. TheCONTRACTOR shall identify these tickets relative to the area of placement ofthe concrete and shall retain them on file. He shall produce the tickets, shouldENGINEER so request.

D. Detailed Requirements

1. Of the test cylinders taken as per Section 1.07, one shall be broken at 7 days, oneshall be broken at 28 days and one held in reserve.

2. The primary function of compression tests in field concrete is to insureproduction of uniform concrete of desired strength and quality. Compressivestrength is not necessarily the most critical factor in proportioning concrete mixessince other factors, such as durability, may impose lower water-cement ratios thatare required to meet strength requirements. In such cases, strength will, ofnecessity, be in excess of structural demands. To obtain maximum information,a sufficient number of field compression tests should be made to berepresentative of the concrete produced and appropriate statistical methodsshould be used to interpret the test result. Statistical methods provide the bestbasis for assessing from such results the potential quality and strength of theconcrete in a structure and expressing the results in a useful form. The ACIStandard Recommended Practice for Evaluation of Compression Test Results ofField Concrete, ACI 214-65 shall be used. The Statistical method of determiningacceptable concrete will govern operations of costing.

3.06 PATCHING

A. Notify ENGINEER immediately upon removal of forms.

17-010/08-17 (Concrete) 03300-6

B. Patch imperfections.

3.07 DEFECTIVE CONCRETE

A. Modify or replace concrete not conforming to required levels and lines, details, andelevations.

B. Repair or replace concrete not properly placed or of the specified type.

3.08 PROTECTION

A. Immediately after placement, protect concrete from premature drying, excessively hot orcold temperatures, and mechanical injury.

B. Maintain concrete with minimal moisture loss at relatively constant temperature forperiod necessary for hydration of cement and hardening of concrete.

END OF SECTION

17-010/08-17 (Concrete Curing) 03370-1

SECTION 03370

CONCRETE CURING

PART IGENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this Section:

1. American Society for Testing and Materials (ASTM):a. C309, Standard Specification for Liquid Membrane-Forming Compounds for

Curing Concrete.b. C1315, Standard Specification for Liquid Membrane-Forming Compounds

Having Special Properties for Curing and Sealing Concrete.

1.02 SUBMITTALS

A. Shop drawings:

1. Curing methods proposed.2. Manufacturers’ data for the following products:

a. Evaporation retardant.b. Curing compound.c. Clear sealer.d. Clear floor hardener.

B. Quality control submittals:

1. Curing compound: Manufacturer’s Certificate of Compliance showing moistureretention requirements.

PART 2 PRODUCTS

2.01 MATERIALS

A. Curing compound:

1. Water-based, high solids content nonyellowing curing compound meetingrequirements of ASTM C309 and C1315.a. Moisture loss: 0.40 kg/square m/72 hours maximum.b. Capable of meeting moisture retention at manufacturer’s specified

application rate.2. Manufacturers and products:

a. Chemrex, Inc., Shakopoee, MN: Masterkure.b. Euclide Chemical Co., Cleveland, OH: Super Diamond Clear VOX.c. WR Meadows, Inc., Hampshire, IL: VOCOMP-30.d. Vexcon Chemical, Inc., Philadelphia, PA : Starseal 1315.e. Dayton Superior: Safe Cure and Seal 30 percent.f. No “or equal” or substitute products will be considered.

17-010/08-17 (Concrete Curing) 03370-2

B. Evaporation retardant:

1. Optional: Fluorescent color tint that disappears completely upon drying.2. Manufacturers and products:

a. Master Builders Co., Cleveland, OH: CONFILM.b. Euclid Chemical Co., Cleveland, OH: Eucobar.c. No “or equal” or substitute products will be considered.

C. Clear sealer (one-component penetrating silane sealer):

1. Manufacturers and products:a. Chemrex, Inc., Shakopee, MN: MASTERSEAL SL.b. Euclid Chemical Co.: Eucoguard 200.

D. Clear floor hardener:

1. Colorless, aqueous premised solution of zinc and magnesium fluosilicate.2. Each gallon of fluosilicate solution shall contain minimum 2 pounds of crystals.3. Manufacturers:

a. Chemrex, Inc., Shakopee, MN.b. Euclid Chemical Co., Cleveland, OH.c. Sonneborn, Minneapolis, MN.

E. Water: Clean and potable, containing less than 500 ppm of chlorides.

PART 3 EXECUTION

3.01 CURING OF CONCRETE

A. Use one of the following methods as approved by ENGINEER:

1. Walls:a. General: Where walls are to receive coatings, painting, cementitious

material, or other similar finishes, or where solvent-based coatings arenot permitted, use only water curing procedures.

b. Method 1: Leave concrete forms in place and keep entire surfaces offorms and concrete wet for 7 days.

c. Method 2: Apply curing compound, where allowed, immediately afterremoval of forms.

d. Method 3: Continuously sprinkle with water 100 percent of exposedsurfaces for 7 days starting immediately after removal of forms.

2. Slabs and curbs:a. Method 1: Protect surface by water ponding for 7 days.b. Method 2: Cover with burlap or cotton mats and keep continuously wet

for 7 days.c. Method 3: Cover with 1-inch layer of wet sand, earth, or sawdust, and

keep continuously wet for 7 days.d. Method 4: Continuously sprinkle exposed surface for 7 days.e. Other agreed uon method that will keep moisture present and uniform at

all times on surface of slabs. Do not use curing compounds.

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f. Where water curing for slabs during cold weather is not possible, use anENGINEER-approved curing compound at manufacturer’srecommended coverage per gallon.

g. Where curing compound cannot be used, special methods using moistureshall be agreed upon prior to placing the concrete slabs.

h. Protect slabs during cold weather with plastic sheets or other materialinside required heated enclosure if foot traffic is permitted on slabs.

B. Use only water curing where additional finishes such as clear sealer, hardeners, painting,and other special coatings are required.

3.02 EVAPORATION RETARDANT APPLICATION

A. Spray onto surface of fresh flatwork concrete immediately after screeding to react withsurface moisture.

B. Reapply as needed to ensure a continuous moist surface until final finishing is completed.

3.03 CLEAR SEALER APPLICATION

A. Apply where indicated in Finish Schedule.

B. Before application, water cure concrete walls and floors to receive sealer for a minimumof 28 days, keep clean, unpainted, free from membrane curing compounds, with Workabove them completed.

C. Apply with stiff brush, short nap roller, squeegee, garden sprayer, or conventional paintspray equipment.

D. Apply at a coverage rate of 125 to 200 square feet per gallon and cure the sealer on slabsfor the following minimum cure time at the ambient temperatures shown prior toallowing foot traffic:

1. 90 degrees F: 2 hours.2. 75 degrees F: 4 hours.3. 50 degrees F: 8 hours.4. 35 degrees F: 16 hours.

3.04 CLEAR HARDENER APPLICATION

A. Before application, water cure floors to receive hardener for minimum 28 days, keepclean, unpainted, free from membrane curing compounds, and perfectly dry with all workabove them completed.

B. Apply hardener evenly, using three coats, allowing 24 hours between coats:

1. First coat 1/3 strength, second coat ½ strength, and third coat 2/3 strength, mixwith water.

2. Apply each coat so as to remain wet on surfaces for 15 minutes.3. Apply approved hardeners in accordance with manufacturer’s instructions.

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4. After final coat is completed and dry, remove surplus hardener from surface byscrubbing and mopping with water.

3.05 MANUFACTURER’S SERVICES

A. Provide manufacturer’s representative at site in accordance with Section 01640,MANUFACTURERS’ SERVICES, for installation assistance, inspection, andcertification of proper installation for products specified.

B. Provide clear sealer manufacturer’s representative to demonstrate proper mixing andapplication of product.

C. Provide floor hardener manufacturer’s representative to demonstrate proper mixing andapplication of product.

D. Provide curing compound manufacturer’s representative to demonstrate properapplication of curing compound to show coverage in one coat.

END OF SECTION

17-010/08-17 (Grout) 03600-1

SECTION 03600

GROUT

PART 1 GENERAL

1.01 SCOPE OF WORK

A. WORK required under this section consists of mixing, forming, placing and curing.CONTRACTOR shall furnish all cement, aggregate, water, labor, equipment and othermaterials necessary or convenient to him for completing the WORK described in theseSpecifications.

1.02 REFERENCES

A. American Society for Testing and Materials (ASTM)

B. National Concrete Masonry Association (NCMA)

C. American Concrete Institute (ACI)

1.03 DELIVERY AND STORAGE

A. Prevent damage to or contamination of grouting materials during delivery, handling andstorage.

B. Store all grouting materials in undamaged condition with seals and labels intact aspackaged by manufacturer.


A. Tests

1. Mix and Control

a. Verification and control of grout mixes shall be work of an independenttesting laboratory. Cost of testing shall be paid by CONTRACTOR.

b. Laboratory services shall be as follows:

1) Test aggregates for specifications compliance.

2) Test portland cement at each car of cement or on marked binfrom which shipped.

B. Strength

Grout shall attain a minimum 28 day compressive strength as listed below. Take onesample and cast two specimens for each 30 cubic yards of grout of fraction thereof beingplaced.

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Test Specimens

1. Masonry Grout 300 psi

2. Non Shrink Grout 3000 psi

3. Flowable Fill Grout 500 psi

C. Casting of grout specimens shall be as follows:

1. On flat nonabsorbent base, form a space approximately three inches by threeinches by six inches (3" x 3" x 6") high, i.e., twice as high as it is wide, usingmasonry units having the same moisture condition as those being laid. Line thespace with permeable paper or porous separator, e.g., absorptive paper towel, sothat water may pass through the liner into the masonry units. Thoroughly mix oragitate grout to obtain a fully representative mix and place into molds in twolayers and puddle each layer with a one-inch by two-inch (1" x 2") puddling stickto eliminate air bubbles. Level off and immediately cover molds and keep themdamp until taken to laboratory. After 48 hours set, have the laboratory carefullyremove masonry units and place them in the fog room until tested in dampcondition. Cap the specimens in accordance with applicable provisions of"Method of Capping Cylindrical Concrete Specimens", ASTM C-617 Test inaccordance with applicable provisions of ASTM C-39, "Method of Test forCompressive Strength of Cylindrical Concrete Specimens".

2. Cost of the testing and laboratory reports shall be paid for by CONTRACTOR.

PART 2 PRODUCTS

2.01 MATERIALS

A. Masonry Grout

1. Portland Cement: ASTM C-150, Type 1.

2. Fine Aggregate: Sand in accordance with ASTM C-33.

3. Coarse Aggregate: Pea gravel in accordance with ASTM C-33, graded so that atleast 90 percent passes 3/8-inch sieve and 90 percent is retained by a No. 4 sieve.

B. Non Shrink Grout

1. Premixed/Preproportioned Grout

a. Five Star Brand Non Shrink Grout or approved equal.

b. Grout shall not contain gypsum, aluminum or iron powders and shallmeet the shrinkage requirements of ASTM C-883. Epoxy grout will not

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be permitted if the substrate is to be exposed to temperatures greater than140 F.

c. Minimum time of workability shall be 30 minutes at ambienttemperature.

d. Application shall be in conformance to manufacturer's specifications.

2. Site Proportioned/Mixed Grout

a. Site mixed grout shall be of "dry pack" or "earthmoist" consistency with0-1 inch slump. Grout shall consist of three parts sand to one partportland cement with only enough water added to wet all the material.

b. All surfaces shall be cleaned of all dirt and oil prior to application.

c. Prior to placement of grout, the substrate shall be wetted with potablewater until saturated without ponding.

d. Grout shall be applied by packing by hand or with the use of a woodenplunger.

C. Flowable Fill Grout: Flowable fill grout shall be a mixture of sand, fly ash cement andwater that will produce a material that can be used in lieu of compacted soil. Airentrainment may be used up to 30% maximum. The finished produce shall have a 28 daycompression strength of 100 psi.

D. Flowable fill shall be used to fill unused casings or fill in narrow trenches that aredifficult to compact backfill. CONTRACTOR shall submit mix design for approval byENGINEER.

PART 3 EXECUTION

3.01 MIXES

A. Mix design shall be submitted to ENGINEER for approval. It shall be used in reinforcedunit masonry and as shown on Drawings for leveling surfaces.

B. Masonry Grout shall be used for the following: Leveling surfaces; sloping surfaces; andpatching anchor holes or small defective areas of concrete.

C. Masonry Grout shall be proportioned and mixed in accordance with ASTM C-476 forcoarse grout, Table 1.

D. Non Shrink Grout shall be used for column bases or under equipment bases. Non ShrinkGrout shall be placed by packing by hand or with a wooden plunger.

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3.02 MIXING

A. Masonry grout shall be mixed and placed in accordance with NCMA, "Specification forthe Design and Construction of Load-Bearing Concrete Masonry, Chapter 4.

B. Mix grout as close to WORK area as possible and transport the mixture quickly and in amanner that does not permit segregation of materials. Do not mix more grout than can beplaced within 20 minutes.

3.03 PROCEDURES

A. Installation methods and procedures shall be as recommended by manufacturer and/or asapproved by ENGINEER before WORK is begun.

B. Type of grout and method of installation for Tunneling, Boring and Jacking shall befurnished to ENGINEER for his review and approval prior to use in constructionoperation.

3.04 FORMWORK

A. Build leakproof forms that are strong and securely anchored and shored to withstandgrout pressures.

B. Provide enough clearance between the formwork and the area to be grouted to permitproper placement of grout.

3.05 SURFACE PREPARATION FOR GROUT

A. Remove all defective concrete, laitance, dirt, oil, grease, and other foreign material fromconcrete surfaces by bush-hammering, chipping or other similar means, until a sound,clean concrete surface is achieved.

B. Lightly roughen the concrete, but not enough to interfere with the proper placement ofgrout.

C. Cover concrete areas with waterproof membrane until ready to grout.

D. Remove foreign materials from all steel surfaces in contact with grout.

E. Align, level and maintain final positioning of all components to be grouted.

F. Take special precautions during extreme weather conditions according to manufacturer'spublished instructions.

G. Immediately before grouting, remove waterproof membranes and clean any contaminatedsurfaces.

H. Saturate all concrete surfaces with clean water; remove excess water and leave nonestanding.

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3.07 PATCHING CONCRETE

A. Defects in formed concrete surfaces shall be repaired within 24 hours of placement, to thesatisfaction of ENGINEER, and defective concrete shall be replaced within 48 hours afterthe adjacent forms have been removed. All concrete which is honeycombed or otherwisedefective, shall be cut out and removed to sound concrete, with edges square cut to avoidfeathering.

B. Except as modified herein, concrete repair work shall conform to Chapter 9 of ACI 301and shall be performed in a manner that will not interfere with thorough curing ofsurrounding concrete. All repair work shall be adequately cured.

C. Where authorized by ENGINEER, repair may be accomplished by patching conducted asspecified herein. However, permission to patch shall not waive the ENGINEER's right tohave the defective work completely removed if the patch or repairs do not, inENGINEER's opinion, satisfactorily restore the quality and appearance of the WORK.Patching shall be conducted as follows:

1. Chip away defective areas at least 1-1/2 inch deep perpendicular to the surface,wet the area and 6 inches around it to prevent absorption of water from patchingmortar, and brush a sand-cement grout consisting of one part fine aggregate toone part portland cement onto the surface.

2. Masonry grout shall be used for patching. Use the minimum amount of mixingwater required for placing.

3.08 CURING

A. Cure exposed grout for 3 days after placing by keeping wet or coating with a curingcompound.

END OF SECTION

17-010/08-17 (Unit Masonry) 04200-1

SECTION 04200

UNIT MASONRY

PART 1 – GENERAL

1.01 RELATED DOCUMENTS

Drawings and general provisions of the Contract, including General and SupplementaryConditions and Division I Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section includes the following:

1. Concrete unit masonry.

2. Reinforced unit masonry.

B. Products installed but not furnished under this Section include the following:

Wood nailers and blocking built into unit masonry specified in Division 6 Section“Rough Carpentry.”

1.03 PERFORMANCE REQUIREMENTS

Provide unit masonry that develops the following installed compressive strengths (fm) at 28 days.

For Concrete Unit Masonry: As follows, based on net area: As indicated.

1.04 SUBMITTALS

A. General: Submit each item in this Article according to the Conditions of the Contract andDivision 1 Specification Sections.

B. Product data for each different masonry unit, accessory, and other manufactured productspecified.

C. Shop drawings for reinforcing detailing fabrication, bending, and placement of unitmasonry reinforcing bars. Comply with ACI 315 “Details and Detailing of ConcreteReinforcement” showing bar schedules, stirrup spacing, diagrams of bent bars, andarrangement of masonry reinforcement.

D. Material certificates for the following, signed by manufacturer and Contractor, certifyingthat each material complies with requirements.

1. Each different cement product required for mortar and grout, including name ofmanufacturer, brand, type, and weight slips at time of delivery.

2. Each material and grade indicated for reinforcing bars.

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3. Each type and size of joint reinforcement.

4. Each type and size of anchors, ties, and metal accessories.


A. Fire-Resistance Ratings: Where indicated, provide materials and construction identical tothose of assemblies with fire resistance ratings determined per ASTM E 119 by a testingand inspecting agency, by equivalent concrete masonry thickness, or by another means,as acceptable to authorities having jurisdiction.

B. Single-Source Responsibility for Masonry Units: Obtain exposed masonry units of auniform texture and color, or a uniform blend within the ranges accepted for thesecharacteristics, from one source and by a single manufacturer for each different productrequired.

C. Single-Source Responsibility for Mortar Materials: Obtain mortar ingredients of auniform quality, including color for exposed masonry, from one manufacturer for eachcementitious component and from one source or producer for each aggregate.


A. Store masonry units on elevated platforms, under cover, and in a dry location to preventtheir deterioration or damage due to moisture, temperature changes, contaminants,corrosion, and other causes. If units become wet, do not install until they are in an air-dried condition.

B. Store cementitious materials on elevated platforms, under cover, and in a dry location.

C. Store aggregates where grading and other required characteristics can be maintained andcontamination avoided.

D. Store masonry accessories, including metal items, to prevent corrosion and accumulationof dirt and oil.

1.07 PROJECT CONDITIONS

A. Protection of Masonry: During erection, cover tops of walls, projections, and sills withwaterproof sheeting at end of each day’s work. Cover partially completed masonry whenconstruction is not in progress.

Extend cover a minimum of 24 inches (600 mm) down both sides and hold coversecurely in place.

B. Do not apply uniform floor or roof loads for at least 12 hours and concentrated loads forat least 3 days after building masonry walls or columns.

C. Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry to beleft exposed or painted. Immediately remove grout, mortar, and soil that come in contactwith such masonry.

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1. Protect base of walls from rain-splashed mud and mortar splatter by coveringsspread on ground and over wall surface.

2. Protect sills, ledges, and projections from mortar droppings.

3. Protect surfaces of window and door frames, as well as similar products withpainted and integral finishes, from mortar droppings.

4. Turn scaffold boards near the wall on edge at the end of each day to prevent rainfrom splashing mortar and dirt on completed masonry.

D. Cold-Weather Construction: Comply with referenced Unit Masonry Standard for coldweather construction and the following:

1. Do not lay masonry units that are wet or frozen.

2. Remove masonry damaged by freezing conditions.

E. Hot-Weather Construction: Comply with referenced Unit Masonry Standard.

PART 2 - PRODUCTS

2.01 CONCRETE MASONRY UNITS

A. General: Provide shapes indicated and as follows for each form of concrete masonry unitrequired.

1. Provide special shapes for lintels, corners, jambs, sash, control joints, headers,bonding, and other special conditions.

2. Provide bullnose units for outside corners at interior block work, unlessotherwise indicated.

B. Concrete Masonry Units: ASTM C 90 and as follows:

1. Unit Compressive Strength: Provide units with minimum average net-areacompressive strength indicated below:

a. 2000 PSI

b. Not less than the unit compressive strengths required to produce concreteunit masonry construction of compressive strength indicated.

2. Weight Classification: Lightweight.

3. Aggregates: As per ASTM C331.

4. Not used.

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5. Size: Manufactured to the actual dimensions listed below (within tolerancesspecified in the applicable referenced ASTM specification) for the correspondingnominal sizes indicated on Drawings:

a. 8 inch (200 mm) nominal: 7-5/8 inch (194 mm) actual.

b. 4 inch (100 mm) nominal: 3-5/8 inch (92 mm) actual.

3. Exposed Faces: As per Drawings. Color shall be selected by OWNER.

2.03 MORTAR AND GROUT MATERIALS

A. Portland Cement: ASTM C 150, provide natural color.

B. Hydrated Lime: ASTM C 207, Type S.

C. Aggregate for Mortar: ASTM C 144; except for joints less than ¼ inch (6.5 mm), useaggregate graded with 100 percent passing the No. 16 (1.18 mm) sieve.

D. Aggregate for Grout: ASTM C 404.

E. Ready-Mixed Mortar: Cementitious materials, water, and aggregate complying withrequirements specified in this Article; combined with set-controlling admixtures toproduce a ready-mixed mortar complying with ASTM C 1142.

F. Water: Potable.

2.04 REINFORCING STEEL

Steel Reinforcing Bars: Material and grade as follows:

Billet steel complying with ASTM A 615 (ASTM A 615M).Grade 60 (Grade 400)

2.05 JOINT REINFORCEMENT

A. General: Provide joint reinforcement formed from the following:

Galvanized carbon-steel wire, coating class as follows:ASTM A 641 (ASTM A 641M), Class 1, for interior walls, and ASTM A 153, Class B-2for exterior walls.

B. Description: Welded-wire units prefabricated with deformed continuous side rods andplain cross rods into straight lengths of not less than 10 feet (3 m), with prefabricatedcorner and tee units, and complying with requirements indicated below:

1. Wire Diameter for Side Rods: 0.1483 inch (3.8 mm).

2. Wire Diameter for Cross Rods: 0.1483 inch (3.8 mm).

C. For single-wythe masonry, provide type as follows with single pair of side rods:

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Truss design with continuous diagonal cross rods spaced not more than 16 inches (407mm) o.c.

2.06 TIES AND ANCHORS, GENERAL

A. General: Provide ties and anchors specified in subsequent articles that comply withrequirements for metal and size of this Article, unless otherwise indicated.

B. Wire: As follows:

1. Galvanized Carbon-Steel Wire: ASTM A 82; with ASTM A 153, Class B-2coating for wire ties and anchors in exterior walls.

2. Galvanized Carbon-Steel Wire: ASTM A 82; with ASTM A 641 (ASTM A641M), Class 1 coating for wire ties and anchors in interior walls.

3. Wire Diameter: 0.1875 inch (4.8 mm).

2.07 RIGID ANCHORS

General: Fabricate from steel bars as follows:

1½ inches (38 mm) wide by ¼ inch (6.4 mm) thick by 24 inches (600 mm) long, with ends turnedup 2 inches (50 mm) or with cross pins.

2.08 MISCELLANEOUS ANCHORS

A. Anchor Bolts: Steel bolts complying with ASTM A 307, Grade A (ASTM F 568,Property Class 4.6); with ASTM A 563 (ASTM A 563M) hex nuts and, where indicated,flat washers; hot-dip galvanized to comply with ASTM A 153, Class C; of diameter andlength indicated and in the following configurations:

1. Headed bolts.

2. Nonheaded bolts, bent in manner indicated.

B. Postinstalled Anchors: Anchors as described below, with capability to sustain, withoutfailure, load imposed within factors of safety indicated, as determined by testing perASTM E 488, conducted by a qualified independent testing agency.

1. Type: Expansion anchors.

2. Corrosion Protection: Carbon-steel components zinc plated to comply withASTM B 633, Class Fe/Zn 5 (5 microns) for Class SC 1 service condition (mild).

3. For Postinstalled Anchors in Concrete: Capability to sustain, without failure, aload equal to 4 times the loads imposed by masonry.

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4. For Postinstalled Anchors in Grouted Concrete Masonry Units: Capability tosustain, without failure, a load equal to 6 times the loads imposed by masonry.

2.09 EMBEDDED FLASHING MATERIALS

A. Rubberized Asphalt Sheet Flashing: Manufacturer’s standard composite flashing productconsisting of a pliable and highly adhesive rubberized asphalt compound, 32 mils (0.8mm) thick, bonded completely and integrally to a high-density, cross-laminatedpolyethylene film, 8 mils (0.2 mm) thick, to produce an overall thickness of 40 mils (1.0mm).

Primer: Flashing manufacturer’s standard product or product recommended by flashingmanufacturer for bonding flashing sheets to masonry and concrete.

B. Products: Subject to compliance with requirements, provide one of the following:

Rubberized Ashphalt Sheet Flashing:Perm-A-Barrier Wall Flashing; Grave: W.R.

2.10 MISCELLANEOUS MASONRY ACCESSORIES

A. Compressible Filler: Premolded filler strips complying with ASTM D 1056, Type 2,Class A, Grade 1; compressible up to 35 percent; of width and thickness indicated;formulated from the following material:

1. Neoprene.

2. Urethane.

B. Preformed Control-Joint Gaskets: Material as indicated below, designed to fit standardsash block and to maintain lateral stability in masonry wall; size and configuration asindicated. Styrene-Butadiene Rubber compound: ASTM D 2000, Designation M2AA-805.

C. Bond-Breaker Strips: Asphalt-saturated, organic roofing felt complying with ASTM D226, Type I (No. 15 asphalt felt).

D. Weep Holes: Provide the following:

Wicking Material: Material as indicated below, in length required to produce 2-inchcotton sash cord and fibrous glass rope.

2.11 MASONRY CLEANERS

A. Job-Mixed Detergent Solution: Solution of ½-cup (0.14-L) dry measure tetrasodiumpolyphosphate and ½-cup (0.14-L) dry measure laundry detergent dissolved in 1 gal. (4L) of water.

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B. Proprietary Acidic Cleaner: Manufacturer’s standard-strength, general-purpose cleanerdesigned for removing mortar/grout stains, efflorescence, and other new constructionstains from new masonry surfaces of type indicated below without discoloring ordamaging masonry surfaces; expressly approved for intended use by manufacturer ofmasonry units being cleaned.

Acceptable Products:

a. 202 New Masonry Detergent; Diedrich Technologies, Inc.

b. 200 Lime Solv; Diedrich Technologies, Inc.

c. 202V Vana-Stop; Diedrich Technologies, Inc.

d. Sure Klean No. 600 Detergent; ProSoCo, Inc.

e. Sure Klean No. 101 Lime Solvent; ProSoCo., Inc.

f. Sure Klean Vana Trol; ProSoCo, Inc.

2.12 MORTAR AND GROUT MIXES

A. General: Do not use admixtures, including pigments, air-entraining agents, accelerators,retarders, water-repellent agents, antifreeze compounds, or other admixtures, unlessotherwise indicated.

Do not use calcium chloride in mortar or grout.

B. Mortar for Unit Masonry: Comply with U.B.C. Standard No. 21-15, ProportionSpecification, for Mortar Cement mortar of types indicated below.

1. For masonry below grade, in contact with earth, and where indicated, use typeindicated below:Type: S.

2. For reinforced masonry and where indicated, use type indicated below:Type: S.

3. For exterior, above-grade, load-bearing and nonload-bearing walls and parapetwalls; for interior load-bearing walls; for interior nonload-bearing partitions, andfor other applications where another type is not indicated, use type indicatedbelow:Type: S.

C. Grout for Unit Masonry: Comply with ASTM C 476. Use grout of consistencyindicated, or, if not otherwise indicated, of consistency (fine or coarse) at time ofplacement that will completely fill spaces intended to receive grout.

1. Use find grout in grout spaces less than 2 inches (50 mm) in horizontaldimension, unless otherwise indicated.

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2. Use coarse grout in grout spaces 2 inches (50 mm) or more in least horizontaldimension, unless otherwise indicated.

PART 3 – EXECUTION

3.01 EXAMINATION

A. Examine conditions, with Installer present, for compliance with requirements forinstallation tolerances and other conditions affecting performance of unit masonry. Donot proceed with installation until unsatisfactory conditions have been corrected.

B. Examine rough-in and built-in construction to verify actual locations of pipingconnections prior to installation.

3.02 INSTALLATION, GENERAL

A. Thickness: Build cavity and composite walls and other masonry construction to the fullthickness shown. Build single-wythe walls to the actual thickness of the masonry units,using units of thickness indicated.

B. Build chases and recesses to accommodate items specified in this and other Sections ofthe Specifications.

C. Leave openings for equipment to be installed before completion of masonry. Afterinstalling equipment, complete masonry to match construction immediately adjacent tothe opening.

D. Cut masonry units with motor-driven saws to provide clean, sharp, unchipped edges. Cutunits as required to provide continuous pattern and to fit adjoining construction. Use full-size units without cutting, where possible. Allow units cut with water-cooled saws to drybefore placing, unless wetting of units is specified. Install cut units with cut surfaces and,where possible, cut edges concealed.

E. Mix units for exposed unit masonry from several pallets or cubes as they are placed toproduce uniform blend of colors and textures.

3.03 CONSTRUCTION TOLERANCES

A. Variation from Plumb: For vertical lines and surfaces of columns, walls, and arrises, donot exceed ¼ inch in 10 feet (6 mm in 3m), nor 3/8 inch in 20 feet (10 mm in 6m), nor ½inch in 40 feet (12 mm in 12m) or more. For external corners, expansion joints, controljoints, and other conspicuous lines, do not exceed ¼ inch in 20 feet (6 mm in 6 m), nor ½inch in 40 feet (12 mm in 12m) or more. For vertical alignment of head joints, do notexceed plus or minus ¼ inch in 10 feet (6mm in 3 m), nor ½ inch (12 mm) maximum.

B. Variation from Level: For bed joints and lines of exposed lintels, sills, parapets,horizontal grooves, and other conspicuous lines, do not exceed ¼ inch in 20 feet (6 mmin 6m), nor ½ inch in 40 feet (12 mm in 12 m) or more. For top surface of bearing walls,do not exceed 1/8 inch (3 mm) in 10 feet (3 m), nor 1/16 inch (1.5 mm) within width of asingle unit.

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C. Variation of Linear Building Line: For position shown in plan and related portion ofcolumns, walls, and partitions, do not exceed ½ inch in 20 feet (12 mm in 6 m), nor ¾inch in 40 feet (19 mm in 12 m) or more.

D. Variation in Cross-Sectional Dimensions: For columns and thickness of walls, fromdimensions shown, do not exceed minus ¼ inch (6 mm) nor plus ½ inch (12 mm).

E. Variation in Mortar-Joint Thickness: Do not vary from bed-joint thickness indicated bymore than plus or minus 1/8 inch (3 mm), with a maximum thickness limited to ½ inch(12 mm). Do not vary bed-joint thickness from bed-joint thickness of adjacent course bymore than 1/8 inch (3 mm). Do not vary from head-joint thickness indicated by morethan plus or minus 1/8 inch (3 mm). Do not vary head-joint thickness from adjacenthead-joint thickness by more than 1/8 inch (3 mm). Do not vary from collar-jointthickness indicated by more than minus ¼ inch (6 mm) or plus 3/8 inch (10 mm).

3.04 LAYING MASONRY WALLS

A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform jointwidths and for accurate locating of openings, movement-type joints, returns, and offsets.

B. Lay walls to comply with specified construction tolerances, with courses accuratelyspaced and coordinated with other construction.

C. Bond Pattern for Exposed Masonry: Lay exposed masonry in the following bond pattern;do not use units with less than nominal 4-inch (100 mm) horizontal face dimensions atcorners or jambs.

D. Lay concealed masonry with all units in a wythe in running bond. Bond and interlockeach course with each wythe at corners. Do not use units with less than nominal 4-inch(100 mm) horizontal face dimensions at corners or jambs.

E. Stopping and Resuming Work: In each course, rack back ½-unit length for one-halfrunning bond or 1/3- unit length for one-third running bond; do not tooth. Clean exposedsurfaces of set masonry, wet clay masonry units lightly if required, and remove loosemasonry units and mortar prior to laying fresh masonry.

F. Built-in Work: As construction progresses, build-in items specified under this and otherSections of the Specifications. Fill in solidly with masonry around built-in items.

G. Fill space between hollow metal frames and masonry solidly with mortar, unlessotherwise indicated.

H. Where built-in items are to be embedded in cores of hollow masonry units, place a layerof metal lath in the joint below and rod mortar or grout into core.

I. Fill cores in hollow concrete masonry units with grout 24 inches (600 mm) under bearingplates, beams, lintels, posts, and similar items, unless otherwise indicated.

J. Build nonload-bearing interior partitions full height of story to underside of solid floor orroof structure above and as follows:

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Wedge nonload-bearing partitions against structure above with small pieces of tile, slate,or metal. Fill joint with mortar after dead-load deflection of structure above approachesfinal position.

3.05 MORTAR BEDDING AND JOINTING

A. Lay hollow concrete masonry units as follows:

1. With full mortar coverage on horizontal and vertical face shells.

2. Bed webs in mortar in starting course on footings and in all courses of piers,columns, and pilasters, and where adjacent to cells or cavities to be filled withgrout.

3. For starting course on footings where cells are not grouted, spread out full mortarbed, including areas under cells.

4. Maintain joint widths indicated, except for minor variations required to maintainbond alignment. If not indicated, lay walls with 3/8-inch (10 mm) joints.

B. Cut or interrupt joint reinforcement at control and expansion joints, unless otherwiseindicated.

C. Provide continuity at corners and wall intersections by using prefabricated “L” and “T”sections. Cut and bend reinforcement units as directed by manufacturer for continuity atreturns, offsets, column fireproofing, pipe enclosures, and other special conditions.

3.07 CONTROL AND EXPANSION JOINTS

A. General: Install control and expansion joints in unit masonry where indicated. Build-inrelated items as the masonry progresses. Do not form a continuous span throughmovement joints unless provisions are made to prevent in-plane restraint of wall orpartition movement.

B. Form control joints in concrete masonry as follows:

Install preformed control-joint gaskets designed to fit standard sash block.

C. Build-in horizontal pressure-relieving joints where indicated; construct joints by insertinga compressible filler of width required for installing sealant and backer rod specified inDivision 7 Section “Joint Sealants”.

Locate horizontal pressure-relieving joints beneath shelf angles supporting masonryveneer and attached to structure behind masonry veneer.

3.08 LINTELS

A. Provide masonry lintels where shown and where openings of 24 inches (610 mm) forblock size units are shown without structural steel or other supporting lintels.

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Provide built-in-place masonry lintels. Use specially formed bond beam units withreinforcement bars placed as indicated and filled with coarse grout. Temporarily supportbuilt-in-place lintels until cured.

B. Lintel construction shall comply with the construction details shown on the constructiondrawings.

3.09 FLASHING, WEEP HOLES, AND VENTS

A. General: Install embedded flashing and weep holes in masonry at shelf angles, lintels,ledges, other obstructions to the downward flow of water in the wall, and whereindicated.

B. Prepare masonry surfaces so they are smooth and free from projections t hat couldpuncture flashing. Place through-wall flashing on sloping bed of mortar. Sealpenetrations in flashing with adhesive, sealant, or tape as recommended by flashingmanufacturer before covering with mortar.

C. Install flashing as follows:

1. At composite masonry walls, including cavity walls, extend flashing fromexterior face of outer wythe of masonry, through the outer wythe, turned up aminimum of 4 inches (100 mm), and through the inner wythe to within ½ inch(13 mm) of the interior face of the wall in exposed masonry. Where interiorsurface of inner wythe is concealed by furring, carry flashing completely throughthe inner wythe and turn up approximately 2 inches (50 mm), unless otherwiseindicated.

2. Cut off flashing flush with face of wall after masonry wall construction iscompleted.

C. Install reglets and nailers for flashing and other related construction where shown to bebuilt into masonry.

3.10 INSTALLATION OF REINFORCED UNIT MASONRY

A. Temporary Formwork and Shores: Construct formwork and shores to support reinforcedmasonry elements during construction.

1. Construct formwork to conform to shape, line, and dimensions shown. Makesufficiently tight to prevent leakage of mortar and grout. Brace, tie, and supportforms to maintain position and shape during construction and curing ofreinforced masonry.

2. Do not remove forms and shores until reinforced masonry members havehardened sufficiently to carry their own weight and other temporary loads thatmay be placed on them during construction.

B. Grouting: Do not place grout until entire height of masonry to be grouted has attainedsufficient strength to resist grout pressure.

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1. Do not exceed a 48” pour height for coarse grout.

2. Provide cleanout holes at least 3 inches (76 mm) in least dimension for groutpours over 48 inches (1219 mm) in height. At solid grouted masonry, providecleanout holes at not more than 48 inches (1219 mm) o.c.

3.11 REPAIRING, POINTING, AND CLEANING

A. Remove and replace masonry units that are loose, chipped, broken, stained, or otherwisedamaged or if units do not match adjoining units. Install new units to match adjoiningunits; install in fresh mortar or grout, pointed to eliminate evidence of replacement.

B. Pointing: During the tooling of joints, enlarge voids and holes, except weep holes, andcompletely fill with mortar. Point-up joints, including corners, openings, and adjacentconstruction, to provide a neat, uniform appearance. Prepare joints for application ofsealants.

C. In-Progress Cleaning: Clean unit masonry as work progresses by dry brushing to removemortar fins and smears prior to tooling joints.

D. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry asfollows:

1. Remove large mortar particles by hand with wooden paddles and nonmetallicscrape hoes or chisels.

2. Test cleaning methods on sample wall panel; leave one-half of panel uncleanedfor comparison purposes. Obtain Architect’s approval of sample cleaning beforeproceeding with cleaning of masonry.

3. Protect adjacent stone and nonmasonry surfaces from contact with cleaner bycovering them with liquid strippable masking agent, polyethylene film, orwaterproof masking tape.

4. Wet wall surfaces with water prior to application of cleaners; remove cleanerspromptly by rinsing thoroughly with clear water.

a. Job-mixed detergent solution.

b. Proprietary acidic cleaner, applied in compliance with directions ofacidic cleaner manufacturer.

5. Clean concrete masonry by cleaning method indicated in NCMA TEK 8-2applicable to type of stain present on exposed surfaces.

E. Protection: Provide final protection and maintain conditions that ensure unit masonry iswithout damage and deterioration at time of Substantial Completion.

END OF SECTION

17-010/08-17 (Painting) 09900-1

SECTION 09900

PAINTING

PART 1 GENERAL

1.01 SCOPE OF WORK

A. WORK covered by this section consists of furnishing all material and equipment andperforming all labor necessary for the completion of all painting work shown or indicated inthe CONTRACT DOCUMENTS.

B. Surfaces requiring painting under the contract shall, in general, include all equipment, metalwindows, doors, miscellaneous metals, structural steel, metal work, and wood work.

C. Surfaces not requiring painting under this contract shall, in general, include aluminum,stainless steel, monel metal, brass, finished hardware, bronze, PVC, fiberglass, plated metals,or prefinished metals, prefinished wood, laminated plastic.

1.02 REFERENCES

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

B. ASTM D 16 Terminology Relating to Paint, Varnish, Lacquer, and related Products

C. AWWA D102-06 Coating Steel Water-Storage Tanks

D. NACE RPO188-99 Discontinuity (Holiday) Testing of New Protective Coatings onConductive Substrates

E. SSPC-PA-2 Measurement of Dry Coating Thickness with Magnetic Gages

F. SSPC-SP6/NACE 3 Commercial Blast Cleaning

G. SSPC-SP10/NACE 2 Near-White Metal Blast Cleaning

H. SSCP-SP1 Solvent Cleaning

I. SSPC-SP2 Hand Tool Cleaning

J. SSPC-SP3 Power Tool Cleaning

K. SSPC-SP7 Brush Off Blast Cleaning

L. AWWA C 652-02 Disinfection of Water Storage Facilities

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A. Product Manufacturer: Company specializing in manufacturing quality coating and finishproducts with ten years experience.

B. Applicator: Company specializing in commercial coating and finishing with five yearsdocumented experience.

C. Provide products for all specified coatings from single manufacturer and production run.

D. All coatings in contact with potable water or within potable water reservoirs or structures shallbe certified according to the National Sanitation Foundation Standard 61.

E. Workmanship shall be of first class quality. Finish painting shall show no drips, runs, sags,holidays, or other defects. The finish coat shall be free from noticeable laps or brush marks.Paint during application shall be continuously stirred. Paint shall be thoroughly worked intoall joints, corners, and well brushed out over all surfaces. Should any coat or paint be judgedunsatisfactory, the CONTRACTOR shall remove the coat(s) as necessary and repaint at noadditional cost to the OWNER.


A. Deliver products to site; store and protect products in accordance with manufacturer'srecommendations.

B. Deliver products to site ready-mixed in original container, sealed and labels intact; inspect toverify acceptance.

C. Container labeling to include manufacturer's name, type of coatings, brand name, branchcode, coverage, surface preparation, drying time, cleanup, color designation, and instructionsfor mixing and reducing.

D. Store coating materials at minimum ambient temperature of 35 degrees F and maximum of110 degrees F, in well ventilated area unless required otherwise by manufacturer'sinstructions.

E. Take precautionary measures to prevent fire hazards and spontaneous combustion.

PART 2 PRODUCTS

2.01 MATERIALS

A. All coatings listed in CONTRACT DOCUMENTS are manufactured by INDURON,TNEMEC, CARBOLINE, or approved equal. This listing is for identification as to type andquality of materials and shall be strictly followed unless CONTRACTOR submits alternatematerials to ENGINEER for approval during the pre-bid phase. No substitution as to type ofpainting or coating for any particular use will be allowed without written approval byENGINEER.

B. Paint, coatings, thinners, and other materials shall be pure and shall bear identifying labels oncontainers, with manufacturer's instructions printed thereon. All such products which need to

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be mixed on the project shall be secured from the original paint manufacturer. In general, allpaints and coatings shall be ready-mixed at the factory, except for tinting of undercoats andpossibly some thinning; however, all job mixing shall be performed under direct supervisionof representative of paint manufacturer.

2.02 ACCESSORY EQUIPMENT AND MATERIALS

A. CONTRACTOR shall furnish all accessory equipment and materials including ladders,scaffolding, drop clothes, maskings, scrapers, tools, sandpaper, cleaning solvents, all paintingand coating application equipment, holiday and thickness testing equipment, temperature andmoisture testing equipment, ventilating and lighting equipment, and other materials andequipment necessary to perform first class work as specified herein. Surface preparationequipment and materials and coating application equipment must be approved by coatingmanufacturer and ENGINEER.

PART 3 EXECUTION

3.01 APPLICATION

A. Printed instructions of coating manufacturer, together with a painting schedule (showingsurface preparation, materials, colors, and surfaces to be painted) and color chart shall besubmitted in six (6) copies to ENGINEER for approval. All colors shall be selected byOWNER and approved by ENGINEER. These instructions and schedules shall be filed onthe job, explained in detail to painters and their requirements shall be strictly enforced. Aninspection schedule shall be developed and kept current as work progresses showing detailedsurface preparation and each coat of material to be applied and the exact areas that are beingprepared, painted and inspected.

B. Painting shall be performed in a first class workmanship manner. No paint shall be appliedupon damp or frosty surfaces or in wet or foggy weather. No exterior painting shall beapplied when the temperature is below 50 degrees F. or when temperature is likely to drop tofreezing within 24 hours. Surfaces shall not be painted when they are exposed to the hot sun.Where possible, temperatures inside buildings shall be maintained at near constant

recommended levels until all surfaces to be painted are dry. Adequate ventilation shall bemaintained for escape of moisture from the building. Once painting has commenced, provideconstant temperature of 65 degrees F or above and prevent wide variation in temperaturewhich might result in condensation on freshly painted surfaces.

C. Surfaces shall be dry and clean and all dust, dirt, grease, oil, loose materials, chemicals andother foreign matter shall be removed before any paint is applied.

D. Voids as well as open and hollow spaces shall be repaired with an appropriate materialcompatible to surfaces to be repaired and painting materials to be applied to such surfaces.

E. Sharp edges of all materials to be painted shall be ground round and smooth prior to surfacepreparation.

F. Paint and coatings shall be evenly spread so that there shall be no drops, runs, or sagging ofthe coating. Where runs and drops do occur, they shall be removed and surfaces repainted asdirected by ENGINEER.

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G. Sufficient time shall be allowed for each coat to dry before application of succeeding coats.

H. Any painting work found to be defective or applied under adverse conditions shall beremoved and replaced at the direction of ENGINEER.

I. Paint shall be applied in alternating colors. For lighter shades, use differing tones to permiteasy detection of voids or holidays.

J. Abrasive blast cleaned surfaces shall be coated the same day as the cleaning is performed. Ifrust or contamination appears as a result of delay in primer application, the surface shall becleaned to specified surface preparation before primer is applied.

K. Surfaces of structural steel, miscellaneous ferrous metals, cast iron, ductile iron, and steelpiping to be painted in shop or on this project shall be abrasive blast cleaned to a Near WhiteBlast, SSPC-SP10, in accordance with SSPC Manual.

L. Shop primed or shop finish painted items that are damaged shall receive a spot blast, SSPC-SP10, and be spot primed and/or spot primed and finish coated with same requisite number ofshop applied coats. Items that are finish coated in shop and have been spot repaired in thefield shall receive an additional complete finish coat after repairs have been made to the shopcoating.

M. Applicators for performing surface preparation and/or applying materials on surfaces of thisproject shall be approved for such use by the manufacturer of the paint or coating. Should itbe unclear to OWNER or ENGINEER as to whether applicator is acceptable,CONTRACTOR shall obtain a letter from the paint or coating manufacturer stating that theindividual applicator is approved for the specific materials and surface to which materials areto be applied. Any material applied by other than approved applicators shall be promptlyremoved, and areas shall be repainted or recoated with an approved applicator at no additionalcost to OWNER. It shall be the responsibility of CONTRACTOR to see that each individualmechanic, painter, and applicator performing surface preparation, painting, and coating workhas been approved.

N. Concrete and masonry surfaces shall have all dirt, dust, oil, grease, and other foreign matterremoved and shall be spot patched, finished, neutralized, etched, washed down, and dried.Surface preparation shall be subject to the approval of ENGINEER.

O. Wood surfaces shall be sanded smooth and cleaned of all dirt, dust, deleterious substancesbefore applying any paint or coatings, and shall be resanded and cleaned between coats. Sapspots and knots shall be washed with mineral spirits, and, when dry, shall be sealed with anappropriate sealer. Voids and imperfections shall be filled with a suitable material.

P. Protect surrounding areas and surfaces not scheduled to be coated from damage duringsurface preparation and application of coatings. Immediately remove coatings that fall onsurrounding areas and surfaces not scheduled to be coated.

Q. Coating colors for interior and exterior building walls, floors, beams, etc. shall be selected byOWNER from manufacturer's customer mixed color range with final approval based onbrush-out submittal by painting CONTRACTOR to Owner/Representative on-site duringactual application.

17-010/08-17 (Painting) 09900-5

3.02 PAINTING SCHEDULE

A. The following painting schedule shall be adhered to in all instances unless written approval changingthe schedule is made by ENGINEER. Painting schedule may not actually list all items required to bepainted. If CONTRACTOR is in doubt as to what materials to use to paint any item not listed, butrequiring painting, he shall contact ENGINEER immediately so that suitable materials can be selected.

PAINTING SCHEDULE

Surface to be Painted Tnemec Induron Carboline

1. Interior-Structural Steel, Miscellaneous Ferrous Metal, Ductile Iron and Steel Piping andValves, Pumps and Equipment:

Surface Preparation SSPC-SP6 SSPC-SP6 SSPC-SP6“Commercial “Commercial “CommercialBlast Cleaning" Blast Cleaning" Blast Cleaning”

Shop Primer Series 1 PE-70 Multi-bond 1502.0-3.5 mils dry 3.0-5.0 mils dry

Field Full Primer Series 135 Induraguard 890 Series2.0-3.5 mils dry 3.0-5.0 mils dry

Finish Series 73 54 Series, 2.0 mils 133 HBEndura Shield III2.0-4.0 mils dry

Note: Reuse valves and fittings shall be painted Pantone Purple 522.

2. Exterior-Structural Steel and Miscellaneous Ferrous Metal, Surfaces of Pumps, Columns andValves:

Surface Preparation SSPC-SP6 SSPC-SP6 SSPC-SP6“Commercial " Commercial “CommercialBlast Cleaning" Blast Cleaning" Blast Cleaning”

Shop Primer/Field Series 66 PE-70 Multi-bond 1501st Coat 2.0-3.5 mils dry 3.0-5.0 mils dry

Field 2nd Coat Series 66 HB Epoxoline Induraguard 890 Series2.0 mils dry 3.0-5.0 mils dry

Finish Series 72 Indurethane 6600 Plus 133 HBEndura Shield III 2.0-3.0 mils dry2.0-4.0 mils dry

17-010/08-17 (Painting) 09900-6

Surface to be Painted Tnemec Induron Carboline3. Interior-Concrete Block

Walls:

Primer Series 113 Polyfill Epoxy Sanitile CB BaseBlock Filler

2nd Coat Series 113 Induraguard Carboline 33593.0-5.0 mils dry

Finish Series 113 Induraguard Carboline 33593.0-5.0 mils dry

4. Exterior-Block, brick and concrete Walls:

Primer Series 156 AC 220 Acrylic Flexxide BlockBlock Filler Filler

2nd Coat Series 156 AC 403 Carboline 33596.0-10.0 mils dry

Finish Series 156 AC 403 Carboline 33596.0-10.0 mils dry

5. Buried - Miscellaneous Steel Series 46-465 Ruff Stuff 2100 Bitumastic 300Mand Cast or Ductile Iron: 7.0-10.0 mils dry

6. Exterior - Above Ground, Miscellaneous Steel and Cast or Ductile Iron or Exposed toSewage:

Surface Preparation SSPC-SP6 SSPC-SP6 SSPC-SP6“Commercial " Commercial “CommercialBlast Cleaning" Blast Cleaning" Blast Cleaning”

Shop Primer Series 66-1211 Induraguard 890 SeriesHi-Build Epoxoline 3.0-5.0 mils dry3.0-5.0 mils dry

Final Coat Series 104 H.S. Epoxy Perma-Clean II Plus 890 Series8.0-10.0 mils dry 4.0-6.0 mils dry

7. Interior-Wood Surfaces:

Prime Series 1028/1029 AC 3011.5-2.5 mils dry

2nd Coat Series 1028/1029 Armorlux 25001.5-2.5 mils dry

Finish Series 1028/1029 Armorlux 25001.5-2.5 mils dry

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Surface to be Painted Tnemec Induron Carboline

8. Exterior-Wood Surfaces:

Prime Series 1028/1029 AC 3011.5-2.5 mils dry

2nd Coat Series 1028/1029 Armorlux 25001.5-2.5 mils dry

Finish Series 1028/1029 Armorlux 25001.5-2.5 mils dry

9. Exterior-Block or Brick Veneer:

Finish Aquanaut II2-4 mils dry

3.02 TESTING

A. The CONTRACTOR shall have on the project site the following testing equipment.Equipment shall be in calibration and proper working order. Equipment shall be used inaccordance with the manufacturers' instructions or as directed by the ENGINEER. TheENGINEER shall be notified of time of testing so that he might be present to witness testing.The CONTRACTOR shall keep a daily log of environmental conditions, work schedule, andany other pertinent information. The log shall be turned over to the Owner at the end of theproject to be included in the permanent record.

1. Sling Psychrometer: Relative humidity and dew point readings shall be taken atintervals throughout the day’s work. Readings shall be taken at the start of themornings work, mid-day and afternoon. Should environmental conditions change,additional readings shall be taken to assure that coatings are being applied under theconditions as outlined by the coatings manufacturer.

2. Surface Temperature Thermometer: Surface temperatures shall be taken in areaswhere work is being performed. Surface temperature shall be that as specified by thecoatings manufacturer.

3. Replica Tape & Micrometer: Testex X-Course Replica Tape shall be employed todetermine the surface profile of blasted surfaces. Surface profile shall be asspecified.

4. Dry Film Thickness Measurements: Dry film thickness readings shall be taken with aproperly calibrated (per the manufacturer's instructions) Type 1 (magnetic) or Type 2(electromagnetic) instrument. Dry film thickness readings will be taken and recordedin accordance with guidelines set forth in SSPC-PA2 Measurement of Dry CoatingThickness with Magnetic Gages. The CONTRACTOR shall provide ladders, rigging,etc. as necessary to allow the ENGINEER to spot check paint thickness of each coat.

5. Holiday Detection: After completion of the interior coating system, interior surfacesshall be holiday detected in accordance with NACE RPO188-99 Discontinuity(Holiday) Testing of New Protective Coatings on Conductive Substrates. Holidaydetector shall be a Tinker & Rasor Model M-1 or equal. Areas found to have holidays

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shall be marked and repaired in accordance with the paint manufacturer'sinstructions. The ENGINEER shall be notified of time of testing so that he might bepresent to witness testing.

3.04 PIPE COLORS AND IDENTIFICATION

A. Piping and equipment shall be painted the following:

Surface to be Painted

1. Water System

a) Raw Water Olive Greenb) Filter Water Aquac) Potable Water Dark Blued) Non-Potable Water Light Green

2. Wastewater System

a) Raw Sewage Dark grayb) Sludge Dark brownc) Treated Effluent Green

3. Chemical Feed Lines

a) Chlorine Yellowb) Alum Orangec) Fluoride Light blue w/red bandd) Phosphate Light green w/red bande) Lime Light greenf) Caustic Yellow w/green bandg) Polymer Orange w/green bandh) Carbon Blacki) Permanganate Violetj) Sodium Bi-Carbonate Light green w/orange bandk) Dechlorination Chemical Yellow w/red band

4. Waste Lines

a) Backwash Waste Light brown

5. Air Lines

a) Air White

B. Pipe Labels and Flow Direction Arrows (Above Ground Piping):

1. Lettering and Arrows: Black print.2. Background: OSHA safety yellow.3. Material: Manufacture from or encase in outdoor grade plastic or vinyl that will resist

damage or fading from washdown, sunlight, mildly corrosive atmosphere, dirt, grease

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and abrasion.4. Label, lettering Size, and Color: ANSI A13.15. Message: Contents of pipe6. Labels:

a. Snap-Around Type: Size for finished outside diameter of pipe andinsulation.

b. For 6 Inches and Over Diameter Pipe: May furnish strap-on type fastenedwithout use of tools with plastic or stainless steel straps.

c. Firmly grip pipe so labels remain fixed in vertical pipe runs.7. Manufacturers and Products:

a. T & B/Westline, Rariton, NJ; Model WSS Snap-Around.b. Seton Name Plate corp., New Haven, CT; Setmark Series.c. Or approved equal

END OF SECTION

17-010/08-17 (Galvanized Steel Pipe and Malleable Iron Fittings) 015060-07-1

SECTION 15060-07

GALVANIZED STEEL PIPE AND MALLEABLE IRON FITTINGS

Item Size DescriptionPipe Galvanized carbon steel, ASTM A106, Grade B seamless or

ASTM A53 Rev A, Grade B seamless or ERW.

2 inch & Smaller: Schedule 40.

2-1/2 thru 6 inch: Schedule 80.

8 thru 12 inch: Schedule 30.

14 inch: Standard weight.Joints 2 inch & smaller Threaded or flanged at valves and equipment, or grooved end

meeting the requirements of AWWA C606.2-1/2 inch & larger Flanged at valves and equipment, or grooved end meeting the

requirements of AWWA C606.Fittings Threaded: 150-or 300-pound malleable iron, ASTM A197 or

ASTM A47, dimensions in accordance with ANSI B16.3.

Grooved End: Malleable iron ASTM A47 or ductile iron ASTMA536, 250 psi working pressure, grooved ends to acceptcouplings without field preparation. Victaulic; Grinnell.

BranchConnections

2 inch & smaller Tee or reducing tee in conformance with Fittings above,galvanized 2,000-pound WOG threadolet or welding boss;galvanize after welding.

2-1/2 inch & larger Branch Same Size as Run: Grooved end tee in accordance withFittings above. Branch One or More Sizes Smaller Than Run:grooved end reducing tee in accordance with Fittings above.

Flanges Galvanized forged carbon steel, ASTM A105/A105M, ANSIB16.5 Class 150 or Class 300, threaded, 1/16 inch raised face.

Grooved end adapter flange, malleable iron ASTM A47 orductile iron ASTM A536. Victaulic; Grinnell.

Unions Threaded malleable iron, STM A197 or A47, 300-pound WOG,brass to iron seat, meeting the requirements of ANSI B16.3

Couplings Grooved End: Rigid joint malleable iron, ASTM A47 or ductileiron, ASTM A536, 250 psi working pressure. Victaulic;Grinnell.

Plugs Forged carbon steel, ASTM A181/A181M Rev A, Grade II,round head, threaded, galvanized.

Bolting Grooved End Couplings: Carbon steel, ASTM A183 bolts andnuts, 110,000 psi minimum tensile strength.

Flanges: Carbon steel ASTM A307, Grade A hex head bolts andASTM A563, Grade A hex head nuts.

17-010/08-17 (Galvanized Steel Pipe and Malleable Iron Fittings) 015060-07-2

Gaskets All flanges Flanged, Water and Sewage Service: 1/8-inch thick, red rubber(SBR), hardness 80 (Shore A), rated to 200 degrees F.,conforming to ANSI B16.21, AWWA C207 and ASTM D1330,Grades 1 and 1.

Blind flanges shall be gasketed covering the entire inside facewith the gasket cemented to the blind flange.

Grooved end couplings EPDM or chlorinated butyl per ASTM D2000 for water and airto 230 degrees F., dimensions conforming to AWWA C606.

ThreadLubricant

2 inch & smaller Teflon tape or joint compound that is insoluble in water.

END OF SECTION