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SECTION 01050
FIELD SURVEYING
PART 1 - GENERAL 1.01 SECTION INCLUDES A. Provide field surveying services for project as specified in this Section. 1.02 QUALIFICATIONS OF SURVEYOR A. Florida Registered Land Surveyor. 1.03 SURVEY REFERENCE POINTS A. Existing basic horizontal and vertical control points are designated on Drawings. All vertical
elevations are referred to NAVD 1988. Establish all vertical and horizontal controls required for construction.
B. Locate and protect control points prior to starting site work, and preserve permanent
reference points during construction. 1. Make no changes or relocations of such points without prior notice to Surveyor. 2. Report to Surveyor when any reference point is lost or destroyed, or requires
relocation because of necessary changes in grades or locations. 3. Require surveyor to replace control points which shall be lost or destroyed.
Establish replacements based on original survey control. 4. Surveyor shall identify existing control points and properly line corner stakes
indicated on Drawings, as required. 1.04 PROJECT SURVEY REQUIREMENTS A. Establish a minimum of two (2) permanent bench marks on the project site, all referenced
to data established by survey control points. Record locations with horizontal and vertical data on Project Record Documents.
B. Establish lines and levels, locate and lay out, by instrument and similar appropriate means. 1. Site Improvements. 2. Foundations, ConSpan, Temporary road, Finished road, Neighborhood Sign. 3. Controlling lines and levels required for mechanical and electrical trades.
C. Verify layouts by same methods. 1.05 RECORDS A. Maintain a complete, accurate log of control and survey work as it progresses. B. On completion of foundations and major site improvements, prepare a certified survey
showing finished dimensions, locations, angles and elevations of construction. 1.06 SUBMITTALS A. Submit name and address of Surveyor to EOR. B. On request of EOR, submit documentation to verify accuracy of field survey work. C. Submit certificate signed and sealed by a State of Florida Registered Land Surveyor
certifying that elevations and locations of improvements are in conformance with Contract Documents.
PART 2 – PRODUCTS (NOT USED) PART 3 - EXECUTION (NOT USED) END OF SECTION
SECTION 01065 PERMITS AND FEES PART 1 - GENERAL 1.01 Description A. Scope of Work: Obtain and pay for all permits and licenses including, but not
limited to, all construction and Right-of-Way utilization permits.
B. Permits by Owner: The City has applied and paid for the following permits: 1. This project has been exempted from permitting by the Saint John River
Water Management District.
C. Copies of the referenced permits will be provided to the Contractor. D. The Contractor shall be responsible to prepare the applications and to apply for the
following permits:
1. Preparation of a Maintenance of Traffic (MOT) Plan for work in the right-of-way and the paved streets and a Right-of-Way Utilization Permit. The permit application is to be submitted to the City of Palm Coast Building Department.
PART 2 - PRODUCTS (NOT USED) PART 3 - EXECUTION (NOT USED) END OF SECTION
SECTION 01070
CODES, REFERENCES AND ABBREVIATIONS
PART 1 – GENERAL 1.01 SECTION INCLUDES Referenced standards and abbreviations. 1.02 REFERENCED STANDARDS
A. Any reference to published specifications or standards of any organization or association shall comply with the requirements of the specification or standard which is current on the date of Advertisement for Bids. In case of a conflict between the referenced specifications or standards, the one having the more stringent requirements shall govern.
B. In case of conflict between the referenced specifications or standards and the Contract
Documents, the Contract Documents shall govern. 1.03 ABBREVIATIONS The following are definitions of abbreviations used within the Project Manual: AA Aluminum Association, Inc. AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute AISC American Institute of Steel Construction, Inc. AISI American Iron and Steel Institute AITC American Institute of Timber Construction AMA Acoustical Materials Association AMCA Air Movement and Control Association, Inc. ANSI American National Standards Institute, Inc. APA American Plywood Association ASHRAE American Society of Heating, Refrigerating and Air Conditioning Engineers, Inc. ASME American Society of Mechanical Engineers ASTM American Society for Testing and Materials
AWMA Aluminum Window Manufacturer's Association AWPA American Wood Preserves Association AWPB American Wood Preservers Bureau AWPI American Wood Preservers Institute AWS American Welding Society, Inc. AWWA American Water Works Association CPSC U.S. Consumer Product Safety Commission CRSI Concrete Reinforcing Steel Institute CS Commercial Standards and National Bureau of Standards FM Factory Mutual Research Corp. FS Federal Specifications FS Florida Statutes GA Gypsum Association HI Hydraulic Institute IEEE Institute of Electrical and Electronic Engineers NAAMM National Association of Architectural Metal Manufacturers NBFU National Board of Fire Underwriters NCMA National Concrete Masonry Association NECA National Electrical Contractors’ Association NEMA National Electrical Manufacturers' Association NFiPA National Fire Protection Association NFoPA National Forest Products Association NSF National Sanitation Foundation PCA Portland Cement Association PCI Precast Prestressed Concrete Institute PS Product Standards National Institute of Standards and Technology
SDI Steel Door Institute SJI Steel Joist Institute A SMACCNA Sheet Metal and Air Conditioning Contractors' National Association, Inc. SSPC Structural Steel Painting Council UL Underwriters Laboratories, Inc. 1.04 CODES AND GOVERNMENTAL DEPARTMENTS CFR Code of Federal Regulations COPC City of Palm Coast LDC Land Development Code EPA Environmental Protection Agency FDEP Florida Department of Environmental Protection FDOT Florida Department of Transportation FAC Florida Administrative Code NEC National Electric Code (Published by NFiPA) OSHA Occupational Safety and Health Act PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION
SECTION 01100
SPECIAL PROJECT PROCEDURES
PART 1 - GENERAL
1.01 WATER TIGHTNESS
A. Not Used
1.02 PUBLIC NUISANCE
A. The Contractor shall not create a public nuisance including, but not limited to, encroachment on adjacent lands, flooding of adjacent lands, or excessive noise.
B. Sound levels measured by the City shall not exceed 50 DBA from 7 P.M. to 7 A.M. or 60 DBA 7 A.M. to 7 P.M. This sound level shall be measured at the exterior of the nearest exterior wall of the nearest residence. Levels at the equipment shall not exceed 85 DBA at any time. Sound levels in excess of these values are sufficient cause to have the work halted until equipment can be quieted to these levels. Work stoppage by the City for excessive noise shall not relieve the Contractor of the other portions of this Specification including, but not limited to, completion dates and bid amounts.
C. No extra charge shall be made for time lost due to work stoppage resulting from the creation of a public nuisance.
1.03 SUSPENSION OF WORK
A. During inclement weather, all work which might be damaged or rendered inferior by such weather conditions shall be suspended. The orders and decisions of the City as to suspensions shall be final and binding. During suspension of the work from any cause, the work shall be suitably covered and protected so as to preserve it from injury by the weather or otherwise; and, if the City shall so direct, rubbish and surplus materials shall be removed.
1.04 SPECIAL REQUIREMENTS
A. The following requirements shall govern:
1. No additional payment shall be made for pumping or other difficulties encountered due to water.
2. The Contractor shall, prior to interrupting a utility service (water, sewer, etc.) for the purpose of making cut-ins to the existing lines or for any other purposes, contact the City and make arrangements for the interruption which shall be satisfactory to the City.
3. All material delivered to the job site shall be properly protected from dirt, dust, dampness, water and any other condition detrimental to the life of the material from the date of delivery to the time that control of the material is assumed by the City. If any material is delivered to the job site before any building thereon is enclosed, it shall be housed in a temporary, structurally rigid, watertight enclosure.
4. Certain information regarding the reputed presence, size, character and location of
existing underground structures, pipes and conduits has been shown on the Contract Drawings. There is no certainty of the accuracy of this information, and the location of underground structures shown shall be inaccurate and other obstructions that those shown shall be encountered. The Contractor hereby distinctly agrees that the City is not responsible for the correctness or sufficiency of the information given; that in no event is this information to be considered as a part of the Contract; and that consideration for equitable compensation shall be made for conditions materially different from those shown on the Drawings, as determined by the City.
1.05 JURISDICTIONAL DISPUTES A. It shall be the responsibility of the Contractor to pay all costs that shall be required to perform any
of the work shown on the Drawings or specified herein in order to avoid any work stoppages due to jurisdictional disputes. The basis for subletting work in question, if any, shall conform with precedent agreements and decisions on record with the Building and Construction Trades Department, AFL-CIO, dated June, 1973, including any amendments thereto.
1.06 PUMPING A. The Contractor, with his own equipment, shall do all pumping necessary to prevent flotation of
any part of the structures during construction operations. B. The Contractor shall, for the duration of the Contract and with his own equipment, pump out
water which shall seep or leak into the structures. Operating areas shall be kept dry at all times. The extent of pumping required in non-operating areas shall be determined by the Engineer.
1.07 HAULING AND CONSTRUCTION OPERATIONS ON PLANT PROPERTY A. The Contractor shall conduct access, hauling, filling and storage operations as specified herein
and as shown on the Contract Drawings. 1. On-site borrow areas are designated as follows: None, all borrow material required shall
be provided by the Contractor from off-site. 2. On-site spoil areas shall designated as follows: All spoils shall be removed from the site. B. Construct all fill areas so runoff shall not flood improved areas. PART 2 - PRODUCTS (NOT USED) PART 3 - EXECUTION (NOT USED)
END OF SECTION
SECTION 01310
ADMINISTRATIVE REQUIREMENTS
PART 1 – GENERAL 1.01 SECTION INCLUDES
A. Meetings, construction progress documentation, submittals, record documents. 1.02 PRECONSTRUCTION MEETING
A. The OWNER will schedule a preconstruction meeting prior to beginning the Work to review shop drawing procedures, submittal requirements, and construction administration requirements (project coordination and communication). The CONTRACTOR shall bring to the preconstruction meeting the proposed construction schedule, a preliminary schedule of shop drawing submissions, and a preliminary schedule of values of work. All will be reviewed with the OWNER during the meeting.
1.03 PROGRESS SCHEDULES
A. Within 10 days after the effective date of the Agreement, the CONTRACTOR shall submit to the ENGINEER for review and acceptance, an estimated progress schedule indicating the starting and completion dates of the various stages of the work, a preliminary schedule of shop drawing submissions, and a preliminary schedule of value of the work. Include sub-schedules of related activities which are essential to its progress.
B. Revised schedules shall be submitted periodically as changes become apparent. C. Unless other format or use of a network analysis system is required, schedules
shall be prepared in the form of a horizontal bar chart. A separate horizontal bar shall be provided for each trade or operation. The first work day of each week shall be identified on the horizontal time scale. Scale and spacing will be such as to allow space for notations and revisions.
D. Schedules shall show the complete sequence of construction by activity with dates
for the beginning and completion of each major element of construction. Projected percentage of completion for each item as of the first day of each month shall be shown.
1.04 SCHEDULE OF VALUES
A. At least 10 days prior to submitting the first Application for a progress payment, the
CONTRACTOR shall submit to the ENGINEER a schedule of values of the work. This schedule shall be satisfactory in form and substance to the ENGINEER. The schedule of values shall include quantities and unit prices aggregating the contract price, and shall subdivide the work into component parts in sufficient detail to serve as the basis for progress payments during construction. Upon acceptance of the schedule of values by the ENGINEER, it shall be incorporated into a form of Application for Payment.
B. Where estimated quantities and unit prices are shown in the Bid Form as the basis
of payment, the quantities shown in the Bid Form are approximate and are given only as a basis of calculation upon which the award of the contract is to be made. The OWNER or ENGINEER do not assume any responsibility that the final quantities will remain in accordance with estimated quantities, nor shall the CONTRACTOR claim misunderstanding or deception because of such estimate of quantities. Final payment will be made on the basis of the actual completed work.
1.05 DEFINITIONS
A. Shop Drawings: Shop drawings are original drawings, prepared by the CONTRACTOR, a subcontractor, supplier, or distributor, which illustrate some portion of the Work; showing fabrication, layout, setting, or erection details. Shop drawings shall be prepared by a qualified detailer and shall be identified by reference to sheet and detail numbers on the Contract Drawings.
B. Product Data: Product data are manufacturer’s standard schematic drawings and
manufacturer’s catalog sheets, brochures, diagrams, schedules, performance charts, illustrations, and other standard descriptive data. Catalog sheets, brochures, etc., shall be clearly marked to identify pertinent materials, products, or models.
C. Samples: Samples are physical examples to illustrate materials, equipment, or
workmanship and to establish standards by which work is to be evaluated.
D. Miscellaneous Submittals: Miscellaneous submittals related directly to the work (non-administrative) include warranties, maintenance agreements, workmanship bonds, project photographs, survey data and reports, physical work records, quality testing and certifying reports, copies of industry standard, record drawings, field measurement data, operating and maintenance materials, overrun stock, and similar information, devices and materials applicable to the work and not processed as shop drawings, product data or samples.
1.06 SUBMITTAL REQUIREMENTS
A. Prior to submission, contractor will thoroughly check shop drawings, product data, and samples for completeness and for compliance with the Contract Documents. Verify all field measurements, quantities, dimensions, specified performance
criteria, fabrication, shipping, handling, storage, assembly, installation, and safety requirements.
B. Coordinate the submittals with the requirements for other related work.
C. Notify the ENGINEER, in writing prior to time of submission, of deviations in
submittals from the requirements of the Contract Document. The CONTRACTOR’S responsibility for deviations in submittals from the requirements of the Contract Documents is not relieved by the ENGINEER’S review of submittals, unless the ENGINEER gives written acceptance of specific deviations.
D. Submit at least two (2) hard copies and one (1) electronic copy of each shop
drawing and product data. The specific number of copies required of all submittals will be determined during the preconstruction meeting. Submit the number of samples indicated in the individual Specification Sections.
E. Where a specific product manufacturer and model number is listed in individual
specification sections and is proposed by the CONTRACTOR to be used, full submittal of product data is not required. In this case, submit in letter format the name of the product, manufacturer, model number, specification section, and name of project. Certify the identified product is proposed to be used in the project.
F. Shop drawings, product data, and samples shall be accompanied by a letter of
transmittal referring to the name of the project and to the specification page number and/or Drawing number for identification of each item. Submittals for each type of work shall be numbered consecutively, and the numbering system shall be retained throughout all revisions.
G. Submittals shall bear the CONTRACTOR’S stamp of approval certifying that they
have been checked and indicate appropriate specification section and/or drawing location. Submittals without the CONTRACTOR’S initialed or signed certification stamp and submittals which, in the ENGINEER’S opinion, are incomplete, contain numerous errors or have not been properly checked, will be returned unchecked by the ENGINEER for resubmission.
H. Begin no work which requires submittals until return of submittals with ENGINEER
stamp and initials or signature indicating the submittal has been approved.
I. Systems to be submitted in the shop drawing submittal shall include but not necessarily be limited to:
1. Each item of equipment and/or materials listed in the project equipment and
material schedules. 2. Each item of process instrumentation and control system including
instrumentation system schematic diagrams. 3. Prestressed or precast concrete members. 4. Reinforcing steel. 5. Structural steel fabrication (including pre-engineered building). 6. Miscellaneous metals. 7. Special casings.
8. Piping and duct work, layout and dimension drawings.
J. In addition to the above, the manufacturer shall submit through the CONTRACTOR copies of the results of the tests performed by an independent laboratory that demonstrate compliance with the reference specification for:
1. Ductile iron pipe 2. Casing pipe 3. HDPE pipe 4. Concrete pipe 5. PVC pipe 6. Steel pipe 7. Concrete aggregates 8. Asphaltic materials
K. Finishes and Materials: Finishes and materials shall be submitted for color and/or
pattern selection including:
1. Decorative block 2. Brick 3. Exposed aggregate panels 4. Ceramic tile 5. Laminated plastics 6. Paint color chips 7. Paneling 8. Carpet 9. Decorative materials 10. Acoustical tile 11. Resilient flooring 12. Resilient and epoxy flooring
1.07 ENGINEER’S REVIEW OF SUBMITTALS
A. ENGINEER’S review and approval of submittals will not extend to means, methods, techniques, sequences, procedures of construction, or to safety precautions.
B. The review and approval of a separate item will not indicate approval of the
assembly in which the item functions. ENGINEER’S review and approval of submittals shall not relieve CONTRACTOR from responsibility for any variation from the requirements of the Contract Documents.
C. The ENGINEER will review submittals with reasonable promptness. The
ENGINEER’S review of submittals shall not be construed as a complete check and shall not relieve the CONTRACTOR from responsibility for complete compliance with the Contract requirements.
D. No corrections, changes, or deviations indicated on submittals reviewed by the
ENGINEER shall be considered as a change order.
E. Where review of submittals is required by the Owner of other agencies, the ENGINEER will forward the appropriate submittals(s) to these parties after ENGINEER review. Once review of all parties is complete, the submittal(s) will be returned to the CONTRACTOR reflecting the review of all parties.
F. If the submittal is not satisfactory, one copy of the submitted item will be retained
by the ENGINEER and all other copies returned to the CONTRACTOR for appropriate action.
G. In the event a third submittal is required, due to previous submittals of incomplete
or incorrect data or not in compliance with the Contract Documents, the CONTRACTOR will be charged one-half of the cost incurred by the ENGINEER for the review of the third submittal. The CONTRACTOR shall bear the total cost incurred by the ENGINEER for all subsequent reviews. The ENGINEER costs charged to the CONTRACTOR will be at the cost plus rate generally charged by the ENGINEER and will be deducted by the OWNER from payments due to the CONTRACTOR.
H. Distribution of copies of acceptable submittals will be as mutually determined by
the CONTRACTOR, OWNER, and ENGINEER on an individual item basis during or following the preconstruction conference.
1.08 PROGRESS MEETINGS
A. The frequency of progress meetings shall be determined during the preconstruction meeting. As a minimum, progress meetings shall be held once per week during construction.
B. The CONTRACTOR and OWNER shall attend the progress meetings.
1.09 RECORD DRAWINGS
A. As the Work progresses, the Contractor shall be responsible for recording information on the approved Contract Documents concurrently with construction progress.
B. Mark on the Contract Drawings all changes in direction and location of structure,
piping, and equipment.
C. If requested, mark on the Specifications the manufacturer, trade name, catalog, and supplier of each product actually installed, and mark changes made by Change Order or Field Order.
D. All Record Drawings shall be prepared by Contractor in ACAD format using base
drawings provided by Engineer. As-built information shall be field verified, measured, certified, signed and sealed by the Contractor’s licensed Surveyor who will be responsible for the accuracy of all dimensions and elevations.
E. The as-built information shown on the Record Drawings is to include, but not be
limited to, the following:
1. Horizontal locations and vertical elevations for all utility and storm
structures, including but not limited to manholes, inlets and cleanouts, including structure top and invert elevations.
2. Distance along pipelines between structures.
3. Horizontal locations and vertical elevations of all piping, utility valves, fittings, connection points, etc.
4. Vertical elevations of all pipelines at crossings of potable water mains (whether the water main is existing or new) in order to document that the minimum required vertical separation has been met.
5. Utility pipeline tied horizontally to edge of pavement and right-of-way lines, located every 200-ft plus all changes in horizontal offset.
6. Pavement width and elevations at the centerline and edge of pavement every 15-feet plus at all changes in longitudinal slope, cross slope, inlet locations, and at all driveway and street intersections.
7. Horizontal and vertical data for any construction that deviates from the approved engineering drawings.
8. Where the plans contain specific horizontal location data, such as station and offset, the as-built drawings are to reflect the actual horizontal location.
9. Where the plans contain specific vertical elevation data, the as-built drawings are to reflect the actual measured vertical elevation.
F. Deliver to Engineer three sets of Record Drawings signed and sealed by
Contractor’s surveyor plus one electronic copy (ACAD format) of the drawings. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED)
END OF SECTION
SECTION 01390
COLOR VIDEO-AUDIO PRE-CONSTRUCTION RECORD
PART 1 - GENERAL 1.01 DESCRIPTION A. Scope of Work: Prior to commencing the Work, the Contractor shall have a continuous
color video-audio recording taken along the entire length of the Project to serve as a record of pre-construction conditions.
1.02 APPROVAL A. No construction shall begin prior to review and approval of the video-audio recordings
covering the Project by the City. The City shall have the authority to reject all or any portion of a video not conforming to specifications and order that it be redone at no additional charge.
B. The Contractor shall reschedule unacceptable coverage within five (5) days after being
notified. The City shall designate those areas, if any, to be omitted from or added to the video-audio coverage.
C. Recordings shall not be made more than ninety (90) days prior to construction in any area.
All Recordings and written records shall become property of the City. 1.03 PROFESSIONAL ELECTROGRAPHERS A. The Contractor shall engage the services of a professional electrographer. The color video-
audio recordings shall be prepared by a responsible commercial firm known to be skilled and regularly engaged in the business of pre-construction color video-audio documentation.
B. The electrographer shall furnish to the City, a list of all equipment to be used for the video-
audio recording, i.e., manufacturer's name, model number, specifications and other pertinent information.
C. Additional information shall be furnished by the electrographer is the names and addresses
of two references that the electrographer has performed color video-audio recording for on projects of a similar nature within the last twelve (12) months.
PART 2 - PRODUCTS 2.01 VIDEO-AUDIO RECODINGS
A. Video-audio recordings shall be new. The media shall be extended still frame capable and digital format such as mpg or avi or mp4 file capable or better.
PART 3 - EXECUTION
3.01 EQUIPMENT
A. All equipment, accessories, materials and labor to perform this service shall be furnished by the Contractor or professional electrographer.
B. The total video-audio system shall reproduce bright, sharp, clear pictures with accurate colors and shall be free from distortion or any other form of imperfection. The audio portion of the recording shall reproduce the commentary of the camera operator with proper volume, clarity and be free from distortion and interruptions.
C. When conventional wheeled vehicles are used, the distance from the camera lens to the ground shall not be more than ten feet (10’). In some instances, video-audio coverage shall be required in areas not accessible by conventional wheeled vehicles. Such coverage shall be obtained by walking or special conveyance approved by the City.
D. The color video camera used in the recording system shall have a horizontal resolution of 350 lines at center, a luminance signal to noise ratio of 45 dB and a minimum illumination requirement of one (1) foot candle.
3.02 RECORDED INFORMATION - AUDIO
A. Each recording shall begin with the current date, project name and be followed by the general location, i.e., viewing side and direction of progress. The audio tract shall consist of an original live recording. The recording shall contain the narrative commentary of the electrographer, recorded simultaneously with its fixed elevation video record of the zone of influence of construction.
B. The City reserves the right to supplement the audio portion of the taping as deemed necessary. A representative of the City shall be selected to provide such narrative.
3.02 RECORDED INFORMATION - VIDEO
A. All video recordings shall be by electronic means, display on the screen the time of day, the month, day and year of the recording. This time and date information must be continuously and simultaneously generated with the actual recording.
B. Each Video shall have a log of that video’s contents. The log shall describe the various segments of coverage contained on that video in terms of the names of streets or easements, coverage beginning and end, directions of coverage, video unit counter numbers, engineering stationing numbers and the date.
3.04 LIGHTING
A. All taping shall be done during time of good visibility. No taping shall be done during precipitation, mist or fog. The recording shall only be done when sufficient sunlight is present to properly illuminate the subjects of recording and to produce bright, sharp video recordings of those subjects.
3.05 SPEED OF TRAVEL
A. The rate of speed in the general direction of travel of the vehicle used during taping shall not exceed 440 feet per minute (5 mph). Panning, zoom-in and zoom-out rates shall be sufficiently controlled to maintain a clear view of the object.
3.06 AREA OF COVERAGE
A. Coverage shall include all surface features located within the zone of influence of construction supported by appropriate audio coverage. Such coverage shall include, but not be limited to, existing driveways, sidewalks, curbs, pavements, ditches, mailboxes, landscaping, culverts, fences, signs, and headwalls within the area covered.
END OF SECTION
SECTION 01400
QUALITY CONTROL
PART 1 – GENERAL 1.01 TESTING LABORATORY SERVICES Arrangements for testing laboratory services will be made by the CONTRACTOR. Payment for testing to show compliance with specified requirements will be paid for by the CONTRACTOR. The cost of retesting when materials and workmanship fail to meet specified requirements will be paid for by the CONTRACTOR. The testing laboratory shall conform to the applicable requirements of ASTM E329-77 (Latest Edition) STANDARD RECOMMENDED PRACTICE FOR INSPECTION AND TESTING AGENCIES FOR CONCRETE, STEEL AND BITUMINOUS MATERIALS USED IN CONSTRUCTION and shall be inspected and approved by the ELF/FC&PA Joint Technical Committee, Inc., or by an equivalent recognized national authority. The agent of the testing laboratory performing field sampling and field testing of concrete shall be certified by the American Concrete Institute as a Concrete Field Testing Technician Grade 1 or by an equivalent recognized national authority for an equivalent level of competence, or shall be a licensed Professional Engineer. 1.02 INSPECTION SERVICES The authorized representative of all applicable Federal and/or State agencies, including Environmental Protection Agency, Corps of Engineers, and Department of Environmental Protection, shall be permitted to inspect all work, materials, payrolls, records of personnel, invoice of materials, and other relevant data and records. The OWNER and his authorized representatives shall be permitted free access and every reasonable facility for the inspection of all work and materials, including the removal or uncovering of such portions of the finished work as may be directed. The OWNER and his authorized representative shall also be permitted to inspect payrolls, invoices of materials, and other relevant data and records. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION
SECTION 01500
TEMPORARY FACILITIES AND CONTROLS
PART 1 – GENERAL 1.01 DESCRIPTION OF REQUIREMENTS A. This section specifies the minimum requirements for temporary facilities, utilities to
be brought to the site, and control required to enable the construction of the project to progress adequately. The providing of adequate facilities at every stage of performing the work is the CONTRACTOR'S sole responsibility, and is not limited by the requirements of this section.
B. Except as otherwise indicated, the CONTRACTOR may, at his option, provide
stand-alone utility plants to provide needed services, in lieu of connected services from available public utilities, provided such stand-alone plant facilities comply with governing regulations. Prior to availability of temporary utility services, provide trucked-in/trucked-out containerized or unitized services for start-up of construction operations at the site.
1. Except as otherwise indicated, the costs of providing and using temporary
utility services are included in the Contract Sum. 1.02 TEMPORARY FACILITIES A. The types of utility services required for general temporary use at the project site
include the following (other specific services may be required for specific construction methods or operations):
Storm Sewer or Open Drainage/Run-off Control
1. Temporary Electricity: The CONTRACTOR shall make necessary applications and arrangements and pay all fees and charges for electrical energy for power and light necessary for proper completion of the work and during its entire progress up to time of final acceptance by the OWNER. The CONTRACTOR shall provide and pay for all temporary switches, connections and meters.
2. Temporary Electricity: The CONTRACTOR shall provide for a temporary power
source for his use during construction and arrange for modification of the permanent power supply by the power company as required. The permanent power supply service will remain as the OWNER'S account throughout the project.
3. Temporary Water: The CONTRACTOR shall make all necessary application and arrangements, and pay all fees and charges for water necessary for the proper completion of the project up to the time of final acceptance. The CONTRACTOR shall provide and pay for any temporary piping and connections.
4. Temporary Sanitary Facilities: The CONTRACTOR shall provide adequate sanitary facilities for the use of those employed on the work. Such facilities shall be made available when the first employees arrive on the site of the work, shall be properly secluded from public observation, and shall be constructed and maintained during the progress of the work in suitable numbers and at such points and in such manner as may be required or approved.
The CONTRACTOR shall maintain the sanitary facilities in a satisfactory and sanitary condition at all times and shall enforce their use. He shall rigorously prohibit the committing of nuisances on the site of the work, on the lands of the OWNER, or on adjacent property.
5. Termination and Removal: At the time the need for temporary utility service or
a substantial portion thereof has ended, or when its service has been replaced by use of permanent services, or not later than the time of substantial completion, promptly remove the installation unless requested by the ENGINEER to retain it for a longer period. Complete and restore work which may have been delayed or affected by the installation and use of the temporary utility, including repairs to construction and grades and restoration and cleaning of exposed surfaces. Replace work damaged beyond acceptable restoration.
1.03 TEMPORARY CONTROLS A. Noise Control: The CONTRACTOR shall provide adequate protection against
objectionable noise levels caused by the operation of construction equipment. B. Dust Control: The CONTRACTOR shall provide for adequate protection against
raising objectionable dust clouds caused by moving construction equipment, high winds or any other cause.
C. Water Control: The CONTRACTOR shall provide for satisfactory disposal of
surplus water and shall submit a plan to the ENGINEER for his review prior to initiation and implementation of the plan. Prior approval shall be obtained from the proper authorities for the use of public or private lands or facilities for such disposal. CONTRACTOR shall be responsible for obtaining and complying with the requirements of any dewatering or consumptive use permits required by regulatory authorities.
D. Pollution Control: The CONTRACTOR shall provide for adequate protection
against polluting any public or private lands, lakes, ponds, rivers, streams, creeks,
and other such areas, by the disposal of surplus material in the form of solids, liquids, or gases or from any other cause.
1. The CONTRACTOR shall evaluate and assess the impact of any adverse effects on the natural environment which may result from construction operations and shall operate to minimize pollution of air, ground or surface waters vegetation, and afford the neighboring community the maximum protection during and up to completion of the construction project.
2. The CONTRACTOR shall take sufficient precautions to prevent pollution of
streams, lakes and reservoirs with fuels, oils, bitumens, calcium chloride or other harmful materials. He shall conduct and schedule his operations so as to avoid or otherwise prevent pollution of siltation of streams, lakes and reservoirs and to avoid interference with movement of migratory fish.
3. All chemicals used during project construction or furnished for project
operation, whether herbicide, pesticide, disinfectant, polymer, reactant or of other classification, must show approval of either EPA or USDA. Use of all such chemicals and disposal of residues shall be in strict conformance with instructions.
E. Erosion Control: The CONTRACTOR shall not expose, by construction
operations, a larger area of erosive land at any one time than the minimum necessary for efficient construction operations, and the duration of exposure of the uncompleted construction to the elements shall be as short as practicable.
Erosion control features shall be constructed concurrently with other work and at
the earliest practicable time. Refer to Section 01568, Erosion and Sedimentation Control.
F. Paint Splatter Control: The CONTRACTOR shall take precautions necessary to
prevent paint splatter and wind-blown splatter from falling on adjacent buildings, vehicles and vehicular traffic and shall be solely responsible for any damage resulting from the work.
G. Sandblasting, Dust & Debris Control: The CONTRACTOR shall provide for
adequate protection of the work area to prevent nuisance and damage to adjacent properties and vehicular traffic from cleaning and sandblasting debris and shall be solely responsible for any damage therefrom.
1.04 STORAGE FACILITIES A. The Contractor shall be responsible to make arrangements for storage of
materials and equipment. B. All products, materials and equipment shall be stored in accordance with the
manufacturer's instructions, with seals and labels intact and legible. Products subject to damage by the elements shall be stored in weathertight enclosures. Temperature and humidity shall be maintained within the ranges required by the manufacturer's instructions. Fabricated products shall be stored above the ground on blocking or skids. Products which are subject to deterioration shall be covered with impervious coatings with adequate ventilation to avoid condensation. Loose
granular materials shall be stored in a well-drained area on solid surfaces to prevent mixing with foreign matter. Any products which will come in contact with potable water shall be stored off the ground so as to prevent contamination.
C. Storage shall be arranged in such a manner to provide easy access for inspection.
Periodic inspections shall be made of all stored products to assure that they are maintained under specified conditions, and free from damage or deterioration.
D. After installation, CONTRACTOR shall provide substantial coverings as necessary
to installed products to protect from damage from traffic and subsequent construction operations. Coverings shall be removed when no longer needed.
1.05 PRESERVATION OF PROPERTY A. Preserve from damage all property along the line of the work, or which is in the
vicinity of or in any wise affected by the work, the removal or destruction of which is not called for by the plans. Wherever such property is damaged due to the activities of the CONTRACTOR, it shall be immediately restored to its original condition by the CONTRACTOR at no cost to the OWNER.
1. In case of failure on the part of the CONTRACTOR to restore such property, or
make good such damage or injury, the OWNER may, after 48 hours notice to the CONTRACTOR, proceed to repair, rebuild or otherwise restore such property as may be deemed necessary and the cost thereof will be deducted from any monies due or which may become due the CONTRACTOR under this Contract.
2. The CONTRACTOR shall be responsible for the protection of property, in the areas in the vicinity of the project; and for the protection of his equipment, supplies, materials and work, against any damage resulting from the elements, such as flooding, by rainstorm, wind damage, or other elemental cause resulting from the project configuration. The CONTRACTOR shall take all precautions against any such damage occurrence, and shall be responsible for damage resulting from same. The CONTRACTOR shall provide adequate drainage facilities, tie-downs, or other protection, throughout the Contract period, for the protection of his, the OWNER'S, and other properties from such damage.
1.06 TRAFFIC REGULATION A. Signs, marking barricades and procedures shall conform to the requirements of the
Florida Department of Transportation Manual on Traffic Controls and Safe Practices for Street and Highway Construction, Maintenance and Utility Operations.
B. The CONTRACTOR shall provide and maintain adequate barricades, construction
signs, torches, flashers, guards and flagmen as required in pedestrian and vehicular traffic areas. Regulations of local authorities shall be complied with.
C. The CONTRACTOR shall provide suitable crossings at street intersections and driveways, and supply such aid as may be required for pedestrians and motorists, including delivery vehicles, to safely negotiate the construction areas. "Street Closed to Through Traffic" signs and "Detour" routes shall be indicated and maintained by the CONTRACTOR when the job is located in a public or private street or way.
D. The CONTRACTOR shall carry on the work in a manner that will cause the least
interruption in traffic. Closing to through travel of more than two consecutive blocks, including the cross street intersected will not be permitted without specific authorization of the local street department. Where traffic must cross open trenches, the CONTRACTOR shall provide suitable bridges at street intersections and driveways and provide adequate ingress and egress to dwellings, business facilities, utilities and services. At any time that streets are required to be closed, the CONTRACTOR shall notify law enforcement agencies, fire departments, and parties operating emergency vehicles before the street is closed and again as soon as it is opened. Access to fire hydrants and other fire extinguishing equipment shall be provided and maintained at all times.
E. On completion of work, the CONTRACTOR shall remove all debris, excess
materials, barricades and temporary work leaving walkways and road clear of obstructions.
F. Detour routes for the diverting of traffic from the Work Area are limited in the
Project Area. The Project Area may be marked "ROAD CLOSED AHEAD - LOCAL TRAFFIC ONLY" to discourage through traffic from using the route. Short areas where work is underway may be closed to traffic, provided detour routes are marked to guide the public around the work area. Where detour routes are not available, flagmen shall be provided to direct one-way traffic through the construction area.
G. Refer to Section 01570: Traffic Regulation, for additional information. 1.07 PROJECT IDENTIFICATION AND SIGNS
A. If required, the OWNER shall erect a sign at the project site identifying the project and identifying the participants in the development of the project.
1.08 FIELD OFFICES
A. The Contractor shall not be required to provide a field office. B. The Contractor shall not be required to provide a field office for the Owner/Engineer.
1.09 MATERIAL STORAGE
The Contractor shall be responsible to make arrangements to store pipe and material.
PART 2 – MATERIALS AND EQUIPMENT (Not Applicable) PART 3 – EXECUTION (Not Applicable)
END OF SECTION
SECTION 01550
MAINTENANCE OF TRAFFIC PART 1 GENERAL 1.01 Section Includes
Traffic and dust control 1.02 Related Sections
Section 01500 - Temporary Facilities and Controls 1.03 Definitions
The term "Maintenance of Traffic" as used herein, shall include all facilities, devices, traffic control personnel, and operations as are required for the safety and convenience of the public as well as for minimizing public nuisance.
1.04 References
A. Florida Department of Transportation Roadway and Traffic Design Standards
B. Manual on Uniform Traffic Control Devices 1.05 Submittals
Provide traffic control plan. Include proposed signs, markings, barricades, detour routes, sequencing, and phasing for vehicular and pedestrian traffic routes during construction.
1.06 Qualifications
Provide at least one employee in the field (superintendent or foreman) who holds an IMSA (International Municipal Signal Association) Work Zone Traffic Control Safety Certification. This certified employee shall be on the job site when the traffic control measures are installed and when work is occurring within the zones.
PART 2 PRODUCTS - Not Used PART 3 EXECUTION 3.01 Site Preparation
A. The Contractor shall prepare a Maintenance of Traffic (MOT) Plan for the construction activities required. The Contractor shall be responsible to submit the MOT for construction to the City of Palm Coast Engineering Department and obtain their approval.
B. Contact property owners affected by construction. Coordinate temporary driveway closures and sequencing. Maintain access for all property owners during construction.
C. Remove existing pavement markings and remove or relocate existing signs as
necessary to implement traffic control.
D. Install signs, markings, barricades and Variable Message Boards in accordance with approved traffic control plan.
E. Implement lane closures in accordance with the parameters shown on the
drawings and in the approved traffic control plan.
F. Perform work in a manner that will cause minimum interruptions to traffic.
G. Place excavated material outside roadway clear zones, and away from pedestrian facilities.
H. All trenches shall be backfilled each day prior to the completion of construction
activities.
I. Where special hazards exist, install traffic control through the use of lighted concrete barriers, barricades, or other such traffic control facilities as needed to ensure public safety.
3.02 Maintenance
A. Inspect traffic control devices on a daily basis to ensure placement of barricades and function of lights is maintained throughout construction.
B. Wet destabilized areas as necessary to control dust.
C. Adjust traffic control devices as required under emergency conditions.
END OF SECTION
SECTION 01568
EROSION & SEDIMENTATION CONTROL
PART 1 -GENERAL 1.01 DESCRIPTION A. In addition to the requirements of Division 1 and any other Divisions of this document
that may apply:
1. All erosion, sedimentation and water pollution control features shall be in place or relocated as necessary prior to the start of any clearing, grading or construction. Contractor shall be responsible for the installation and maintenance of all temporary erosion control features.
2. Location of the control features shall be as required to facilitate drainage and
control erosion and sedimentation within and adjacent to the site. 3. Control features are defined as, but not limited to, swales, berms, silt fences,
silt barriers and temporary fences. 1.02 QUALITY ASSURANCE
A. The provisions for prevention, control and abatement of erosion, sedimentation and
water pollution shall be as stated in the FDOT Standard Specifications for Road and Bridge Construction, Section 104, latest edition, and as required by the St. John’s River Water Management District.
1.03 SUBMITTALS
A. Procedures shall be in accordance with General Terms and Conditions. B. Product data: Manufacturers' literature, application instructions and samples. C. List of materials and their characteristics for other erosion control items.
1.04 START OF WORK
A. Do not start work until erosion control measures are in place.
PART 2 - PRODUCTS 2.01 MATERIALS
A. Silt Barriers
1. Two (2) types of silt barriers shall be installed in accordance with the plans: silt barriers installed on the ground, and floating silt barriers.
2. Silt barriers (filter fabric) shall be synthetic and contain ultraviolet ray
inhibitors and stabilizers to provide a minimum of six (6) months of expected usable construction life at a temperature range of zero degree Fahrenheit (0o F) to one hundred twenty degrees Fahrenheit (120o F). Hay bales shall not be used for silt barriers, unless specifically approved by the City.
3. Filter fabric shall be a pervious sheet of propylene, nylon or polyester and
shall be certified by the manufacturer or supplier to conform to the following specifications:
Filter efficiency (Test VTM-51):
75%
Minimum tensile strength at 20% elongation (Test ASTM-D-1682):
120 lbs.
Tear strength (Test ASTM D2263):
50 lbs.
4. Contractor shall submit further filter fabric specifications and installation
configuration prior to start of construction. 5. Silt barriers shall be maintained in place until substantial completion of the
Project. 6. Filter fabric shall be purchased in a continuous roll cut to the length of the
barrier to avoid use of joints. When joints are necessary filter fabric shall be spliced together only at a support post, with a six-inch (6“) overlap, and securely sealed.
7. The following items shall be installed and maintained in accordance with the
applicable sections of the FDOT Standard Specifications:
a. Temporary silt fences and staked silt barriers b. Floating silt barrier
B. Temporary Fence
1. Brightly colored fence as manufactured by Mirafi, product Mirasafe, or
approved equal. 2. Material shall be four feet (4') high, attached to six feet (6') metal posts at
twelve feet (12') centers. Posts shall be driven eighteen inches (18") into ground.
C. Filter Fabric for Placement Beneath Rip-Rap
1. Filter Fabric should be Mirafi 600X or approved equal.
D. Rip-Rap 1. Rubble type rip-rap consisting of broken stone meeting the requirements of
Section 530-2.3 of the FDOT Standard Specifications for Road and Bridge Construction, Latest Edition.
PART 3 - EXECUTION 3.01 GENERAL
A. Temporary erosion control features shall consist of, but not be limited to, temporary grassing, temporary sodding, temporary mulching, sandbagging, slope drains, sediment basins, artificial coverings, berms, baled hay or straw, floating silt barriers, staked silt barriers, and staked silt fences. Design details for some of these items shall be found in the Water Quality Section of the applicable edition of the FDOT Roadway and Traffic Design Standards. All of these items shall be constructed in accordance with applicable sections of the FDOT Design Standards.
B. Incorporate permanent erosion control features into the project at the earliest
practical time. Correct conditions, using temporary measures, that develop during construction to control erosion prior to the time it is practical to construct permanent control features.
C. Construct temporary and permanent erosion and sediment control measures and
maintain them to prevent the pollution of adjacent water ways in conformance with the laws, rules and regulations of Federal, State and local agencies.
D. Copies of approved permits shall be provided to the Contractor for his review and
use. Contractor shall be required to comply with all General and Special Conditions noted within the permit by the particular permitting agency. The Contractor shall maintain copies of these permits on the job site at all times.
3.02 INSTALLATION
A. The following items shall be installed and in accordance with the FDOT Standard Specifications. The procedures are only generally described herein.
1. Temporary Grassing: This work shall consist of furnishing and placing grass
seed. 2. Temporary Sod: This work shall consist of furnishing and placing sod. 3. Temporary Mulching: This work shall consist of furnishing and applying a
two-inch to four-inch thick blanket of straw or hay mulch and then mixing or forcing the mulch into the top two inches of the soil in order to temporarily control erosion. Only decayed straw or hay, which can readily be cut into the soil, shall be used. Other measures for temporary erosion control such as hydro-mulching, chemical adhesive soils stabilizers, etc., shall be substituted for mulching with straw or hay with the approval of the City. When permanent grassing operations begin, temporary mulch materials shall be plowed under in conjunction with preparation of the ground.
4. Sandbagging: This work shall consist of furnishing and placing sandbags in
configurations, so as to control erosion and siltation. 5. Slope Drains: This work shall consist of constructing slope drains, utilizing
pipe, fiber mats, rubble, cement concrete, asphaltic concrete, plastic sheeting, or other acceptable materials, in accordance with the details shown in FDOT's Design Standards or as suitable to adequately perform the intended function.
6. Sediment Basins: Sediment basins shall be constructed in accordance with
the details shown in FDOT's Design Standards or as suitable to adequately perform the intended function. Sediment basins shall be cleaned out as necessary.
7. Artificial Coverings: This work shall consist of furnishing and applying fiber mats, netting, plastic sheeting, or other approved covering to the earth surfaces.
8. Berms: This work shall consist of construction of temporary earth berms to divert the flow of water from an erodible surface.
a. This work shall consist of construction of baled hay or straw dams or
earth berms to protect against downstream accumulations of silt. The baled hay or straw dams shall be constructed in accordance with the details shown in FDOT's Design Standards.
b. The berm dam shall be placed so as to effectively control silt
dispersion under conditions present on this project. Alternate solutions and usage of materials shall be used if approved.
9. Filter Fabric for placement beneath rip-rap: a. Unroll filter fabric adequately longitudinally with the swale.
b. Install anchoring pins in the fabric to protect the material from wind
uplift.
c. Toe filter fabric into soil a minimum of twelve inches (12") at the top and bottom of the slope.
10. Rubble Rip-Rap:
a. Rip-rap should be placed carefully to not damage or displace the
filter fabric. Filter fabric which rips or becomes displaced during rip-rap placement should be repaired. The placement of the rip-rap should proceed from the bottom up to the top of the slope. At no time should the rip-rap be dumped onto the fabric from the tip of the slope and allowed to roll down the surface of the fabric.
b. Placement of rip-rap shall be in accordance with Section 530-3.3 of the FDOT Standard Specifications for Road and Bridge Construction Latest edition.
c. Minimum thickness of rip-rap layer is two feet (2’).
3.03 SILT BARRIERS
A. Silt barriers shall be installed and maintained at the locations shown on the
Drawings. The Contractor is required to prevent the possibility of silting onto any adjacent parcel.
B. Silt barrier shall be of the staked type and stakes shall be installed as indicated in
the Drawings. C. The height of the silt barrier fabric shall be a minimum of forty-two inches (42”). D. The stakes shall be two inch (2”) x four inch (4”) wood, five feet (5’) long and shall
be spaced a maximum of ten feet (10) apart at the barrier location and driven securely into the ground.
E. A trench shall be excavated approximately four inches (4”) wide by four (4”) deep
along the line of stakes. The filter fabric shall be tied or stapled to the wooden stakes and eight inches (8”) of fabric shall be extended into the trench. The staples shall be heavy duty wire and at least one-half inch (1/2”) long. The trench shall then be backfilled and the soil compacted over the filter fabric.
3.04 FLOATING SILT BARRIERS
A. Floating silt barriers shall be located as shown on the Drawing and shall be in place
prior to the start of any construction or grading. B. Floating silt barriers shall meet or exceed the Florida Department of Transportation
Design Standards, Index No. 102, Floating Silt Barrier. Contractor shall submit fabric filter material specifications and installation configuration for approval prior to the start of construction.
3.05 TEMPORARY FENCE
A. Furnish, install and maintain on wetland lines, buffer lines, tree save lines and otherwise as shown on Drawings. Attach silt barrier to the temporary fence.
B. Follow manufacturer's installation recommendations.
3.06 MAINTENANCE
A. Silt barriers and temporary fences shall be inspected immediately after each rainfall
and at least once a day during periods of prolonged rainfall. Any repairs shall be made immediately.
B. Should the fabric on a silt barrier or temporary fence decompose or become ineffective, the installation shall be repaired or replaced immediately at no additional cost to the City. If the Contractor fails to repair or replace the items as above, the City shall have the right to stop work without additional cost to the City in accordance with Article 8 of Section 00700 General Terms and Conditions until such time as the repair or replacement has been made.
C. Sediment deposits shall be removed after each storm event. The Contractor shall
repair and restore the installations to a working and effective condition to the satisfaction of the City.
D. At the completion of all work, the silt barriers and the temporary fences shall be
removed unless otherwise directed by the City.
E. Any sediment deposits in place after the silt fence or filter barrier is no longer required shall be dressed to conform to the existing grade and prepared for seeding or sodding.
3.07 CONTROL OF CONTRACTOR's OPERATIONS WHICH SHALL RESULT IN WATER
POLLUTION
A. Take sufficient precautions to prevent pollution of streams, canals, lakes, reservoirs, wetlands and other sensitive areas with silt, sediment, fuels, oils, bitumens, calcium chloride, or other harmful materials. Conduct and schedule operations so as to avoid or otherwise minimize pollution or siltation of such streams, etc. and to avoid interference with movement of migratory fish. Do not pump the residue from dust collectors or washers into any water body.
B. Construction operations in rivers, streams, lakes, tidal waters, reservoirs, canals,
and other impoundments shall be restricted to those areas where it is necessary to perform filling or excavation to accomplish the work shown in the contract Documents and to those areas which must be entered to construct temporary or permanent structures. As soon as conditions permit, promptly clear rivers, streams, and impoundments of all obstructions placed therein or caused by construction operations.
C. Except as necessary for construction, do not deposit excavated material in rivers,
streams, canals, or impoundments, or in a position close enough thereto, to be washed away by high water or run-off.
D. Where pumps are used to remove highly turbid waters from enclosed construction
areas such as cofferdams or forms, treat the water prior to discharge into State or other waters. Pump the water into grassed swales, appropriately vegetated areas, or sediment basins, or confine it by an appropriate enclosure such as siltation curtains when other methods are not considered appropriate. Do not contaminate State or other waters.
E. Do not disturb lands or waters outside the limits of construction, unless approved in
advance and in writing by the City. No operations within non-permitted wetlands or upland buffers are allowed.
3.08 PROTECTION DURING SUSPENSION OF CONTRACT TIME
A. In the event that it is necessary that the construction operations be suspended for
any appreciable length of time, shape the top of the earthwork in such a manner as to permit run-off of rainwater and construct earth berms along the top edges of embankments to intercept run-off water. Provide temporary slope drains to carry run-off from cuts and embankments which are located in the vicinity of rivers, streams, canals, lakes and impoundments. Should such preventative measures fail, immediately take such other action as necessary to effectively prevent erosion and siltation.
END OF SECTION
SECTION 01570
TRAFFIC REGULATION
PART 1 - GENERAL 1.01 DESCRIPTION A. This Section covers procedures for developing and implementing traffic control and
regulation measures and maintenance of traffic in and around the construction area to provide for safe and efficient protection and movement of vehicular and pedestrian traffic/through and adjacent to the construction site areas.
1.02 REFERENCE STANDARDS
A. General
1. Codes, specifications, and standards referred to by number or title shall form
a part of this Specification to the extent required by the reference thereto. Latest revisions shall apply, unless otherwise shown or specified.
B. Florida Department of Transportation (FDOT) Standards
1. USDOT Manual on Uniform Traffic Control Devices 2. FDOT Manual of Traffic Control and Safe Practices for Street and Highway
Construction, Maintenance and Utility Operations.
3. FDOT Standard Specifications for Road and Bridge Construction.
4. FDOT Design Standards, latest Edition. 1.03 SUBMITTALS
A. Before closing or restricting traffic flow through any thoroughfare, the Contractor shall give written notice to and, if necessary, obtain a permit or permits from the duly constituted public authority having jurisdiction over the thoroughfare. Contractor shall also notify the applicable law enforcement, fire, and emergency services having jurisdiction in the area. Notice shall be given no less than seventy-two (72) hours in advance of the time when it shall be necessary in the process of construction to close or restrict traffic to such thoroughfare, or as shall be otherwise required by the governing authority.
1.04 SITE CONDITIONS
A. The Contractor shall plan construction operations such that existing local traffic
access can be maintained and shall maintain during the construction such barricades, lights, flagmen, and other protective devices as appropriate, whether specified for the project or required by the local governing authority. Traffic control devices and implementation used for maintenance of traffic shall comply with the FDOT Manuals.
B. The Contractor shall conduct his work in such manner as not to unduly or
unnecessarily restrict or impede normal traffic through the streets of the community. Insofar as it is practicable, excavated material and spoil banks shall not be located in such manner as to obstruct traffic. The traveled way of all streets, roads, and alleys shall be kept clear and unobstructed insofar as is possible and shall not be used for the storage of construction materials, equipment, supplies, or excavated earth, except when and where necessary. If required by duly constituted public authority, the Contractor shall, at his own expense, construct bridges or other temporary crossing structures over trenches so as not to unduly restrict traffic. Such structures shall be of adequate strength and proper construction and shall be maintained by the Contractor in such manner as not to constitute an undue traffic hazard. Private driveways shall not be closed except when and where necessary, and then only upon due advance notice to the City, property owner and applicable jurisdictional authority, and shall be for the shortest practicable period of time consistent with efficient and expeditious construction. The Contractor shall be liable for any damages to persons or property resulting from his work.
C. The Contractor shall make provisions at cross streets for the free passage of
vehicles and foot passengers, either by bridging or otherwise, and shall not obstruct the sidewalks, gutters, or streets, nor prevent in any manner the flow of water in the latter, but shall use all proper and necessary means to permit the free passage of surface water along the gutters. The Contractor shall immediately cart away all offensive matter, exercising such precaution as shall be directed by the City or applicable jurisdictional authority. All material excavated shall be so disposed of as to inconvenience the public and adjacent tenants as little as possible and to prevent injury to trees, sidewalks, fences, and adjacent property of all kinds. The Contractor shall be required to erect suitable barriers to prevent such inconvenience or injury.
D. Unless otherwise required by the governing authority, maintenance of traffic in and
around the construction zone shall conform to Section 102 of the FDOT Specification, and 600 Series Design Standards drawings of the most recent FDOT Standards, as applicable.
PART 2 - PRODUCTS (NOT USED) PART 3 - EXECUTION (NOT USED)
END OF SECTION
SECTION 01600
MATERIAL AND EQUIPMENT
PART 1 - GENERAL 1.01 DESCRIPTION A. Scope of Work: Material and equipment incorporated into the Work: 1. Conform to applicable specifications and standards. 2. Comply with size, make, type and quality specified, or as specifically
approved in writing by the City. 3. Manufactured and fabricated products: a. Design, fabricate and assemble in accord with the best engineering
and shop practices. b. Manufacture like parts of duplicate units to standard sizes and
gauges, to be interchangeable. c. Two (2) or more items of the same kind shall be identical, by the
same manufacturer. d. Products shall be suitable for service and conditions. e. Equipment capacities, sizes and dimensions shown or specified
shall be adhered to unless variations are specifically approved in writing.
4. Do not use material or equipment for any purpose other than that for which
it is designed or is specified. B. Related Requirements Described Elsewhere: 1. Conditions of the Contract. 2. Summary of Work: Section 01010 3. Special Project Procedures: Section 01100 1.02 APPROVAL OF MATERIALS
A. Only new materials and equipment shall be incorporated in the work. All materials and equipment furnished by the Contractor shall be subject to the inspection and approval of the City. No material shall be delivered to the work without prior approval of the City.
B. Within thirty (30) days after the Effective Date of the Agreement, the Contractor
shall submit to the City, data relating to materials and equipment he proposes to furnish for the work. Such data shall be in sufficient detail to enable the City to identify the particular product to form an opinion as to conformity to the specifications. If Asbestos is contained in any item, the Contractor shall include a notification of this fact. This notification must include the type and percent of asbestos content. All data shall comply with Paragraph 1.06 of this Section.
C. Facilities and labor for handling and inspection of all materials and equipment shall
be furnished by the Contractor. If the City requires, either prior to beginning or during the progress of the work, the Contractor shall submit samples of materials for such special tests as may be necessary to demonstrate that they conform to the specifications. Such samples shall be furnished, stored, packed and shipped as directed at the Contractor's expense. Except as otherwise noted, the Contractor may make arrangements for and pay for the tests.
D. The Contractor shall submit data and samples sufficiently early to permit
consideration and approval before materials are necessary for incorporation in the work. Any delay of approval resulting from the Contractor's failure to submit samples or data promptly shall not be used as a basis of claim against the City.
E. In order to demonstrate the proficiency of workmen or to facilitate the choice
among several textures, types, finishes and surfaces, the Contractor shall provide such samples of workmanship or finish as may be required.
F. The materials and equipment used on the work shall correspond to the approved
samples or other data. 1.03 MANUFACTURER'S INSTRUCTION FOR INSTALLATION A. When Contract Documents require the installation of work shall comply with
manufacturer's printed instruction, obtain and distribute copies of such instruction to parties involved in the installation, including two (2) hard copies and one (1) electronic copy to the City.
B. Handle, install, connect, clean, condition and adjust products in strict accord with
such instruction and in conformity with specified requirements. 1. Should job conditions or specified requirements conflict with manufacturer's
instruction, consult with City for further instructions.
2. Do not proceed with work without clear instructions.
C. Perform work in accordance with manufacturer’s instructions. Do not omit any
preparatory step or installation procedure unless specifically modified or exempted by Contract Documents.
1.04 TRANSPORTATION AND HANDLING A. Arrange deliveries of products in accordance with construction schedules,
coordinate to avoid conflict with work and conditions at the site. 1. Deliver products in undamaged condition, in manufacturer's original
containers or packaging, with identifying labels intact and legible. 2. Immediately on delivery, inspect shipments to assure compliance with
requirements of Contract Documents and approved submittals, and that products are properly protected and undamaged.
3. Notify City of any damage to any materials.
B. Provide equipment and personnel to handle products by methods to prevent soiling
or damage to products or packaging. PART 2 - PRODUCTS (NOT USED) PART 3 - EXECUTION (NOT USED) END OF SECTION
SECTION 01640
PRODUCT SELECTION AND SUBSTITUTION PROCEDURES
PART 1 – GENERAL 1.01 DESCRIPTION A. This Section covers procedures for product selection and substitution procedures. 1.02 PRODUCT SELECTION
A. Provide products that comply with the Contract Documents, that are undamaged, and unless otherwise indicated, new at the time of installation.
B. To the fullest extent possible, provide products of the same kind from a single source. C. Compatibility among product options is required. Where more than one choice is available
as options during product selection, select an option that is compatible with other products and materials already selected.
D. Provide products complete with accessories, trim, finish, safety guards, and other devices
and details needed for a complete installation and the intended use and effect. E. Where available, provide standard products of types that have been produced and used
successfully in similar situations on other projects. F. Where Contract Documents are at variance with specific manufacturer’s details and
installation procedures, contact the ENGINEER for resolution prior to start of work. G. For products specified by naming a number of products and manufacturers with “or equal”,
select any of the products and manufacturers listed, or propose a substitution. If the CONTRACTOR wishes to propose a substitution, the CONTRACTOR must submit a request for product substitution for approval by the ENGINEER and CITY.
H. For products specified naming only one product and manufacturer, or a number of products
and manufacturers without the “or equal” allowance, no substitutes are allowed. I. For products specified by reference standards only, the CONTRACTOR may provide any
product complying with the specified standard. J. For products specified by performance and descriptive methods, without naming
manufacturer’s products, the CONTRACTOR may provide the products of any manufacturer complying with the Contract Documents, subject to the review of the product data and concurrence by the ENGINEER as specified within.
1.03 SUBSTITUTIONS
A. The intent of these Specifications is to provide the CITY with a quality facility without
discouraging competitive bidding. Substitutions may be submitted and will be evaluated as specified herein.
B. If the CONTRACTOR wishes to provide a product other than one named in the
Specifications, he shall submit sufficient information to the ENGINEER for evaluation and determination of acceptability of the product prior to Bid Opening.
C. The CONTRACTOR is responsible for obtaining information required by the ENGINEER for
the evaluation of products. The ENGINEER is responsible for determining the quality of products; and his decision shall be final, except as otherwise provided by law and funding agency regulations.
D. Substitution requests can be made after Bid Opening when:
1. A specified product is no longer available. 2. The product cannot be delivered by the manufacturer in a timely manner. 3. The product is found to be incompatible with other specified products. 4. Proposed substitutions will yield a cost savings to the CITY.
E. Work not conforming to Contract Documents, including substitutions not properly approved
and authorized, may be considered defective. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION
SECTION 01720
PROJECT RECORD DOCUMENTS
PART 1 - GENERAL 1.01 DESCRIPTION A. Scope of Work: Maintain at the site for the City one (1) record copy at a minimum: 1. Drawings 2. Specifications 3. Addenda 4. Change Orders and other modifications of the Contract 5. Field Orders or written instructions 6. Approved Shop Drawings, Working Drawings and Samples 7. Field Test records 8. Construction photographs 9. Change Requests 10. Contractor’s Daily Reports 11. Written Interpretations and Clarifications 1.02 MAINTENANCE OF DOCUMENTS AND SAMPLES A. Maintain documents in a clean, dry, legible, condition and in good order. Do not use record
documents for construction purposes. B. Make documents and samples available at all times for inspection by the City. C. As a prerequisite for monthly progress payments, the Contractor is to exhibit the currently
updated "Record Documents" for review by the City. D. Contractor shall submit on a daily basis two (2) copies of the preceding day’s daily report to
the City. 1.03 MARKING DEVICES A. Provide felt tip marking pens for recording information in the color code designated by the
City.
1.04 RECORDING A. Label each document "PROJECT RECORD" in two inch (2”) high printed letters. B. Keep record documents current at the end of work each day marking any changes and
inserting change orders and directives into the documents. C. Do not permanently conceal any work until required information has been recorded. This
includes markups and any “as-built” survey as required by these specifications. D. Record Contract Drawings: Legibly mark drawings to record actual construction with the
following information verified by a registered Florida Land Surveyor. 1. Depths of various elements of foundation in relation to survey datum.
2. Horizontal and vertical location of underground utilities and appurtenances referenced to permanent surface improvements.
3. Location of internal utilities and appurtenances concealed in construction
referenced to visible and accessible features of structure.
4. Field changes of dimension and detail.
5. Changes made by Revision Order, Directive, and other modifications.
6. Details not shown on the original Contract Drawings.
7. Installation of power and control wiring with point-to-point wiring identification. E. Record Specifications and Addenda: Legibly mark-up each Section to record:
1. Manufacturer, trade name, catalog number, and supplier of each product and item of equipment actually installed.
2. Changes made by Revision Order, Directive, and other modifications.
3. Other matters not originally specified.
F. Shop Drawings and Samples: Legibly annotate to record changes made after approval. 1.05 “AS-BUILT” DRAWINGS
A. The Contractor shall engage the services of a professional land surveyor registered in the State of Florida prior to any construction activities. The surveyor shall be named in the list of subcontractors.
B. The surveyor must comply with all requirements of Chapter 21 HH-6.05 of the Florida
Administrative Code. C. The surveyor shall use the locational requirements of the State of Florida. D. The surveyor shall provide on-site survey while construction is in progress and at such
other times as required to fulfill all professional obligations and as listed below.
1. Elevations and state plane coordinates shall be identified for the ends of all
conduits or pipelines installed or used for construction, ends of all duct bank stubouts, and all direct buried cable splice locations.
2. Elevations and coordinates shall be identified along the center line of pipelines,
direct buried cable, buried conduit or duct bank by no fewer than one elevation shot per one hundred (100) linear feet and at any change of direction vertical or horizontal of underground utility length. Slopes shall be identified.
3. All elevation shots shall be referenced to “top-of–pipe” (T.O.P.), “top-of- concrete-
duct-bank” (T.O.D.B.), “bottom-of-concrete-duct-bank” (B.O.D.B.), “top-of-conduit” (T.O.C.) or “top-of-electric-cable” (T.O.E.), as appropriate for the project.
4. Manhole rings, slabs on grade, valve box rims, equipment pads, surface body
water levels and other project construction features shall be recorded by elevation and state plane coordinates as “As-Built”.
5. For directionally drilled crossings and other “trenchless technology” installations,
provide continuous plots of utility plan and profile derived from actual telemetry data used during the installation.
6. All existing structures, utilities, and features revealed during the course of
construction shall be accurately located and dimensioned. Movement of such utilities or structures required by project installation shall be recorded as “As-Built”. This requirement shall apply whether the existing structure, utility or feature was shown on the original contract drawings or not.
E. At the conclusion of the work, the Contractor shall provide the City with three (3) approved,
certified “As-Builts” and one (1) “As-Built” Survey Drawing file in AutoCAD format (latest release) on a three compact disk(s). The AutoCAD drawing files shall comply with the following standards:
1. The compact disk(s) shall be formatted for AutoCAD type DWG files or self-
extracting compressed data file to a DWG format. 2. The drawing format shall not contain any “X-REFS” (cross references) to other
files. 3. The drawing format shall contain only AutoCAD Standard Font Files and Acad.mnu
type menu references only. 4. Text from different layers shall not overlap. Colors and line types shall be “BY-
LAYER”. Only AutoCAD standard fonts and line types shall be used. 5. All coordinate and elevation numbers shall be limited to three (3) decimal places. 6. Text height shall be entered such that when the drawing is plotted to scale, the
actual text height is no less than one-eighth inch (1/8”). The plotting scale for the drawings shall be the same scale as the construction drawings.
7. Drawings shall be plotted on twenty-four inch (24”) x thirty-six inch (36”) sheets.
The areas on each sheet shall match the areas shown on the construction drawings.
1.06 SUBMITTALS
A. The Contractor shall deliver the following documentation, drawing(s), data, and diskette(s) to the City no later than two (2) weeks after the declared date of Substantial Completion.
1. Two (2) sets of contract drawings marked in red to reflect the final “As-Built”
conditions. 2. Two (2) sets of signed and sealed plots of the “As-Built” drawings(s) provided by
the surveyor together with one (1) Mylar reproducible and a diskette(s) of the “As-Built” survey drawing file(s).
3. One (1) set of Specifications with Addenda marked in red to reflect the final “As-
Built” conditions. B. Such other documents as shall be required by the regulations of the State of Florida shall
be supplied in accordance with the provisions of law.. C. Accompany submittal with transmittal letter, in duplicate, containing: 1. Date, Project title and number. 2. Contractor’s name and address. 3. Title and number of each record document. 4. Certification that each document as submitted is complete and accurate, and
contains signature of Contractor, or its authorized representative.
D. Failure to deliver any of the above items shall be considered justification for assessing additional retainage.
PART 2 - PRODUCTS (NOT USED) PART 3 - EXECUTION (NOT USED) END OF SECTION
SECTION 01740
WARRANTIES AND BONDS PART 1 - GENERAL 1.01 DESCRIPTION A. Scope of Work: 1. Compile specified warranties and bonds, as in Articles 13 and 22 of Section 00700
General Terms and Conditions and as specified in these Specifications. 2. Co-execute submittals when so specified. 3. Review submittals to verify compliance with Contract Documents. 4. Submit to the Engineer for review and transmittal to City. B. Related to Work Described Elsewhere: 1. General Terms and Conditions: Section 00700 2. Conditions of the Contract: Performance Bond, Payment Bond, Material and
Workmanship Bond. 3. Special Project Procedures: Section 01100 4. Contract Closeout: Section 01700 1.02 SUBMITTAL REQUIREMENTS A. Assemble warranties, bonds and service and maintenance contracts, executed by each of
the respective manufacturers, suppliers, and subcontractors. B. Number of original signed copies required: Two (2) each C. Table of Contents: Neatly typed, in orderly sequence. Provide complete information for
each item. 1. Product of work item 2. Firm, with name of principal, address and telephone number 3. Scope 4. Date of beginning of warranty, bond or service and maintenance contract 5. Duration of warranty, bond or service maintenance contract 6. Provide information for City's personnel:
a. Proper procedure in case of failure. b. Instances which might affect the validity or warranty or bond. 7. Contractor, name of responsible principal, address and telephone number 1.03 FORM OF SUBMITTALS A. Prepare in duplicate packets. B. Format: 1. Size eight and one half inches (8-1/2”) x eleven inches (11), punch sheets for
standard three (3)-post binder a. Title of Project b. Name of Contractor C. Binders: Commercial quality, three (3)-post binder, with durable and cleanable plastic
covers and maximum post width of two inches (2”). 1.04 WARRANTY SUBMITTALS REQUIREMENTS A. For all major pieces of equipment, submit a warranty from the equipment manufacturer. The
manufacturer's warranty period shall be concurrent with the Contractor's for one (1) year plus time equipment is not functional to the City unless otherwise specified, commencing at the time of final acceptance by the City.
B. The Contractor shall be responsible for obtaining certificates for equipment warranty for all
major equipment specified in the specifications and which has at least a one (1) horsepower motor or which lists for more than $500.00. The City reserves the right to request warranties for equipment not classified as major. The Contractor shall still warrant equipment not considered to be "major" in the Contractor's one-year warranty period even though certificates of warranty shall not be required.
C. In the event that the equipment manufacturer or supplier is unshalling to provide the
warranty described above commencing at the date of substantial completion, the Contractor shall obtain from the manufacturer a two (2) year warranty commencing at the time of equipment delivery to the job site. This two (2) year warranty from the manufacturer shall not relieve the Contractor of the one (1) year warranty starting at the time of City acceptance of the equipment.
D. The City shall incur no labor or equipment cost during the guarantee period. E. Guarantee shall cover all necessary labor, equipment and replacement parts resulting from
faulty or inadequate design, improper assembly or erection, defective workmanship and materials, leakage, breakage or other failure of all equipment and components furnished by the manufacturer.
PART 2 - PRODUCTS (NOT USED) PART 3 - EXECUTION (NOT USED)
END OF SECTION
SECTION 02220
SITE DEMOLITION PART 1 GENERAL 1.01 Section Includes
A. Demolition of designated site structures, retaining walls and foundations and removal of materials from project site.
B. Demolition and removal of pavements, curbs and gutters, drainage structures,
utilities, guardrail, signage or landscaping.
C. Disconnecting and capping or removal of identified utilities.
D. Filling voids in subgrade created as a result of removals or demolition.
E. Disposal of demolished materials. 1.02 Related Sections
A. Section 02100 - Site Preparation
B. Section 02310 - Finish Grading
C. Section 02315 - Excavation and Fill 1.03 Regulatory Requirements
A. Conform to applicable State and local codes for demolition of structures, safety of adjacent structures, dust control, and runoff control.
B. Obtain required permits and licenses from appropriate authorities. Pay
associated fees including disposal charges.
C. Notify affected utility companies before starting work and comply with their requirements.
D. Do not close or obstruct roadways, sidewalks, or fire hydrants without
appropriate permits.
E. Conform to applicable regulatory procedures when hazardous or contaminated materials are discovered.
F. Test soils around buried tanks for contamination.
1.04 Project Record Documents
Accurately record actual locations of capped utilities and subsurface obstructions that will remain after demolition.
1.05 Project Conditions
A. Structures to be demolished will be discontinued in use and vacated prior to start of work.
B. Owner assumes no responsibility for condition of structures to be demolished.
C. Conditions existing at time of inspection for bidding purposes will be maintained
by Owner as practicable. Variations within structures may occur by Owner's removal and salvage operations prior to start of demolition work.
D. Unless otherwise indicated in Contract Documents or specified by the Owner,
items of salvageable value to Contractor shall be removed from site and structures. Storage or sale of removed items on site will not be permitted and shall not interfere with other work specified in Contract Documents.
E. Explosives shall not be brought to site or used to demolish structures.
PART 2 PRODUCTS - Not Used PART 3 EXECUTION 3.01 Preparation
A. Provide, erect, and maintain erosion control devices, temporary barriers, and security devices at locations indicated on Construction Drawings.
B. Protect existing landscaping materials, appurtenances, and structures which are
not to be demolished. Repair damage caused by demolition operations at no cost to Owner.
C. Prevent movement or settlement of adjacent structures. Provide bracing and
shoring as needed.
D. Mark location of utilities. Protect and maintain in safe and operable condition utilities that are to remain. Prevent interruption of existing utility service to occupied or used facilities, except when authorized in writing by authorities having jurisdiction. Provide temporary services during interruptions to existing utilities as acceptable to governing authorities and Owner.
3.02 Demolition Requirements
A. Conduct demolition to minimize interference with adjacent structures or pavements.
B. Cease operations immediately if adjacent structures appear to be in danger. Notify authority having jurisdiction. Do not resume operations until directed by authority.
C. Conduct operations with minimum of interference to public or private access.
Maintain ingress and egress at all times.
D. Obtain written permission from adjacent property owners when demolition equipment will traverse, infringe upon, or limit access to their property.
E. Sprinkle work with water to minimize dust. Provide hoses and water connections
for this purpose.
F. Comply with governing regulations pertaining to environmental protection.
G. Clean adjacent structures and improvements of dust, dirt, and debris caused by demolition operations. Return adjacent areas to condition existing prior to start of work.
H. Demolition plan identifies major structures and items to be demolished. Include
incidental demolition to completely demolish structures whether indicated on plan or not.
3.03 Demolition
A. Demolish buildings completely and remove from site using methods as required to complete work within limitations of governing regulations. Small structures may be removed intact when acceptable to Owner and authorities having jurisdiction.
B. Locate demolition equipment and remove materials so as to prevent excessive
loading to supporting walls, floors, or framing.
C. Demolish concrete and masonry in small sections. Break up concrete slabs-on-grade that are 2-feet or more below proposed subgrade. Remove slabs-on-grade and below grade construction within 2-feet of proposed subgrade.
3.04 Filling Voids
A. Completely fill below grade areas and voids resulting from demolition or removal of structures, underground fuel storage tanks, wells, cisterns, etc., using approved select fill materials consisting of stone, gravel, and sand free from debris, trash, frozen materials, roots, and other organic matter.
B. Ensure that areas to be filled are free of standing water, frost, or unsuitable
material, trash, and debris prior to fill placement.
C. Place fill materials in accordance with Section 02315 unless subsequent excavation for new work is required.
D. Grade surface to match adjacent grades and to provide flow of surface drainage after fill placement and compaction.
3.05 Disposal of Demolished Materials
A. Remove from site debris, rubbish, and other materials resulting from demolition operations.
B. No burning of any material, debris, or trash on-site or off-site will be allowed.
C. Transport materials removed from demolished structures with appropriate
vehicles and dispose off-site to areas that are approved for disposal by governing authorities and appropriate property owners.
END OF SECTION
SECTION 02230
SITE PREPARATION PART 1 GENERAL 1.01 Section Includes
A. Layout of work and protection of bench marks.
B. Protection of structures, trees, or vegetation to remain.
C. Clearing and grubbing.
D. Stripping and storing topsoil. 1.02 Related Sections
A. Section 02220 – Demolition B. Section 02370 - Erosion and Sedimentation Control
C. Section 02505 - Pipeline Removal and Abandonment
1.03 Coordination
A. Notify the following utility owners which may have utilities in the project area and coordinate with them to avoid service interruptions and/or safety hazards:
1. Florida Power & Light 2. Progress Energy 3. Sprint 4. AT&T and AT&T UVerse 5. Florida Public Utilities 6. Bright House Networks 7. City of Palm Coast Utility 8. Flagler County
B. Contact “Sunshine State, One-Call” 1-800-432-4770, to determine if there are other utilities in the area, and their location. For additional information: www.callsunshine.com.
PART 2 PRODUCTS - Not Used PART 3 EXECUTION 3.01 Bench Marks and Monuments
Maintain all existing bench marks, monuments and other reference points; if destroyed, replacement costs will be deducted from payments due the Contractor.
3.02 Laying Out Work
A. Base lines, property lines, and easement lines, are shown on the Drawings. Bench marks utilized are also shown on the drawings. If the bench marks are disturbed as a result of construction activities, reestablish such items by utilizing a surveyor licensed in the state where the project is located.
B. Stake out the construction, establish lines and levels, temporary bench marks,
batter boards, centerlines and reference points for the work, and verify all dimensions relating to interconnection with existing features.
C. Report any inconsistencies in the proposed grades, lines and levels, dimensions
and locations to the Engineer before commencing work.
D. Contain all construction activities within the right-of-way, easements, and property secured by the Owner, as shown on the drawings. Do not disturb surrounding properties or travel on surrounding properties without written consent from the property owner. Repair or reconstruct damaged areas on an immediate basis. All costs for repairs shall be the responsibility of the Contractor.
3.03 Burning
Burning is not allowed, unless notes on the drawings specifically allow it to occur. In the event burning is allowed, secure all necessary permits.
3.04 Protection of Trees and Shrubs
A. Protect all trees and shrubs located outside the right-of-way, easements, and Owner secured property, particularly those trees and shrubs located adjacent to work areas.
B. Within the right-of-way, easements, and Owner secured property, the intent is to
allow tress and shrubs to remain in accordance with the following schedule:
1. New roadway construction – trees and shrubs to remain where located more than 15 feet from the back of curb, or outside the limits of excavation or fill areas, whichever is further.
2. Utility pipeline construction – trees and shrubs to remain outside a 15 foot wide path, centered on the pipeline.
C. Protect branches, trunks, and roots of trees and shrubs that are to remain. Trees
to remain in the construction area shall be boxed, fenced or otherwise protected before any work is started; remove boxing when directed by the City Landscape Architect. Do not permit heavy equipment or stockpiles within branch spread. Remove interfering branches without injury to trunks and cover scars with tree paint.
3.05 Relocation of Utilities
A. Active utilities which do not interfere with the work shall be supported and protected from damage. After obtaining the Engineer's approval, relocate or remove active utilities which will interfere with work as indicated. Pay for all damage to active utilities and for relocation or removal of all interfering utilities which are ascertainable from Drawings, surveys, site inspection or encountered during construction.
B. Coordinate with each utility and pay all costs associated with the protection of
existing facilities during construction. Also coordinate necessary relocations or other construction related matters with each utility.
C. Inactive or abandoned utilities and appurtenant structures encountered shall be
removed to avoid interference as directed by the Engineer. Exposed ends of abandoned lines shall be plugged or capped in a water-tight manner.
3.06 Clearing and Grubbing
A. Areas to receive clearing and grubbing shall include all areas to be occupied by the proposed improvements, areas for fill and site grading, and borrow sites. Remove trees outside of these areas only as indicated on the Drawings or as approved in writing by the Engineer.
B. Clearing shall consist of removing trees and brush and disposal of other
materials that encroach upon or otherwise obstruct the work.
C. Exercise extreme care during the clearing and grubbing operations. Do not damage existing structures, pipes or utilities.
D. Grubbing shall consist of removing and disposing of stumps, roots larger than 2"
in diameter, and matted roots. Remove to a depth of not less than 18" below the original surface level of the ground.
E. All combustible debris and refuse from site preparation operations shall be
removed to legal offsite disposal areas. 3.07 Topsoil Removal
A. All areas to be occupied by proposed improvements, and borrow sites shall be stripped of all brush, weeds, grass, roots and other material.
B. Remove all loamy, organic topsoil suitable for seeding and planting to whatever
depth encountered and store separately from other excavated material. Stockpile in designated areas and provide for proper drainage. Cover storage piles as required to prevent windblown dust.
C. All removed topsoil shall be stockpiled within the project work area. Topsoil can
be incorporated into the project in all areas that are to be grassed.
D. Dispose of unsuitable topsoil as specified under disposal of debris. Excess topsoil shall be removed from site unless specifically noted on Contract Drawings.
3.08 Disposal of Debris
A. All combustible debris and refuse from site preparation operations shall be removed to legal offsite disposal areas.
B. All non-combustible debris (not including acceptable fill material, fences, or other
structures), resulting from site preparation operations shall become the property of the Contractor and shall be removed to legal offsite disposal areas.
END OF SECTION
SECTION 02240
DEWATERING
PART 1 GENERAL 1.01 Section Includes
Dewatering design and operation requirements 1.02 Related Sections
Section 02370 - Erosion and Sedimentation Control 1.03 General Requirements
A. Obtain the services of a qualified dewatering specialist to provide dewatering plan as may be necessary to complete the Work. Contractor shall be solely responsible for the design, installation, operation, maintenance, and any failure of any component of the system.
B. Design and provide dewatering system using accepted and professional methods
consistent with current industry practice to eliminate water entering the excavation under hydrostatic head from the bottom and/or sides. Design system to prevent differential hydrostatic head which would result in floating out soil particles in a manner termed as a “quick” or “boiling” condition. System shall not be dependent solely upon sumps and/or pumping water from within the excavation where differential head would result in a quick condition, which would continue to worsen the integrity of the excavation’s stability.
C. Provide dewatering system of sufficient size and capacity to prevent ground and
surface water flow into the excavation and to allow all Work to be installed in a dry condition.
D. No additional payment will be made for any supplemental measures to control
seepage, groundwater, or artesian head.
E. If dewatering equipment needed exceeds any of the following: 1) 6" pump volute; 2) 100,000 GPD total 24 hour (1 day) dewatering, and; 3) 1,000,000 GPD pump capacity, the Contractor shall be required to permit the dewatering system with the water management district.
F. Contractor shall be responsible for and shall repair without cost to the Owner any
damage to work in place, or other contractor’s equipment, utilities, residences, highways, roads, railroads, private and municipal well systems, adjacent structures, natural resources, habitat, existing wells, and the excavation, including, damage to the bottom due to heave and including but not limited to, removal and pumping out of the excavated area that may result from Contractor’s negligence, inadequate or improper design and operation of the dewatering system, and any mechanical or electrical failure of the dewatering system.
PART 2 PRODUCTS - Not Used PART 3 EXECUTION 3.01 General Requirements
A. Control, by acceptable means, all water regardless of source and be fully responsible for disposal of the water.
B. Confine discharge piping and/or ditches to available easement or to additional
easement obtained by Contractor.
C. Control groundwater in a manner that preserves strength of foundation soils, does not cause instability or raveling of excavation slopes, and does not result in damage to existing structures. Where necessary to these purposes, lower water level in advance of excavation, utilizing wells, wellpoints, jet educators, or similar positive methods. Maintain the groundwater level to a minimum of 2 feet below excavations. Provide piezometers if directed by the Engineer to document the groundwater level is being maintained.
D. Commence dewatering prior to any appearance of water in excavation and
continue until Work is complete to the extent that no damage results from hydrostatic pressure, flotation, or other causes.
E. Open pumping with sumps and ditches shall be allowed, provided it does not
result in boils, loss of fines, softening of the ground, or instability of slopes.
F. Install wells and/or wellpoints, if required, with suitable screens and filters, so that continuous pumping of fines does not occur. During normal pumping, and upon development of well(s), levels of fine sand or silt in the discharge water shall not exceed 5 ppm. Install sand tester on discharge of each pump during testing to verify that levels are not exceeded.
G. Control grading around excavations to prevent surface water from flowing into
excavation areas.
H. Remove subgrade materials rendered unsuitable by excessive wetting and replace with approved backfill material at no additional cost to the Owner.
I. Walls shall not be exposed to water pressure before structural work at the next
higher level has properly cured and the cantilever action of walls is eliminated.
J. Dewatering using sock drains is not acceptable within road rights-of-way.
K. Any dewatering pumps within 1500-ft of private residences shall be equipped with satisfactory sound suppression.
L. Water from dewatering activities shall be disposed in a manner that does not
cause flooding, erosion, or the transfer of sediments.
3.02 Maintaining Excavation in Dewatering Condition
A. Dewatering shall be a continuous operation. Interruptions due to power outages, or any other reason will not be permitted.
B. Continuously maintain excavation in a dry condition with positive dewatering
methods during preparation of subgrade, installation of pipe, and construction of structures until the critical period of construction and/or backfill is completed to prevent damage of subgrade support, piping, structure, side slopes, or adjacent facilities from flotation or other hydrostatic pressure imbalance.
C. Provide standby equipment on site, installed, wired, and available for immediate
operation if required to maintain dewatering on a continuous basis in the event any part of the system becomes inadequate or fails. If dewatering requirements are not satisfied due to inadequacy or failure of dewatering system, perform such work as may be required to restore damaged structures and foundation soils at no additional cost to Owner.
D. System maintenance shall include but not be limited to 24-hour supervision by
personnel skilled in the operation, maintenance, and replacement of system components, and any other work required to maintain excavation in dewatered condition.
3.03 System Removal
Remove all dewatering equipment from the site, including wells and related temporary electrical service.
END OF SECTION
SECTION 02310
FINISH GRADING PART 1 GENERAL 1.01 Section Includes
Topsoil placement, grading of site 1.02 Related Sections
A. Section 02230 - Site Preparation
B. Section 02315 - Excavation and Fill
C. Section 02320 - Trenching, Bedding, and Backfilling 1.03 References
A. American Association of State Highway and Transportation Officials (AASHTO) latest edition:
1. AASHTO T267 – Determination of Organic Matter in Soils by Loss on
Ignition PART 2 PRODUCTS 2.01 Topsoil
A. Topsoil shall be fertile, friable, natural topsoil typical of the area, free from subsoil, stones, plants, roots or other extraneous material and shall not be used while muddy.
B. Topsoil shall contain not less than 8% organic matter (AASHTO T267). The
topsoil shall consist of either natural topsoils typical of the locality and free from coarse stone aggregate or surface soils stripped from the site and enriched with humus at a rate of 8% by volume. The soil mixture prepared by mixing surface soils and humus shall be free of oil, cinders, coarse stone, and woody root material.
PART 3 EXECUTION 3.01 General
Provide all topsoil placement and finish grading and filling to achieve the lines and grades indicated on the Drawings. All earthwork shall be done in a manner that provides drainage.
3.02 Topsoil Placement
Place topsoil in all areas of new grading. The compacted subgrade to receive topsoil shall be scarified to a depth of 3 inches. Topsoil shall be spread evenly and compacted to a thickness of not less than 6 inches, to the proposed elevations and grades. Grade flush with walks, curbs, and paving.
3.03 Finish Grading
A. All areas of the project including all previously grassed areas that have been disturbed, borrow sites, excavated and filled sections and adjacent transition areas shall be uniformly smooth-graded. Depressions from settlement shall be filled and compacted. Tops of embankments and breaks in grade shall be rounded. All surfaces shall be finished to provide adequate drainage. Finished surfaces shall be reasonably smooth, compacted, free from irregular surface changes and comparable to the smoothness obtained by blade-grader operations.
B. Slope grades to drain away from roadway at a minimum of ¼-inch per foot for 10
feet.
C. Finished surfaces adjacent to paved or surfaced areas and within 10 feet of structures shall be within 1 inch of the proposed grade. All other areas shall be within 3 inches of the proposed grade.
D. Newly graded areas shall be protected from traffic and erosion. All settlement or
washing away that may occur from any cause prior to seeding or acceptance shall be repaired and grades re-established to the required elevations and slopes at no additional cost to the Owner.
E. Unless otherwise indicated, dispose of all surplus material.
END OF SECTION
SECTION 02315
EXCAVATION AND FILL PART 1 GENERAL 1.01 Section Includes
A. Excavation and fill for roads, ponds, general site work
B. Sheeting, shoring and bracing
C. Compaction 1.02 Related Sections
A. Section 02230 - Site Preparation
B. Section 02240 – Dewatering
C. Section 02310 - Finish Grading
D. Section 02320 - Trenching, Bedding, and Backfilling
E. Section 02370 - Erosion and Sedimentation Control 1.03 References
A. American Association of State Highway and Transportation Officials (AASHTO) latest edition:
1. AASHTO M145 - Classification of Soils and Soil Aggregate Mixtures 2. AASHTO T180 - Moisture-Density Relations of Soils Using a 10-lb
Rammer and 18-in Drop
B. American Society for Testing and Materials (ASTM) latest edition:
1. ASTM D1557 - Laboratory Compaction Characteristics of Soil Using Modified Effort
2. ASTM D2487 - Classification of Soils for Engineering Purposes
C. Occupational Safety and Health Administration (OSHA) Regulations, including:
1. Part 1926 Subpart P – Excavations 1.04 Definitions
A. Backfill = material placed in newly excavated areas to the topsoil, paving sub-grade, or foundation level.
B. Influence Area = the area within lines sloped downward at 45 from the outer edges of paving, foundations, and utility lines.
1.05 Quality Assurance
A. Field density testing frequencies:
1. One test for each 10,000 square feet or fraction thereof per lift of general backfilling, minimum 2 tests each layer.
2. One test for each 100 square feet or fraction thereof of backfill around and under structures.
3. One test per lift per each change in type of fill. 4. One test per 1000 square feet of pavement subgrade, minimum of 2
tests.
B. Pond construction shall result in the finished pond having side slopes and dimensions that are in accordance with the construction drawings. It is the Contractor’s sole responsibility to ensure that these requirements have been met. If the constructed side slopes are steeper than the required side slopes, or the pond volume is not within three (3) percent of the design volume, the Contactor may be required to make corrections to the pond at no additional cost to the Owner.
1.06 Preconstruction Requirements
Precondition surveys and vibration monitoring are required for those areas where residential structures are within 100 feet of the proposed construction.
PART 2 PRODUCTS 2.01 General
It is intended that previously excavated materials conforming to the following requirements be utilized wherever possible.
2.02 Materials
A. Acceptable materials (suitable material): AASHTO M145 classification A-1, A-3, A-2-4, A-2-6; ASTM D2487 classification GW, GP, GM, SM, SW, SP; unless otherwise disapproved within the Soil and Subsurface investigation reports. No more than 12% of acceptable materials shall pass the number 200 sieve.
B. Unacceptable materials (unsuitable material): AASHTO M145 classification A-2-
5, A-2-7, A-4, A-5, A-6, A-7, A-8; ASTM D2487 classification GC, SC, ML, MH, CL, CH, OL, OH, PT; unless otherwise approved within the Soil and Subsurface investigation reports.
C. Controlled low strength material (“excavatable flowable fill”) shall meet the
requirements of FDOT specification section 121, with a 28-day compressive strength of 80-100 psi.
2.03 Sheeting, Shoring, and Bracing
A. The structural strength and safety of all sheeting, shoring and bracing shall be the sole responsibility of the Contractor. Repair any damage resulting from failure to provide adequate supports.
B. Provide timber work, shoring, bracing, sheeting, and sheet piling where indicated
on drawings and where necessary to retain banks of excavations, prevent cave-in of adjacent ground, prevent displacement of utilities and structures, and to protect public safety.
C. Contractor is solely responsible for the design, installation, and operation of
dewatering systems and their safety and conformity with local codes and regulations.
PART 3 EXECUTION 3.01 General Construction Requirements
A. Provide suitable temporary drainage channels for any water that may flow along or across the work as specified hereafter.
B. Provide barriers, warning lights and other protective devices at all excavations.
C. Sidewalks, roads, streets, and pavements shall not be blocked or obstructed by
excavated materials, except as authorized by the Engineer, in which case adequate temporary provisions must be made for satisfactory temporary passage of pedestrians, and vehicles. Minimize inconvenience to public travel or to tenants occupying adjoining property.
D. Where necessary to place excavated material adjacent to buildings, erect
barriers to keep earth at least 4' from such buildings. Earth deposited on lawns shall be promptly and carefully removed to preserve the turf. All trees, shrubs, and landscaping shall be protected. Boring and jacking shall be used, if necessary, except where written permission is granted to remove trees and shrubs.
E. If open excavations cross existing rigid surfacing, the surfacing shall be removed
for a width one foot beyond the anticipated edge of the excavation. The pavement break shall be sawed to insure a straight joint. Surface replacement shall match existing surfacing except as otherwise indicated on the Drawings. Where open excavation is allowed along or across public roadways, excavation, backfill, and surface replacement shall conform to the requirements of all permits applicable thereto. In no case shall surface replacement edges bear on less than 12" of undisturbed soil.
3.02 Preparation
A. Identify required lines, levels, contours, and datum.
B. Locate and identify existing utilities that are to remain and protect from damage.
C. Notify utility companies to remove or relocate utilities that are in conflict with
proposed improvements.
D. Protect plant life, lawns, fences, existing structures, sidewalks, paving, and curbs not designated for removal from excavating equipment and vehicular traffic.
E. Protect benchmarks, property corners, and other survey monuments from
damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same.
F. Prior to placing fill in low areas, such as previously existing ditches, ponds, or
lakes, perform following procedures:
1. Drain water out by gravity with ditch having flow line lower than lowest elevation in low area. If drainage cannot be performed by gravity ditch, use adequate pump to obtain the same results.
2. After drainage of low area is complete, remove mulch, mud, debris, and other unsuitable material by using acceptable equipment and methods that will keep natural soils underlying low area dry and undisturbed.
3. If proposed for fill, muck, mud, and other materials removed from low areas shall be dried on-site by spreading in thin layers for observation by Engineer. Material shall be inspected and, if found to be suitable for use as fill material, shall be incorporated into lowest elevation of site filling operation, but not under building or pavement subgrade or within 10'-0" of perimeter of building subgrade or paving subgrade. If, after observation by Engineer, material is found to be unsuitable, unsuitable material shall be removed from site.
3.03 Sheeting, Shoring, and Bracing
A. Furnish, install, and maintain, without additional compensation, sheeting, bracing, and shoring support required to keep excavations within the easement provided, to support the sides of the excavation, and to prevent any movement which may damage adjacent pavements or structures, damage or delay the work, or endanger life and health. Voids outside the supports shall be immediately filled and compacted.
B. Sheeting, where required, shall be driven below the bottom of excavation so the
lowest set of wales and struts are above the bottom of the excavation to allow necessary working room.
C. The Engineer may direct in writing that supports in trenches be cut off at any
specified elevation, in which case Contractor shall be paid for the supports left in place.
D. Contractor may leave in place, to be embedded in the backfill of the excavation,
any or all supports for the purpose of preventing injury to persons or property, whether public or private. However, no supports which are within 4' of the ground or pavement surface may be left in place without written permission of the
Engineer. No extra payment will be made for supports left in place at the Contractor's option.
E. All supports not left in place shall be removed in such manner as to avoid
endangering the piping, structures, utilities or property, whether public or private. All voids left by the withdrawal of sheeting shall be immediately filled and compacted.
F. The right of the Engineer to order supports left in place shall not be construed as
creating an obligation on his part to issue such orders. Failure by the Engineer to exercise this right shall not relieve the Contractor from total liability for damages to persons or property resulting from the failure of the Contractor to leave in place sufficient supports to prevent any caving or moving of the ground adjacent to the excavation.
3.04 Excavation
A. Do not excavate for any structure until that structure is scheduled for construction. Excavate only to the depth and dimensions necessary for the construction. Slope sides of excavations in accordance with OSHA requirements and the recommendations contained within the project geotechnical report.
B. The bottom of all excavations shall be undisturbed earth unless otherwise
indicated, and shall be approved by the Engineer before any subsequent work is started. Over excavate a minimum of 2 feet where excavations occur within unsuitable soils, and replace over excavated material with suitable soils.
C. Excavations carried below depths indicated on the Drawings without the previous
approval of the Engineer shall be filled with 2500 psi concrete or flowable fill to the correct level at the expense of the Contractor.
D. Maintain excavations in good order. If the bearing capacity of the foundation
soils is reduced because the excavation is allowed to remain open prior to commencing work, the weathered soil shall be removed and replaced with 2500 psi concrete or flowable fill at the Owner’s discretion at the expense of the Contractor.
E. All suitable materials removed from excavation areas shall be used for the
project. Excess excavated suitable material shall be stockpiled on site at a location of the Owner’s choosing, and shall become the property of the Owner, unless otherwise indicated on the Drawings.
F. Suitable onsite excavated materials containing silty or slightly clayey to clayey
fine sands shall be sufficiently dried by surface spreading and discing if necessary, or by mixing with cleaner fine sands prior to placement in fill areas.
G. Unsuitable materials within the influence area of construction shall be excavated,
removed from the site, and disposed, unless otherwise indicated on the Drawings.
H. Excavations shall be kept dry, compacted, and stable to a depth two feet below the bottom of the excavation.
I. If portions of the bottom of excavations consist of material unstable to such a
degree that, in the opinion of the Engineer, it cannot adequately support the construction, the bottom shall be over excavated and stabilized with approved coarse granular stabilization material. Depth of stabilization shall be as directed by the Engineer. The initial 50 tons of stabilization shall be incidental to the Contract. Compensation will be allowed only for such additional quantities as the Engineer shall direct in writing to be placed.
3.05 Filling
A. All fill material shall be suitable soils or flowable fill. Fill placed within 1 foot of structures shall not contain rock or stone larger than 2 inch diameter. If a sufficient quantity of suitable material is not available from other excavations within the site, provide additional suitable material or flowable fill.
B. Fill within the influence area of roadways, structures, foundations, or slabs, shall
be placed in layers of 8 inch loose depth. In all other areas, place fill in layers of 12 inch loose depth.
C. Take necessary precautions not to cause settlement or damage to adjacent
slabs, walls, structures, or foundations. Place fill materials evenly adjacent to structures, without wedging against structures.
D. Where filling is required on both sides of structures, fill and compact
simultaneously on opposite sides in even layers. 3.06 Compaction
A. Unless otherwise indicated, the type of equipment and number of passes required to obtain the specified degree of compaction shall be determined at the site, subject to the approval of the Engineer.
B. Provide mechanical compaction for cohesive material and vibratory compaction
for granular materials, unless otherwise approved by the Engineer. Vibratory compaction is not allowed within 100 feet of existing structures. In these areas, compaction shall be accomplished by static means only. If compaction difficulties arise, the Engineer shall be consulted to review and possibly modify compaction procedures.
C. Noncohesive soils shall be compacted with vibrating roller or equivalent;
cohesive soils shall be compacted with sheeps-foot roller, pneumatic tamping, or approved equivalent, unless otherwise indicated.
D. Before compaction, moisten or aerate each layer as necessary to provide
optimum moisture content. Do not place backfill or fill material on surfaces that are muddy, frozen, or contain frost or ice.
3.07 Testing and Cleanup
A. Provide for testing and cleanup as soon as practicable, so these operations do
not lag far behind pipe installation. Perform preliminary cleanup and grading operations immediately after backfilling.
B. All surplus excavated material shall be disposed of by the Contractor.
3.08 Field Quality Control
A. Minimum Density Requirement (ASTM D1557 or AASHTO T180):
1. Fill placed under and within the influence area of roadways, structures, slabs, foundations = 98 percent
2. Fill placed within pond and road embankment = 95 percent 3. Fill placed within public road right-of-way and utility easements = 95
percent 4. Fill placed within landscape areas = 85 percent 5. Fill placed within all other areas = 90 percent
Where fill is placed and differing density requirements are defined, the more stringent density requirement governs.
END OF SECTION
SECTION 02320
TRENCHING, BEDDING, AND BACKFILLING PART 1 GENERAL 1.01 Section Includes
A. Trenching for piping and electrical work.
B. Excavation for manholes, junction boxes, meter vaults, and appurtenances.
C. Sheeting, shoring and bracing
D. Bedding, backfilling, and compaction. 1.02 Related Sections
A. Section 02230 - Site Preparation
B. Section 02240 – Dewatering
C. Section 02310 - Finish Grading
D. Section 02315 – Excavation and Fill
E. Section 02370 - Erosion and Sedimentation Control 1.03 References
A. American Association of State Highway and Transportation Officials (AASHTO) latest edition:
1. AASHTO M145 - Classification of Soils and Soil Aggregate Mixtures 2. AASHTO T180 - Moisture-Density Relations of Soils Using a 10-lb
Rammer and 18-in Drop
B. American Society for Testing and Materials (ASTM) latest edition:
1. ASTM D1557 - Laboratory Compaction Characteristics of Soil Using Modified Effort
2. ASTM D2487 - Classification of Soils for Engineering Purposes
C. Occupational Safety and Health Administration (OSHA) Regulations, including:
1. Part 1926 Subpart P – Excavations 1.04 Definitions
A. Bedding - Area from bottom of trench to centerline of pipe
B. Backfill = material above the top of pipe to the topsoil, paving sub-grade, or
foundation level.
C. Influence Area = the area within lines sloped downward at 45 from the outer edges of paving, foundations, and utility lines. As a minimum, the influence area shall extend 5 feet beyond the edge of pavement (where there is no curb) or 5 feet beyond the back of curb.
1.05 Quality Assurance
A. Field density testing frequencies:
1. Two tests for each 300 linear feet of pipeline or fraction thereof per lift of general backfilling in the pipeline trench.
2. One test for each 100 square feet or fraction thereof of backfill around and under structures, with a minimum of two tests per lift.
3. One test per lift per each change in type of fill. 1.06 Preconstruction Requirements
Precondition surveys and vibration monitoring are required for those areas where residential structures are within 100 feet of the proposed construction.
PART 2 PRODUCTS 2.01 General
It is intended that previously excavated materials conforming to the following requirements be utilized wherever possible.
2.02 Materials
A. Acceptable materials (suitable material): AASHTO M145 classification A-1, A-3, A-2-4, A-2-6; ASTM D2487 classification GW, GP, GM, SM, SW, SP; unless otherwise disapproved within the Soil and Subsurface investigation reports. No more than 12 percent of acceptable materials shall pass the number 200 sieve.
B. Unacceptable materials (unsuitable material): AASHTO M145 classification A-2-
5, A-2-7, A-4, A-5, A-6, A-7, A-8; ASTM D2487 classification GC, SC, ML, MH, CL, CH, OL, OH, PT; unless otherwise approved within the Soil and Subsurface investigation reports.
C. Controlled low strength material (“excavatable flowable fill”) shall meet the
requirements of FDOT specification section 121, with a 28-day compressive strength of 80-100 psi.
2.03 Sheeting, Shoring, and Bracing
A. The structural strength and safety of all sheeting, shoring and bracing shall be the sole responsibility of the Contractor. Repair any damage resulting from failure to provide adequate supports.
B. Provide timber-work, shoring, bracing, sheeting, and sheet piling where
necessary to retain banks of excavations, prevent cave-in of adjacent ground, prevent displacement of utilities and structures, and to protect public safety.
C. Contractor is solely responsible for the design, installation, and operation of
dewatering systems and their safety and conformity with local codes and regulations.
PART 3 EXECUTION 3.01 General Construction Requirements
A. Provide suitable temporary drainage channels for any water that may flow along or across the work as specified hereafter.
B. Provide barriers, warning lights and other protective devices at all excavations.
C. Sidewalks, roads, streets, and pavements shall not be blocked or obstructed by
excavated materials, except as authorized by the Engineer, in which case adequate temporary provisions must be made for satisfactory temporary passage of pedestrians, and vehicles. Minimize inconvenience to public travel or to tenants occupying adjoining property.
D. Where necessary to place excavated material adjacent to buildings, erect
barriers to keep earth at least 4' from such buildings. Earth deposited on lawns shall be promptly and carefully removed to preserve the turf. All trees, shrubs, and landscaping shall be protected. Boring and jacking shall be used, if necessary, except where written permission is granted to remove trees and shrubs.
E. If open excavations cross existing rigid surfacing, the surfacing shall be removed
for a width one foot beyond the anticipated edge of the excavation. The pavement break shall be sawed to insure a straight joint. Surface replacement shall match existing surfacing except as otherwise indicated on the Drawings. Where open excavation is allowed along or across public roadways, excavation, backfill, and surface replacement shall conform to the requirements of all permits applicable thereto. In no case shall surface replacement edges bear on less than 12 inches of undisturbed soil.
3.02 Preparation
A. Identify required lines, levels, contours, and datum.
B. Locate and identify existing utilities that are to remain and protect from damage.
C. Notify utility companies to remove or relocate utilities that are in conflict with proposed improvements.
D. Protect plant life, lawns, fences, existing structures, sidewalks, paving, and curbs
from excavating equipment and vehicular traffic.
E. Protect benchmarks, property corners, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same.
3.03 Sheeting, Shoring, and Bracing
A. Furnish, install, and maintain, without additional compensation, sheeting, bracing, and shoring support required to keep excavations within the easement provided, to support the sides of the excavation, and to prevent any movement which may damage adjacent pavements or structures, damage or delay the work, or endanger life and health. Voids outside the supports shall be immediately filled and compacted.
B. Sheeting, where required, shall be driven below the bottom of excavation so the
lowest set of wales and struts are above the bottom of the excavation to allow necessary working room.
C. The Engineer may direct in writing that supports in trenches be cut off at any
specified elevation, in which case Contractor shall be paid for the supports left in place.
D. Contractor may leave in place, to be embedded in the backfill of the excavation,
any or all supports for the purpose of preventing injury to persons or property, whether public or private. However, no supports which are within 4 feet of the ground or pavement surface may be left in place without written permission of the Engineer. No extra payment will be made for supports left in place at the Contractor's option.
E. All supports not left in place shall be removed in such manner as to avoid
endangering the piping, structures, utilities or property, whether public or private. All voids left by the withdrawal of sheeting shall be immediately filled and compacted.
F. The right of the Engineer to order supports left in place shall not be construed as
creating an obligation on his part to issue such orders. Failure by the Engineer to exercise this right shall not relieve the Contractor from total liability for damages to persons or property resulting from the failure of the Contractor to leave in place sufficient supports to prevent any caving or moving of the ground adjacent to the excavation.
3.04 Trenching
A. All excavations shall be made by open cut unless otherwise indicated. Sides of trenches shall be kept as nearly vertical as possible from the trench bottom to a level of one foot above the top of the pipe. Slope sides of trenches in accordance with OSHA requirements and the recommendations contained within the project geotechnical report.
B. Excavation of trenches shall not advance more than 50 feet ahead of completed
pipe installation except as approved by the Engineer.
C. Excavate trenches to depth indicated or required for indicated flow lines and invert elevations. Over excavate trenches a minimum of 2 feet where excavations occur within unsuitable soils, and replace over excavated material with suitable soils.
D. Where rock is encountered, carry excavation 6 inches below scheduled elevation
and backfill with a 6 inch layer of crushed stone or gravel prior to installation of pipe.
E. For pipes or conduit 5 inches or less, excavate to indicated depths. Hand
excavate bottom cut to accurate elevations and support pipe or conduit on undisturbed soil.
F. For pipes or conduit 6 inches or larger, and other work indicated to receive
subbase, excavate to subbase depth indicated, or, if not otherwise indicated, to 6 inches below bottom of work to be supported.
G. Except as otherwise indicated, excavate for pressure piping so top of piping is
minimum 3 feet below finished grade.
H. Unsuitable excavated materials shall be removed from the site and disposed, unless otherwise indicated on the Drawings.
I. Grade bottoms of trenches as indicated, notching under pipe bells to provide
solid bearing for entire body of pipe.
J. Trench bottoms shall be kept dry, compacted, and stable to a depth two feet below the bottom of the trench.
K. Dig trenches to the uniform width required for particular item to be installed,
sufficiently wide to provide ample working room. Provide 9 -12 inch clearance on each side of pipe or conduit.
L. If more than one pipe is to be installed in a trench, the pipes shall be spaced a
minimum of one foot apart for pipes 4 inches and larger.
M. If portions of the bottom of trenches consist of material unstable to such a degree that, in the opinion of the Engineer, it cannot adequately support the pipe or structure, the bottom shall be over excavated and stabilized with approved coarse granular stabilization material. Depth of stabilization shall be as directed by the Engineer. The initial 50 tons of stabilization shall be incidental to the Contract. Compensation will be allowed only for such additional quantities as the Engineer shall direct in writing to be placed.
N. Do not backfill trenches until tests and inspections have been made.
3.05 Trench Backfilling
A. Following placement of pipe and inspection of joints, install tamped bedding
material. Place bedding fill materials in layers of 6 inch loose depth.
B. All bedding and backfill material shall be suitable soils or flowable fill. Backfill material within 1 foot of pipe and appurtenances shall not contain rock or stone larger than 2 inch diameter. If a sufficient quantity of suitable material is not available from the trench or other excavations within the site, provide additional suitable material or flowable fill.
C. After completion of bedding and preliminary approval of piping and testing, the
pipe shall be covered to a point one foot above the top of the pipe for the full trench width, placed in layers of 8 inch loose depth.
D. Place backfill over pipe. Where trench is within the influence area of roadways,
structures, foundations, or slabs, place backfill in layers of 8 inch loose depth. In all other areas, place backfill in layers of 12 inch loose depth.
E. Take necessary precautions not to cause settlement or damage to adjacent
slabs, walls, structures, or foundations. Place backfill and fill materials evenly adjacent to structures, without wedging against structures or displacement of piping or conduit.
3.06 Minor Structural Excavation and Backfilling
A. Minor structures are defined as manholes, junction boxes, inlets, valve vaults, and meter vaults. Do not excavate for any structure until that structure is scheduled for construction. Excavate only to the depth and dimensions necessary for the construction.
B. The bottom of all excavations shall be undisturbed earth unless otherwise
indicated, and shall be approved by the Engineer before any subsequent work is started. Over excavate a minimum of 2 feet where excavations occur within unsuitable soils, and replace over excavated material with suitable soils.
C. Excavations carried below depths indicated on the Drawings without the previous
approval of the Engineer shall be filled with 2500 psi concrete or flowable fill at the Owner’s discretion to the correct level at the expense of the Contractor.
D. Maintain excavations in good order. If the bearing capacity of the foundation
soils is reduced because the excavation is allowed to remain open prior to commencing work, the weathered soil shall be removed and replaced with 2500 psi concrete or flowable fill at the Owner’s discretion at the expense of the Contractor.
E. Do not backfill until new concrete has properly cured, coatings have been
approved, and any required tests have been accepted.
F. Fill within the influence area of roadways, structures, foundations, or slabs, shall be placed in layers of 8 inch loose depth. In all other areas, place fill in layers of 12 inch loose depth.
G. Exercise care during backfilling operations to avoid any puncture, break or other
damage to waterproofing systems, if any. Backfill adjacent to waterproofing in the presence of the Engineer.
H. Where backfilling is required on both sides of structures, backfill and compact
simultaneously on opposite sides in even layers. Other backfilling sequences shall be as specifically noted.
3.07 Compaction
A. Unless otherwise indicated, the type of equipment and number of passes required to obtain the specified degree of compaction shall be determined at the site, subject to the approval of the Engineer.
B. Provide mechanical compaction for cohesive material and vibratory compaction
for granular materials, unless otherwise approved by the Engineer. Vibratory compaction is not allowed within 100 feet of existing structures. In these areas, compaction shall be accomplished by static means only. If compaction difficulties arise, the Engineer shall be consulted to review and possibly modify compaction procedures.
C. Noncohesive soils shall be compacted with vibrating roller or equivalent;
cohesive soils shall be compacted with sheeps-foot roller, pneumatic tamping, or approved equivalent, unless otherwise indicated.
D. Before compaction, moisten or aerate each layer as necessary to provide
optimum moisture content. Do not place backfill or fill material on surfaces that are muddy, frozen, or contain frost or ice.
3.08 Testing and Cleanup
A. Provide for testing and cleanup as soon as practicable, so these operations do not lag far behind pipe installation. Perform preliminary cleanup and grading operations immediately after backfilling.
B. All surplus excavated material shall be disposed of by the Contractor.
3.09 Field Quality Control
A. Minimum Density Requirement (ASTM D1557 or AASHTO T180):
1. Backfill placed under and within the influence area of roadways, structures, slabs, foundations = 98 percent
2. Backfill placed within pond and road embankment = 95 percent 3. Backfill placed within public road right-of-way and utility easements = 95
percent 4. Backfill placed within landscape areas = 85 percent 5. Backfill placed within all other areas = 90 percent
Where backfill is placed and differing density requirements are defined, the more stringent density requirement governs.
END OF SECTION
SECTION 02405
HORIZONTAL DIRECTIONAL DRILLING PART 1 GENERAL 1.01 Section Includes
A. Pipeline Materials and Fittings
B. Directional Drilling 1.02 Related Sections
A. Section 01550 – Maintenance of Traffic
B. Section 02240 – Dewatering 1.03 References
A. American Water Works Association (AWWA) latest edition:
1. AWWA C153 - Ductile Iron Compact Fittings for Water Service 2. AWWA C901 - Polyethylene Pressure Pipe and Tubing, ½ Inch Through
3 Inch for Water Service 3. AWWA C906 - Polyethylene Pressure Pipe and Fittings, 4 Inch Through
63 Inch for Water Distribution and Transmission
B. American Society for Testing and Materials (ASTM) latest edition:
1. ASTM D3261 - Butt Heat Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing
2. ASTM F2164 - Field Leak Testing of Polyethylene (PE) Pressure Piping Systems Using Hydrostatic Pressure
C. Florida Department of Transportation (FDOT) Standard Specifications for Road
and Bridge Construction, latest implemented edition:
1. Section 555 - Directional Bore
1.04 Submittals
A. Provide technical data for the equipment, method of installation, and proposed sequence of construction. Provide information on how the bore is to be steered and the information recorded.
B. Provide information showing staging and pipe stringing areas and site access
during pipe joining.
C. Submit maintenance of traffic plan.
D. Submit pipe catalog information confirming that pipe, fittings, joints, and other
materials conform to the requirements of this Section.
E. Submit pipe manufacturer’s most current calculations regarding tensile load limitations for trenchless installations
F. Submit bore logs that clearly indicate the pipe diameter, location (by station), and
depth below grade of the installed pipeline, recorded every 20 feet maximum along the pipeline. Submit within 7 days of the completion of each bore.
G. Provide record drawings. Include on the drawings pipeline horizontal and vertical
data recorded every 20 feet along the pipeline. 1.05 Quality Assurance
A. Provide reference documenting successful similar horizontal directional drilling installations by Contractor or, if directional drilling is to be done by a subcontractor, provide references of subcontractor. Provide at least 3 references showing location of project, diameter of pipeline directional drilled, and length of bore. Provide contact names and phone numbers for each reference. Conventional trenching experience or jack and bore experience will not be considered applicable.
B. Submit certificates of qualifications for persons fusing polyethylene pipe and
fittings, and provide documentation showing that the persons making heat fusion joints have received training in the manufacturer’s recommended procedure. Persons fusing polyethylene pipe and fittings shall have a minimum of 2 years experience fusing pipe and shall have received training on the equipment to be utilized.
C. If requested, provide training from manufacturer’s certified trainers on the
manufacturer's recommended butt fusion and saddle fusion procedures to the installation personnel, and to inspectors representing the Owner.
PART 2 PRODUCTS 2.01 Boring Equipment
The size of the horizontal directional drill rig used shall be the industry standard size needed based on drilling distance, pipe diameter, and soil conditions.
2.02 Polyethylene Pipe, Fittings and Accessories
A. Polyethylene pipe and fittings 4-30 inch diameter shall be in accordance with AWWA C906, standard code designation PE 3408. Pipe 4-30 inch diameter shall be DR11, PC 160. Pipe 36-40 inch diameter shall be DR 13.5, PC 130. The pipe sizing shall be in accordance with Ductile Iron Sizing System (DIOD).
B. Polyethylene pipe ½ -3 inch diameter for main line piping shall be polyethylene pipe (not tubing) in accordance with AWWA C901, standard code designation PE 3408, DR 9 (outside diameter based dimension ratio), PC 200.
C. Polyethylene mechanical joint adapters and flange adapters shall be
manufactured in accordance with AWWA C906. Mechanical joint adapters shall be fitted with gland rings pressure rated equal to or greater than the mating pipe, and shall be made with sufficient through-bore length to be clamped in a heat fusion joining machine without the use of sub-end holder. The sealing surface of the flange adapter shall be machined with a series of small v-shaped grooves to provide gastketless sealing, or to restrain the gasket against blow-out.
D. Glands, bolts, and gaskets shall be manufactured in accordance with AWWA
C153. Bolts and nuts shall be grade 2 or higher. 2.03 Pipeline Identification
A. All polyethylene pipe shall be black, and shall contain a continuous colored stripe, 2 inches wide, located at no greater than 90 degree intervals around the pipe. Stripes shall be impregnated or molded into the pipe by the manufacturer. Application of the stripes after manufacture is not acceptable. Stripe color shall be:
1. Potable Water Mains - blue stripes 2. Reclaimed Water Mains - purple stripes 3. Force Mains - brown stripes 4. Sanitary Sewer - green stripes 5. Storm Sewer - no stripes required
2.04 Locating Wire
Locating wire shall be color-coded 12 gauge continuous insulated wire. Color coding shall be similar to pipeline identification colors. Three locate wires shall be pulled with the pipe.
PART 3 EXECUTION 3.01 General
A. Locate positions of entry and exit pits, establish elevation and horizontal datum for bore head control, and lay out pipe assembly area. Lay out and assemble pipe in a manner that does not obstruct adjacent roads, and commercial or residential activities adjacent to construction areas.
B. Proposed deviations from the bore path due to underground obstructions shall be
approved by the Engineer prior to construction.
C. As-built variance from designed borepath shall be within 6 inches in the vertical plane and within 2 feet in the horizontal plane.
D. Final acceptance including final payment of directional bored pipelines will not be made until directional bore logs have been submitted and the information on the bore logs documents the depth of the installed pipeline is in accordance with these specifications.
3.02 Directional Drilling
A. The installation of pipeline by directional drilling shall be within the limits indicated on the drawings.
B. Install erosion control measures and dewater as required.
C. Steering of the bore must be performed with a method approved by the boring
equipment manufacturer. Such methods include walkover, wire line, wire line with surface grid and other accepted methods. Use a locating and tracking system capable of ensuring that the proposed installation is installed as intended. The locating and tracking system must provide information on:
1. Clock and pitch information 2. Depth 3. Transmitter temperature 4. Battery status 5. Position (x,y) 6. Azimuth, where direct overhead readings (walkover) are not possible (i.e.
subaqueous or limited access transportation facility)
D. Ensure proper calibration of all equipment before commencing drilling operation. Take and record alignment readings or plot points such that elevations on top of and offset dimensions from the center of the product to a permanent fixed feature are provided. Such permanent fixed feature must have prior approval of the Engineer/Owner. Provide elevations and dimensions at all bore alignment corrections (vertical and horizontal) with a minimum distance between points of 20 feet. Provide a sufficient number of elevations and offset distances to accurately plot the vertical and horizontal alignment of the installed product. A minimum of three elevation and plot points are required.
E. The depth of the directional drilling shall be the minimum necessary to prevent
surface heave, unless the drawings require the installation to be at deeper depths. In no case shall mains 4” and larger have less than 4-ft cover at road crossings. Any proposed changes to the depth of the directional bore from what is shown on the drawings must be approved by the Engineer in writing, prior to commencement of drilling.
F. Borings shall be conducted using a mechanical boring head, assisted by and
cooled by drilling fluid of low pressure and volume. Material Safety Data Sheets must be provided and approved by the Engineer for all drilling slurry compounds.
G. Back reaming shall be conducted to enlarge and prepare the bore hole for pipe
installation. Minimize potential damage from soil displacement or settlement by limiting the ratio of the bore hole to the product size. The size of the back reamer
bit or pilot bit, if no back reaming is required, shall be limited relative to the product diameter to be installed as follows:
Maximum Pilot or Back-Reamer Bit Diameter (When Rotated 360 Degrees)
Nominal Pipe Diameter (In) Bit Diameter (In) 4 8 6 10 8 12
10 14 12 and larger Pipe Outside Diameter Plus 6 In.
H. Drilling fluids are to use a mixture of bentonite clay or other approved stabilizing
agent mixed with potable water with a minimum pH of 6.0 to create the drilling fluid for lubrication and soil stabilization. Vary the fluid viscosity to best fit the soil conditions encountered. Do not use any other chemicals or polymer surfactants in the drilling fluid without written consent from the Engineer. Certify to the Engineer in writing that any chemicals to be added are environmentally safe and not harmful or corrosive to the facility. Water for mixing the drilling fluid shall be potable water, procured by the Contractor.
I. Ensure adequate removal of soil cuttings and stability of the bore hole by
monitoring the drilling fluids such as the pumping rate, pressures, viscosity and density during the pilot bore, back reaming and pipe installation. Obtain the Engineer’s approval of the location and all conditions necessary to construct relief holes to relieve excess pressure and ensure the proper disposition of drilling fluids is maintained.
J. Minimize heaving during pull back. The pull back rate used shall maximize the
removal of soil cuttings without building excess down hole pressure. Contain excess drilling fluids at entry and exit points until they are recycled or removed from the site or vacuumed during drilling operations. Entry and exit pits are to be of sufficient size to contain the expected return of drilling fluids and soil cuttings.
K. Ensure that all drilling fluids are disposed of or recycled in a manner acceptable
to the appropriate local, state, or federal regulatory agencies. If in the drilling process it becomes evident that the soil is contaminated, contact the Engineer immediately. Do not continue drilling without the Engineer’s approval.
L. Install the carrier in the bore hole within the same day that the pre-bore is
completed to ensure stability. 3.03 Pipe Joining
A. High density polyethylene pipe shall be heat fused and pressure tested as per manufacturer's guidelines before installation in the bore hole. During assembly and prior to pullback, pipe must be laid out in such a way as to minimize interference to pedestrian and vehicular traffic.
B. Branch connections to the main shall be made with polyethylene saddle fittings or mechanical joint ductile iron tees.
C. Joints between plain end polyethylene pipes and polyethylene fittings shall be
made by butt fusion, and joints between the polyethylene main and saddle branch polyethylene fittings shall be made using saddle fusion using only procedures that are recommended by the pipe and fitting manufacturer. External and internal beads shall not be removed.
D. Connect polyethylene pipe to hydrants, valves, and ductile iron fittings using a
mechanical joint adapter with a gland ring. Place gland ring behind adapter prior to fusing. Fuse using an electrofusion coupling in accordance with manufacturer’s recommendations. After fusing, connect to mechanical joint. Restrain all non-polyethylene pipe and pressure test connections as required in individual pipeline specification sections.
E. Connect polyethylene pipe to above grade valves and fittings using mechanical
flange adapters. The flange adapters are to be self-restrained.
F. Install all mechanical joints and flange connections in accordance with the manufacturer's recommended procedure. At least 1 hour after initial assembly, flange connections shall be re-tightened following the tightening pattern and torque step recommendations of the manufacturer. The final tightening torque shall be 100 ft-lbs or less as recommended by the manufacturer.
G. Install required locator wire (if any) along polyethylene pipe prior to pulling
through bore hole. Tape wire to pipe every 5 feet minimum along the pipeline.
H. After pulling pipe, clean exposed ends for installation of fittings, test locator wire for continuity.
3.04 Boring Failure
A. If an obstruction is encountered during boring which prevents completion of the installation in accordance with the drawings and specifications, either remove the pipe or abandon the pipe in place at the discretion of the Engineer.
B. If pipe cannot be withdrawn and Engineer approves abandoning the pipe in
place, cut pipe off at least 3 feet below ground surface, fill annular space and pipe with excavatable flowable fill and cap ends of pipe with blind flange.
C. In the event of failure to install pipe, retain possession of pipe and remove it from
the site. D. Upon approval of the Engineer, fill the abandoned bore hole with excavatable
flowable fill.
E. Submit a new installation procedure and revised plans to the Engineer for approval before resuming work at another location.
F. If, during construction, damage is observed to the facility, cease all work until resolution to minimize further damage and a plan of action for restoration is obtained and approved by the Engineer.
G. If the submitted boring logs indicate the installed alignment does not meet
vertical or horizontal alignment requirements, the boring is considered a failure, and the directional bored pipeline shall be either re-bored or otherwise remedied at the discretion of the Owner.
3.05 Disposal of Surplus Fluids
A. All drill fluid excess shall be contained in entry and/or exit pits and pumped as needed into additional on-site storage tanks, tanker trucks, vacuum trucks, etc. Dispose of excess drill fluid offsite as allowed by local rules and regulations.
B. Dispose of all material not needed or not suitable for backfilling over or around
the entry and receiving pits. The disposal shall be subject to local codes and regulations.
3.06 Restoration
After extraction, drill fluids, pits, work areas, staging and storage areas are to be restored to equal or better condition than pre-construction condition.
3.07 Testing and Disinfection
A. After pulling pipe into position, but before attachment of adjacent sections of pipe, disinfect if required in accordance with individual pipeline sections.
B. Test the locate wire for continuity and submit report documenting the continuity
testing. Repair or replace locate wire at failed test locations as directed by Owner.
3.08 Pressure and Leakage Testing (Polyethylene Mains)
A. Conduct hydrostatic pressure testing of installed polyethylene pipe in accordance with ASTM F2164.
B. Piping shall be slowly filled with water and all air expelled. Care shall be taken
that all air valves are installed and open in the section being filled, and that the rate of filling does not exceed the venting capacity of the air valves.
C. Subject pipeline to be tested to a 4 hour expansion phase prior to commencing
leakage testing. Pipeline expansion shall be accomplished by applying hydrostatic test pressure of 100 psi. In order to compensate for the initial expansion of the pipeline, add sufficient make-up water at hourly intervals to return to the required test pressure. At the end of the fourth hour, the test phase is to commence.
D. At the conclusion of the fourth hour of the expansion phase, fill the pipeline again
with makeup water to return to the test pressure. The test phase shall consist of
a two hour or three hour pressure test, as required by the Engineer. At the end of the test phase, measure the amount of makeup water required to return to the test pressure. The pipeline passes the pressure test if the makeup water required does not exceed the following:
Nominal Pipe
Size (In) Allowable Makeup Water (Gallons / 100 Ft Of Pipeline)
Two Hour Test Three Hour Test 4 0.25 0.40 6 0.60 0.90 8 1.0 1.5
12 2.3 3.4 16 3.3 5.0 18 4.3 6.5 20 5.5 8.0 24 8.9 13.3 28 11.1 16.8
D. If any defects or leaks are revealed, they should be corrected and the pipeline
retested after a minimum 24 hour recuperation period between tests. Total testing conducted on a section of pipeline shall not exceed 8 hours within a 24 hour period.
E. All apparent leaks discovered within two years from the date of final acceptance
of the work by the Owner shall be located and repaired by Contractor, regardless of the total line leakage rate.
END OF SECTION
SECTION 02505
PIPELINE REMOVAL AND ABANDONMENT PART 1 GENERAL 1.01 Section Includes
Pipeline removal, abandonment, including pipeline grouting, pipe salvage, pipe disposal of pipelines located outside buildings.
1.02 Related Sections
A. Section 01550 - Maintenance of Traffic
B. Section 02230 - Site Preparation 1.03 References
A. American Water Works Association (AWWA) and American National Standards Institute (ANSI) latest edition:
1. ANSI/AWWA C110/A21.10 - Ductile Iron and Gray Iron Fittings 2. ANSI/AWWA C153/A21.53 - Compact Ductile Iron Fittings
B. All work associated with asbestos material shall be performed in accordance with
the standards listed below and all other applicable local, State, or Federal standards.
1. Florida Administrative Code, Chapter 17-251, “Asbestos” 2. National Emission Standards Hazardous Air Pollution (NESHAP), 40 CFR
61, subpart M. 3. U.S. Occupational Safety and Health Administration (OSHA), 29 CFR,
Part 1926, Subpart Z 4. Environmental Protection Agency (EPA) Asbestos Abatement Worker
Protection Rule 5. Florida Statutes Chapters 255.551 - 255.565 and 469.
1.04 Definitions
A. Pipeline Abandonment - isolate from active pipelines, remove from service, dispose of pipeline contents, plug pipeline, leave pipe in place.
B. Pipeline Removal - isolate from active pipelines, remove from service, dispose of
pipeline contents, remove pipe, valves, fittings, dispose or stockpile removed materials as required.
C. Take Out of Service - see “pipeline abandonment”.
D. Asbestos Abatement - the removal, encapsulation, enclosure, or disposal of asbestos.
1.05 Submittals
A. Grout mixture data
B. Asbestos abatement contractor/subcontractor licensing (if required).
C. Asbestos abatement contractor/subcontractor. Provide at least three (3) references for asbestos abatement work including the name of the project, description of asbestos abatement work, contact person name, organization, and phone number.
D. Pipeline grouting contractor/subcontractor licensing and qualifications.
E. Provide documentation that the contractor or subcontractor performing the
asbestos abatement work has liability insurance with a pollution endorsement against claims or claim expenses arising from any asbestos abatement project.
1.06 Qualifications
A. All work associated with the removal or taking out of service of existing asbestos cement pipelines shall be performed by a licensed asbestos abatement contractor or subcontractor registered in the State of Florida. Licensure as an asbestos consultant or contractor is not required for the repair, maintenance, removal, or disposal of asbestos-containing pipe or conduit, if:
1. The pipe or conduit is used for electrical, electronic, communications,
sewer, or water service; 2. The pipe or conduit is not located in a building; 3. The pipe or conduit is made of Category I or Category II nonfriable
material as defined in NESHAP; and 4. All such activities are performed according to all applicable regulations,
including work practices and training, per OSHA 29 CFR, part 1926. 1.07 Regulatory Requirements
Contact the local governing agency having jurisdiction prior to removal or taking out of service of any asbestos material and obtain all required permits and licenses and issue all required notices. Pay all fees associated with permits, licenses and notices to the governing regulatory agencies.
PART 2 PRODUCTS 2.01 Fittings
A. Fittings shall be manufactured of ductile iron, conforming to ANSI/AWWA C110/A21.10 or ANSI/AWWA C153/A21.53.
B. All full body (C110/A21.10) fittings shall be pressure rated to 250 psi, minimum. All compact fittings (C153/A21.53) shall be pressure rated to 350 psi, minimum.
2.02 Concrete Grout
A. Provide grout with minimum 28 day compressive strength of 1000 psi, minimum slump of 5 inches, maximum slump of 9 inches. The grout mixture per cubic yard shall be:
1. Cement - 500 pounds 2. Fly Ash - 500 pounds 3. Water - 350 pounds (42 gallons) 4. Sand - 2248 pounds 5. Air entrainment admixture (Darex or equal) - 3 ounces 6. Bentonite - 6 pounds (to be mixed with sufficient water to form colloidal
mixture, added at the job site) PART 3 EXECUTION 3.01 Preparation
Implement traffic control measures prior to construction. 3.02 Pipe Isolation
A. Where indicated on the Drawings, line stops shall be utilized to isolate portions of pressurized mains.
B. In lieu of line stops, the use of existing valves may be used to isolate portions of
the pipeline. Provide a written proposal showing existing valves to be closed to provide isolation. Review of proposal will be conducted by Engineer and Utility to determine affected area. In no case will service to residences and businesses affected by the isolation be allowed to be interrupted by more than 1 hour.
C. Line stops shall be completed while the pipelines are pressurized.
D. Line stops shall consist of a line stop fitting, stopping valve, blind flange for
installation after stop is completed, and 1 inch equalization/purge fitting.
E. Provide additional pipe restraining in the vicinity of the line stop for preventing pipe movement due to any unbalanced forces created by the line stop and subsequent cutting and removal of existing pipe adjacent to any line stop.
F. In the event a pressurized potable water pipeline that will remain in service loses
pressure to less than 20 psi, disinfect the water main and submit bacteriological test results to the Florida Department of Environmental Protection. Satisfactory test results are required to be submitted for tests conducted on two consecutive days.
3.03 Pipe Cutting and Plugging
A. Cut all pipe as necessary. Cut sections of pipe shall be reamed or filed to remove all burrs. The contents of the pipe are to be removed and disposed as allowed by local rules and regulations.
B. Plug ends of pipe to remain in accordance with the following:
1. Remaining pressurized pipe (non-asbestos pipe) - install ductile iron plug
or cap fitting. Pour concrete thrust restraint block or implement other restraining measures to prevent pipe movement.
2. Remaining non-pressurized pipe - grout ends of pipe or install ductile iron cap fitting.
3. Remaining asbestos pipe - grout ends of pipe. 3.04 Removal of Existing Non-Asbestos Pipe
A. Uncover and remove existing pipe as shown on the Drawings. Do not remove pipe until the new pipe is installed and placed in operation.
B. All buried pipe uncovered and removed from the trench shall be properly disposed
unless the Drawings or this specification section require the pipe to be salvaged to the Owner.
3.05 Asbestos Cement Pipe Removal / Abandonment
A. Wherever possible, asbestos cement pipe is to remain undisturbed and abandoned. In order to abandon pipe, if there are portions that require pipe cutting or breaking, then the Contractor is to provide a list of proposed cuts and breaks and is to be able to demonstrate that pipe abandonment is not feasible without performing the proposed pipe cutting and breaking. Do not proceed with the proposed pipe cutting or breaking until authorized by the Owner and all required permits have been secured.
B. Post warning signs around the perimeter of all asbestos work area enclosures
and support areas. Warning signs shall conform to OSHA requirements for size and wording.
C. All workers that perform tasks that result in asbestos exposure shall wear
respirators in accordance with OSHA requirements.
D. Preventing dust dispersion is the primary means of controlling the spread of asbestos. Whenever practical, the point of pipe cutting and or removal shall be isolated, enclosed, covered, or shielded from the workers in the area.
E. Wet methods, or wetting agents, to control employee exposures during asbestos
handling, mixing, removal, cutting, application, and cleanup is required.
F. Where asbestos containing material is to be removed, the material shall be thoroughly wetted prior to and during its removal. The material shall be removed in an intact state unless the Contractor demonstrates that intact removal is not possible.
G. Prompt clean-up and disposal of wastes and debris contaminated with asbestos in leak-tight containers is required. Waste asbestos containing materials shall be bagged using two layers of 6 mil plastic bags and is to be sealed. The material must remain saturated until the waste container is sealed.
H. Removed asbestos containing materials shall be disposed of offsite, and the
disposal is to meet all local and state requirements. 3.06 Pipeline Abandonment Schedule (Schedule of Pipe Taken Out of Service)
A. Remove or abandon (take out of service) in accordance with information shown on the Drawings. Abandonment (taking out of service) shall be in accordance with the following schedule:
Pipes Under Roadways or Less than 5-ft from Edge of Pavement
2 Inch and Larger Pipe Fully Grout along entire length Pipe Smaller than 2 Inches Cap or grout the ends of the pipe
Pipes Outside Roadways (5-Ft or More from Edge of Pavement) Ductile Iron Pipe (All Sizes) Cap or grout the ends of the pipe Asbestos Cement Pipe (All Sizes) Grout ends of pipe 2 Inch and Larger Size (Other Than Ductile Iron, Asbestos Cement)
Fully grout pipe along entire length
Pipe Smaller than 2 Inches Cap or grout the ends of the pipe 3.07 Pipeline Grouting
A. The grouting program shall consist of pumping sand cement grout at pressures necessary to fill pipe sections.
B. Introduce grout to lowest end of pipeline in order to displace air and entrapped
material within the pipeline.
C. Grouting of pipe shall be completed in sections not exceeding 400 feet in length and shall not be completed in more than 3 stages, with the final stage containing at least 50 percent of the volume to be grouted for the section.
D. One set of three 3 inch x 6 inch sample test cylinders shall be made for each
grout mix preparation.
E. The pump used for grouting shall be a continuous flow positive displacement model with a pugmill type mixing vat having a minimum shaft speed of 60 rpm and incorporated as an integral part of the equipment. Alternate equipment may be used subject to the approval of the Engineer. The rate of pumping shall not exceed 6 cubic feet per minute.
F. Grout shall not be allowed to set up until the line being filled is full and there is
still free flowing grout from the far end of each section.
G. Provide records at the end of each day’s grouting operations that document the grout quantity pumped.
3.08 Restoration
Restore all areas disturbed as a result of pipeline removal and abandonment to equal or better condition than the existing condition.
END OF SECTION
SECTION 02510
WATER AND RECLAIMED WATER DISTRIBUTION SYSTEMS PART 1 GENERAL 1.01 Section Includes
A. Piping and fittings for water, fire, and reclaimed water distribution systems
B. Valves and hydrants
C. Testing and disinfection 1.02 Related Sections
Section 02320 - Trenching, Bedding and Backfilling 1.03 References
A. American Water Works Association (AWWA) and American National Standards Institute (ANSI) latest edition:
1. ANSI/AWWA C104/A21.4 - Cement Mortar Lining for Ductile Iron Pipe
and Fittings for Water 2. ANSI/AWWA C105/A21.5 - Polyethylene Encasement for Ductile Iron
Pipe Systems 3. ANSI/AWWA C110/A21.10 - Ductile Iron and Gray Iron Fittings, 3 Inch
Through 48 Inch, for Water 4. ANSI/AWWA C111/A21.11 - Rubber Gasket Joints for Ductile Iron
Pressure Pipe and Fittings 5. ANSI/AWWA C115/A21.15 - Flanged Ductile Iron Pipe with Ductile Iron or
Gray Iron Threaded Fittings 6. ANSI/AWWA C150/A21.50 - Thickness Design of Ductile Iron Pipe 7. ANSI/AWWA C151/A21.51 - Ductile Iron Pipe, Centrifugally Cast, for
Water 8. ANSI/AWWA C153/A21.53 - Compact Ductile Iron Fittings for Water
Service 9. AWWA C502 - Dry Barrel Fire Hydrants 10. AWWA C504 - Rubber Seated Butterfly Valves 11. AWWA C509 - Resilient Seated Gate Valves for Water Supply Service 12. AWWA C550 - Protective Epoxy Interior Coatings for Valves and
Hydrants 13. AWWA C600 - Installation of Ductile Iron Water Mains and Their
Appurtenances 14. AWWA C605 - Underground Installation of PVC Pipe and Fittings for
Water 15. AWWA C651 - Disinfecting Water Mains 16. AWWA C800 - Underground Service Line Valves and Fittings
17. AWWA C900 - PVC Pressure Pipe, and Fabricated Fittings, 4 Inch Through 12 Inch, for Water Distribution
18. AWWA C901 - Polyethylene Pressure Pipe and Tubing, ½ Inch Through 3 Inch for Water Service
19. AWWA C905 - PVC Pressure Pipe and Fabricated Fittings, 14 Inch Through 48 Inch
20. AWWA C906 - Polyethylene Pressure Pipe and Fittings, 4 Inch Through 63 Inch for Water Distribution and Transmission
21. AWWA M23 - PVC Pipe Design and Installation Manual
B. American Society for Testing and Materials (ASTM) latest edition:
1. ASTM A307 - Carbon Steel Bolts and Studs 2. ASTM A536 - Ductile Iron Castings 3. ASTM D1784 - Rigid PVC Compounds and CPVC Compounds 4. ASTM D1785 - PVC Plastic Pipe, Schedules 40, 80 and 120 5. ASTM D2000 - Classification System for Rubber Products in Automotive
Applications 6. ASTM F1674 - Test Method for Joint Restraint Products for Use with PVC
Pipe 7. ASTM F2164 - Field Leak Testing of Polyethylene (PE) Pressure Piping
Systems Using Hydrostatic Pressure 1.04 Definitions
Reclaimed Water = Unrestricted public access reuse water as defined by FAC 17-610 1.05 Submittals
A. Detailed layout drawings for all pipelines 6 inches and larger.
B. Details of joints for all piping 6 inches and larger.
C. Product data for gaskets for all piping.
D. Product data for all pipe over 6 inches in diameter.
E. Piping specialties and installation details.
F. Product data and installation procedures for joint and pipe restraint
G. Certification of pipe and fittings coatings 1.06 Quality Assurance
The contractor installing the underground fire protection piping shall hold a class I, II, or V level certification as issued by the State of Florida, as required by FS 633.021(15).
1.07 Product Delivery, Storage, and Handling
Exercise care in transporting and handling pipe and fittings in order to avoid damage to materials or coatings. Lifting shall be by hoist or on skids when hand lifting is not feasible. Dropping shall not be permitted. Store pipe as recommended by the manufacturer. Damaged pipe and fittings shall be replaced.
PART 2 PRODUCTS 2.01 Ductile Iron Pipe
A. Buried pipe shall conform with ANSI/AWWA C150/A21.50 and C151/ A21.51, and shall have a minimum working pressure of 150 psi. Buried pipe shall comply with the following pressure class (PC) designations unless otherwise indicated on the Drawings:
1. 12 inch diameter and smaller = PC 350 2. 14 inch through 24 inch diameter = PC 250 3. 30 inch through 64 inch diameter = PC 200
B. Exposed pipe 4” and larger shall be flanged and shall conform with AWWA/ANSI
C115/A21.15, and shall have a minimum working pressure of 150 psi. Flanged pipe shall comply with the following thickness class (TC) designations unless otherwise indicated on the Drawings:
1. 4 inch diameter = TC 54 2. 6 inch through 24 inch diameter = TC 53
C. All flanges shall be class 125, and shall be fully machine faced after being
screwed tightly on the pipe. Bolts and nut shall conform to ASTM A307, Grade B. 2.02 Fittings for Ductile Iron and PVC Pipe
A. Fittings shall be manufactured of ductile iron, conforming to ANSI/AWWA C110/A21.10 or ANSI/AWWA C153/A21.53.
B. All full body (C110/A21.10) fittings shall be pressure rated to 250 psi, minimum.
All compact fittings (C153/A21.53) shall be pressure rated to 350 psi, minimum.
C. Fitting joints shall be compatible with the type of pipe in use or specified, e.g., flange fittings for flange pipe and mechanical joint for mechanical joint pipe and push-on joint pipe.
2.03 Linings and Coatings for Ductile Iron Pipe and Fittings
A. Interior lining shall be standard thickness cement mortar lining and bituminous seal coat, conforming to ANSI/AWWA C104/A21.4.
B. Exterior coating for buried pipe and fittings shall be a petroleum asphaltic coating
in accordance with ANSI/AWWA C110/A21.10.
C. Exterior coating of exposed pipe and fittings shall be factory applied rust inhibiting epoxy primer, minimum 3 mils dry film thickness. After installation,
exterior surfaces shall be painted with two coats Tnemec Series 2 Tneme-Gloss, Glidden Life Master Pro High Performance Acrylic No. 6900 Series, or equal, at minimum 4 mils dry film thickness per coat. Paint color to be in accordance with local utility requirements.
2.04 Joints for Ductile Iron Pipe and Fittings
A. Mechanical and push-on joints shall be rubber gasketed, conforming to ANSI/AWWA C111/A21.11. Mechanical joint bolts and nuts shall conform to ASTM A307, Grade B. Ductile iron glands shall be provided with ductile iron pipe.
B. Lubricants other than that furnished by the pipe manufacturer with the pipe shall
not be used. 2.05 Restrained Joints for Ductile Iron Pipe and Fittings
A. Restrained joints shall be in accordance with DIPRA, "thrust restraint designed for Ductile Iron Pipe," utilizing laying condition 3, a pressure of 150 psi or greater, the type soil encountered, and the depths of the cover shown on the drawings.
B. Restrained joints shall be American Fast Grip Gasket, Flex-ring, Field Flex Ring,
Lok-Ring, US Pipe TR-Flex, EBAA Megalug, or equal.
C. Pipe joints shall be restrained upstream and downstream of fittings in accordance with the manufacturer’s requirements or the table shown in the drawings, whichever is greater.
2.06 Schedule 40, 80 and 120 PVC Pipe and Fittings
A. Pipe shall be manufactured from PVC 1120 and shall conform to ASTM D1785. Nominal size of pipe shall be as indicated on the Drawings.
B. Joints may be either solvent weld type or push-on joints using gasket approved
by the Engineer. The bell shall be integral with the pipe and of equal or greater pressure rating. The bell of pipe and fittings using push-on joints shall have an integral groove to retain the gasket in place.
C. Fittings shall be manufactured of the same material as the pipe and shall have
the same type of joints. Schedule 40 fittings shall conform to ASTM D2466. Schedule 80 fittings shall conform to ASTM D2467.
D. Provide adapters as required to join PVC pipe-to-pipe, fitting, and equipment of
other materials.
E. Solvent cement shall be as recommended by the pipe manufacturer and shall conform to ASTM D2564.
F. Pipe and fittings shall be NSF approved for the usage to which they will be
applied.
2.07 PVC Pressure Pipe
A. Pipe 4 inch through 12 inch diameter shall conform to AWWA C900.
B. Pipe 14 inch through 36 inch diameter shall conform to AWWA C905.
C. Pipe shall conform to ASTM D1784, Type I, Grade I, 4000 psi design stress, and shall be National Sanitation Federation (NSF) approved.
D. Water main and reclaimed water main pipe shall be class 150 (DR18), fire mains
shall be class 200 (DR 14). All pipe shall contain markings on each section showing conformance to the above specifications.
E. PVC pipes shall be color coded and stenciled (2 inch lettering on two sides of the
pipe in at least three areas per pipe section) in accordance with the following:
1. PVC Water Main and Fire Main - Blue pipe, stenciled “Potable Water Main”.
2. PVC Reclaimed Water Main - Purple pipe, stenciled “Reclaimed Water Main”.
2.08 PVC Pressure Pipe Joints
A. Joints shall be rubber gasketed conforming to AWWA C900 or C905
B. The bell shall be integral with the pipe and of equal or greater pressure rating. The bell of pipe and fittings using push-on joints shall have an integral groove to retain the gasket in place.
C. Provide adapters as required to join PVC pipe to pipe, fittings and equipment of
other materials. 2.09 Restrained Joints for PVC Pressure Pipe
A. Mechanical devices shall be full circumferential contact compression type consisting of two rings connected across the pipe joint with restraining rods and associated hardware.
B. The pipe bell ring shall be a single piece ductile iron retainer ring that slides over
the pipe lain end up to the pipe bell. The pipe plain end ring shall be a two piece ductile iron restrainer with a serrated-face to contact the pipe.
C. The restrainer shall be assembled on the pipe with side clamping bolts and nuts.
The design tolerances to which the restrainer is machined will prevent over-tightening which would weaken or damage the pipe.
D. Ductile iron rings shall be ASTM A536, Grade 65-45-12. Connecting bolts shall
be in accordance with ANSI/AWWA C111/A21.11.
E. The restraining devices shall be rated for a working pressure equivalent to the pressure rating of the pipe and shall meet or exceed the requirements of ASTM
F1674. The devices shall be Uni-Flange Block Buster Series 1350 or Engineer approved equal.
2.10 Polyethylene (PE) Pressure Pipe and Tubing, Joints and Fittings (½ Inch through 3
inch)
A. Polyethylene pipe ½ -3 inch diameter for main line piping shall be polyethylene pipe (not tubing) in accordance with AWWA C901, standard code designation PE 3408, DR 9 (outside diameter based dimension ratio), PC 200. Pipe and fittings shall be NSF approved for the usage to which they are to be applied.
B. Polyethylene tubing ½ -3 inch diameter for services shall be polyethylene tubing
in accordance with AWWA C901, standard code designation PE 3408, DR 9 (outside diameter based dimension ratio), PC 200, and shall be NSF approved.
C. Joints in SDR-PR PE pipe shall be butt heat fusion or socket heat fusion type.
D. Fittings shall be manufactured of the same material as the pipe and shall be of
the same DR.
E. Provide adapters as required to join PE pipe-to-pipe, fittings and equipment of other materials.
2.11 Polyethylene Pipe and Fittings (4 Inch and Larger)
A. Polyethylene pipe and fittings shall be in accordance with AWWA C906, standard code designation PE 3408, DR 11, PC 160. The manufacturer shall certify that the materials used to manufacture pipe and fittings meet these requirements. The pipe sizing shall be in accordance with Ductile Iron Sizing System (DIOD).
B. Polyethylene Flange Adapters shall be made with sufficient through-bore length
to be clamped in a heat fusion joining machine without the use of sub-end holder. The sealing surface of the flange adapter shall be machined with a series of small v-shaped grooves to provide gastketless sealing, or to restrain the gasket against blow-out.
C. Back-Up Rings and Flange Bolts. Flange adapters shall be fitted with lap joint
flanges pressure rated equal to or greater than the mating pipe. The lap joint flange bore shall be chamfered or radiused to provide clearance to the flange adapter radius. Flange bolts and nuts shall be grade 2 or higher.
D. All polyethylene pipe shall be black, and shall contain a continuous colored
stripe, 2 inches wide, located at no greater than 90 degree intervals around the pipe. Stripe color shall be:
1. Potable Water Mains - blue 2. Reclaimed Water Mains - purple
2.12 PVC Service Lines
All 2 inch and 2½ inch PVC service lines shall be ASTM D2241, SDR 21, class 200, and shall be National Sanitation Federation (NSF) approved.
2.13 Service Saddles
Ductile iron bodies in accordance with ASTM A536, with double stainless steel straps, bolts, washers and nuts. Stainless steel to be Type 304. Nuts to be Teflon coated. Ductile iron body to be fusion bonded nylon coating, minimum thickness 12 mils. Outlet of saddle to have NPT threads.
2.14 Polyethylene Encasement
A. Provide virgin polyethylene encasement in conformance with AWWA C105/A21.5. Polyethylene to be Type I, Grade E-1, 0.4 maximum flow rate, 1200 psi minimum tensile strength, 300 percent minimum elongation, 800 volt/mil thickness minimum dielectric strength.
B. Polyethylene material shall have a minimum nominal thickness of .008 inch (8
mils). The minus tolerance on thickness shall not exceed 10 percent of the nominal thickness.
2.15 General Valve Requirements
A. Unless otherwise indicated or specified, all valves two inches and smaller shall be all brass or bronze; valves over two inches shall be iron body, fully bronze or bronze mounted.
B. Where required for satisfactory operation of valves, provide valve operators,
extension stems, stem guides, cast iron valve boxes, floor boxes, handwheels, operator stands, position indicators, and other valve appurtenances. Extension stems shall be complete with guide bearings, wrench nut, and tee handle wrench. All machinery stuffing boxes shall be packed with material selected for the service intended. Maintain all packing until final acceptance by the Owner.
C. Manufacturer's name, service, and pressure marking shall be cast into the body.
D. Valve operators shall be sized for operation at the pressure and flow conditions
required for proper operation.
E. Manual operators for exterior buried valves shall conform to AWWA C504.
F. Valve shafts shall be one piece extended completely through the disc or stub shafts extending 1½ times the shaft diameter into the disc. Valve shaft diameter shall be as required by AWWA C504. Valve shafts shall be 304 or 316 stainless steel. Disc to stem connections or turned down portions of shafts shall be designed to transmit shaft torque equivalent to 75% of the required shaft diameter. Bushings shall be of reinforced Teflon, luberized bronze, or stainless steel. Seals may be preloaded by packing gland mechanism.
G. Manual valve operators shall be designed to hold the valve disc in any intermediate position between fully opened and fully closed without creeping or fluttering. The operator shall be capable of transmitting sufficient torque to open or close each valve under the most adverse operating conditions. An indicating arrow shall be provided to give full closed, full open, or intermediate disc position indicators.
H. Extension stems shall be provided for all valves in buried locations and in other
locations where indicated on the Drawings.
I. Extension stems shall be fabricated from solid steel shafting not smaller in diameter than the stem of the valve or from galvanized steel pipe having an internal diameter not smaller than the diameter of the valve stem. Stem couplings shall be both threaded and keyed to the coupled stems and shall be of standard design and construction. Pipe couplings will not be acceptable.
J. Stems for buried valves shall extend to within 6 inches of the surface of the
ground. Each extension stem shall be connected to the valve operator with a suitable universal joint type coupling. All connections shall be pinned. Each extension stem shall be provided with spacers which will center the stem in a valve box having an inside diameter of approximately 5 inches, and shall be equipped with a standard AWWA wrench nut as described in AWWA C500, except where handwheels are indicated.
2.16 Linings and Coatings for Valves
A. Valves 4 inches and larger and hydrants shall be lined and coated.
B. Buried and exposed valves shall be coated inside and out with a rust inhibiting epoxy primer, followed by an epoxy coating meeting the requirements of AWWA C550, applied at the factory.
C. After installation, exterior surfaces of exposed valves shall be painted with two
coats Tnemec Series 2 Tneme-Gloss, Glidden Life Master Pro High Performance Acrylic No. 6900 Series, or equal, at 4 mils minimum dry film thickness per coat. Paint color to be in accordance with local utility requirements.
2.17 Gate Valves
A. Standard gate valves (pressure up to 75 psi) 2½ inches and smaller shall be Powell Fig. 500, Jenkins Fig. 62, or equal. Where pressure is 75 psi - 250 psi, gate valves 2½ inches and smaller shall be Powell Fig. 380, Jenkins Fig. 270, or equal.
B. Gate valves 3 inches and larger shall be resilient wedge gate valves, conforming
to AWWA C509. The valves shall be iron body, cast iron fully encapsulated molded rubber wedge complying with ASTM D2000, non-rising stem with O-ring seals. Valves shall open counterclockwise. Valves shall be Mueller 2360 Series, American Series 2500, Clow F-1600 Series, or U.S. Pipe Metroseal 250.
C. Tapping valves and sleeves shall be approved AWWA type of the size required. Valves shall conform to the requirements of AWWA C509.
2.18 Air Release Valves
A. Valves shall have heavy duty compound lever operating mechanism, 316 stainless steel pivot pins and retaining rings. Valves shall be cast iron ASTM A48, class 35, 316 stainless steel trim and float. Valves shall have adjustable orifice button, 316 stainless steel, with Buna-n seating. Provide ½" threaded outlet and stainless steel plug for top cover and body drain. Valves shall be capable of withstanding operating pressures of 150 psi.
B. Valves shall be Valmatic 202C or Empire 940.
2.19 Butterfly Valves
A. Butterfly valves shall meet or exceed the design strength, testing and performance requirements of AWWA C504, Class 150.
B. Valve body shall be mechanical joint end type valve constructed of cast iron or
ductile iron.
C. Disc shall be one piece cast design with no external ribs transverse to flow. Disc shall be cast iron or ductile iron.
D. The resilient seat shall mate with a 304 or 316 stainless steel surface.
E. Valve seats for valves 14 inch diameter and larger shall be mechanically
retained, and may be installed on either the body or disc. O-ring seats on valve discs are unacceptable. Seats for valves 14 inch diameter and larger shall be fully field replaceable without the use of special tools.
F. Operators of the enclosed traveling-nut type shall be provided unless otherwise
indicated.
G. Valves shall be Mueller Lineseal B-3211, Kennedy BFV-84, Clow 1450, or DeZurik AWWA Series.
2.20 Corporation Stops
Corporation stops shall be 1 inch, 1½ inch or 2 inch brass, equipped with connections suitable for service piping. Conformance with AWWA C800 and C901 is required.
2.21 Curb Stops
Curb stops shall be manufactured of 85-5-5-5 bronze conforming to ASTM B62. Curb stops shall be sized to match the meter size. Conformance with AWWA C800 and C901 required.
2.22 Valve Boxes
A. All buried valves shall be provided with adjustable valve boxes approximately 5 inches in diameter with a minimum thickness of 3/16 inch and constructed so that the removable cover will not be thrown out by travel over it. Valve boxes shall be of sound, close grained cast iron, free from flaws and defects, built strong and rugged enough to withstand the shock of street traffic.
B. Valve boxes shall be of sufficient length to operate all valves buried in the
ground. Valve boxes shall consist of base, center section, and top section with cover.
C. Valve boxes located in unpaved areas shall be Slip Type design to permit
movement of the top section without transmitting forces onto the valve body.
D. Valve boxes shall have valve box covers with the inscription "WATER" or “RECLAIMED WATER” cast thereon.
E. All valve box covers shall be painted in an approved manner with the primer paint
being Kopper's "Glamortex" no. 622 rust primer and the finish paint shall be two coats of enamel to color as required by the utility company.
2.23 Curb Boxes
Boxes for curb stops shall be manufactured of heavy cast iron and shall be of the telescopic type with a tar base enamel coating inside and outside. Base of curb boxes shall be Minneapolis type. Covers for curb boxes shall be marked "Water" or “Reclaimed Water”.
2.24 Hydrants
A. Hydrants shall conform to AWWA C502 and shall be furnished complete with wrench and other appurtenances. Manufacturer's certification of compliance with AWWA C502 and tests listed therein will be required.
B. All hydrants shall be of breakable type, with the breakable section located slightly
above the finish ground line. Hydrants shall contain two 2½ inch hose connections and one 4½ inch steamer connections with national standard fire hose coupling screw threads, 5¼ inch valve opening, 6 inch diameter mechanical joint inlet, 1½ inch pentagon operating nut. The hydrants shall open counterclockwise.
C. All hydrants shall be painted in an approved manner with the primer paint being
Kopper's "Glamortex" no. 622 rust primer and the finish paint shall be two coats of enamel or special coating to color as required by the utility company.
D. Hydrants shall be Mueller Centurion (Traffic model A-423), American-Darling B-
84-B, Kennedy K-81A, or Clow Medallion F-2545. 2.25 Pipeline Identification Tape
A. Identification tape shall be an inert plastic film specifically formulated for prolonged underground use. Minimum thickness 4 mils, width 6 inches, letter size 1 inch. Lettering shall be continuous.
B. Tape shall be the standard product of a manufacturer regularly engaged in the
supply of this tape. Provide tape with adhesive backing for attachment to pipe.
C. Identification tape color and lettering shall be:
1. Potable Water Mains and Fire Mains - "POTABLE WATER MAIN", black printing on blue background
2. Reclaimed Water Mains - “RECLAIMED WATER MAIN”, black printing on purple background
2.26 Pipeline Warning Tape
A. Warning tape shall be 6 inch wide vinyl continuous tape, for identification and warning purposes. It shall be color coded and worded as follows:
1. Potable Water Main and Fire Main - Blue with black lettering, “CAUTION:
WATER MAIN BURIED BELOW”. 2. Reclaimed Water Main - Purple with black lettering, “CAUTION:
RECLAIMED WATER MAIN BURIED BELOW” 2.27 Locating Wire
Locating wire shall be color-coded 12 gage continuous insulated wire. Color coding shall be similar to warning tape colors.
PART 3 EXECUTION 3.01 General Installation Requirements
A. All lengths of pipe shall be dimensioned accurately to measurements established at the site, and shall be worked into place without springing or forcing.
B. Cut all pipe and drill all holes that may be necessary. Cut sections of pipe shall
be reamed or filed to remove all burrs. The pipe interior and joints shall be thoroughly cleaned before being installed and kept clean during construction.
C. All changes in direction shall be made with fittings or approved joint deflection.
Bending of pipe, except copper and polyethylene, is prohibited. Joint deflection shall not exceed 75 percent of the manufacturer's recommended maximum deflection.
D. Any transition from one pipe size to another shall be made with a reducing fitting.
Reducing bushings are prohibited except where specifically indicated on the Drawings or approved by the Engineer.
E. Make adequate provision for expansion and contraction of piping.
F. Trenching, bedding and backfilling shall be in accordance with Section 02320.
G. Valves shall be installed in all pipe ahead of appliances and equipment not furnished with stops, and elsewhere as required for proper control and isolation of sections of systems for maintenance purposes.
H. Minimum cover over pipe shall be 36 inches.
3.02 Concrete Cradles and Encasement
Concrete cradles and encasement shall be as indicated on the drawings, or as directed by the Engineer. All concrete cradles and anchors shall be of Class B concrete.
3.03 Separation of Non-Potable and Potable Water Lines
A. The horizontal separation between water mains and sanitary sewer, storm sewer, wastewater force mains, stormwater force mains, reclaimed water mains and onsite sewage treatment and disposal systems shall be in accordance with the following:
1. The outside of water mains shall be a minimum of three feet from the
outside of any existing or proposed storm sewer, stormwater force main, vacuum type sanitary sewer and reclaimed water main.
2. The outside of water mains shall be a minimum of six feet from the outside of any existing or proposed gravity sanitary sewer and wastewater force main. The minimum horizontal separation distance between the outside of water mains and the outside of gravity sanitary sewers can be reduced to three feet where the bottom of the water main is at least six inches above the top of the sewer.
3. The outside of water mains shall be a minimum of ten feet from all parts of any existing or proposed onsite sewage treatment and disposal system such as septic tanks, drainfields, and grease traps. Onsite sewage treatment and disposal systems do not include package sewage treatment facilities and public wastewater treatment facilities.
B. The vertical separation between water mains and sanitary and storm sewer,
wastewater or stormwater force mains, and reclaimed water mains shall be in accordance with the following:
1. Wherever possible, water mains shall cross over existing or proposed
gravity sanitary sewer, vacuum type sanitary sewer, and storm sewer, so the outside of the water main is at least six inches above the outside of the sewer. Where it is not possible for the water main to cross over existing or proposed gravity sanitary sewer, vacuum type sanitary sewer, and storm sewer, then the water main can cross under these types of pipeline systems provided the outside of the water main is at least 12 inches below the outside of the pipeline. At the crossing, the proposed pipe joints shall be arranged so that all water main joints are at least three feet from vacuum type sanitary sewer or storm sewer joints, and at least six feet from gravity sanitary sewer joints.
2. Wherever possible, water mains shall cross over existing or proposed reclaimed water mains, wastewater force mains and stormwater force mains. Whether the water main crosses over or under these types of pipeline systems, the outside of the water main shall be at least 12 inches from the outside of the existing or proposed reclaimed water main, wastewater force main and stormwater force main. At the crossing, the proposed pipe joints shall be arranged so that all water main joints are at least three feet from reclaimed water main joints and stormwater force main joints, and at least six feet from the joints of wastewater force mains.
C. No water main shall pass through or come in contact with any part of a sanitary
sewer manhole. D. The following are acceptable alternative construction variances where it is not
possible to meet the separation requirements, and are only to be implemented upon receipt of expressed written consent from the Engineer. Implementation of these measures without the expressed written consent of the Engineer could result in the requirement that the installed unapproved measures be removed and replaced at no cost.
1. Where a water main is less than the required minimum horizontal
distance from another pipeline and or where a water main crosses another pipeline and joints in the water main are less than the minimum required distance between the joints in the other pipeline:
a. Use of pressure rated pipe conforming to AWWA standards for a
gravity or vacuum type pipeline. b. Use of welded, fused, or otherwise restrained joints for either
pipeline. c. Use of watertight casing pipe or concrete encasement at least four
inches thick for either pipe. 2. Where a water main is less than three feet horizontally from another
pipeline and or where a water main crosses another pipeline less than the required minimum separation:
a. Use of pipe or casing pipe, having high impact strength (at least
equal to 0.25 inch thick ductile iron pipe), or concrete encasement at least four inches thick for the water main and for the other pipeline if the other pipeline coveys wastewater or reclaimed water.
3.04 Plugs
A. Installed piping systems shall be temporarily plugged at the end of each day's work, or other interruption to progress on a given line. Plugging shall be adequate to prevent entry of small animals or persons into the pipe or the entrance or insertion of deleterious materials.
B. Standard plugs shall be inserted into all dead-end pipes, tees, or crosses; spigot ends shall be capped; flanged and mechanical joint ends shall have blind flanges of metal.
C. Plugs installed for pressure testing shall be blind flanges fully secured and
blocked to withstand the test pressure.
D. Where plugging is required because of contract division or phasing for later connection, the ends of such lines shall be equipped with a permanent type plug or blind flange. Installation or removal of such plugging shall be considered incidental to the work.
3.05 Ductile Iron Pipe
A. Mechanical joints: install according to the manufacturer's specifications. Socket and gasket shall be clean and gasket shall be properly centered before joint is made.
B. Push-On Type Joints: Remove any foreign matter in the gasket seat, wipe gasket
clean, flex and place in socket. Apply thin film of lubricant to inside surface of gasket. Complete joint assembly by forcing the plain end of the entering pipe past the gasket until it makes contact with the bottom of the socket.
C. Flanged Joints: Bolt flanged joints with care so there is no restraint on the
opposite end of the piece, which would prevent pressure from being evenly and uniformly applied upon the gasket. The pipe or fitting must be free to move in any direction while bolting. Gradually tighten bolts, each in turn, at a uniform rate of gasket compression around the entire flange.
3.06 O-Ring Type Push-On Joints for PVC Pipe
A. Clean the pipe end and the bell thoroughly. Insert O-Ring gasket, making certain it is properly oriented. Lubricate the spigot well with an approved lubricant; do not lubricate the bell or O-ring. Insert the spigot end of the pipe carefully into the bell until the reference mark on the spigot is flush with the bell.
B. Field cut pipe shall be beveled, have all burrs removed, and shall have a
reference mark applied the correct distance from the end. 3.07 Solvent Cement Joints for Plastic Pipe
A. Bevel the pipe end and remove all burrs before making joint. Clean both pipe and fittings thoroughly. Do not attempt to make solvent cement joints if temperature is below 40 degrees F nor in wet conditions.
B. Apply a complete coating of primer to the outside surface of the pipe end and to
the mating inside surface of the socket. Apply a liberal coat of solvent cement to the pipe and socket. Immediately after application of cement, insert the pipe to the full depth of the socket while rotating the pipe or fitting 1/4 turn to evenly spread the cement. Hold joint together for a minimum of 10 to 15 seconds to insure pipe does not back out of socket. Immediately after joining, wipe all
excess cement from the pipe and fittings leaving only a small bead of cement around the circumference of the joint. The joint shall be allowed to set for a minimum one half hour before handling.
C. Due to the explosive hazard, the following safety precautions shall be observed
in conjunction with the use of solvent weld plastic pipe:
1. Air shall be permitted to circulate through the pipeline to permit solvent vapor to escape.
2. When flushing or filling pipelines, admit water slowly to prevent compression of the gases within pipe.
3.08 Butt Heat Fusion Joints for PE (Polyethylene) Pipe
A. Equipment for butt heat fusion joints shall be as recommended by the pipe manufacturer.
B. Carefully face pipe ends and check for squareness prior to heating ends. Apply
clamps as necessary to match outside pipe end diameters. Follow the pipe manufacturer's recommendations concerning temperature, melt time, heat soak times, and joining time. Maintain joining pressure until pipe has cooled to a temperature of 150-160 degrees F. Handle pipe carefully until joint has returned to ambient temperature. Inspect all joints carefully for any irregularities; cut out and re-do all defective joints.
3.09 Socket Heat Fusion for PE (Polyethylene) Pipe
A. Equipment for socket heat fusion shall be as recommended by the pipe manufacturer.
B. Bevel the pipe end and remove burrs before making joint. Clean heating tool
thoroughly and, if tool is not Teflon coated, spray with a silicone release solution. Heat tool to the temperature recommended by the pipe manufacturer. Place both pipe and fitting on the tool until the correct degree of melt is achieved. Remove pipe and fitting from the tool simultaneously and insert the pipe squarely into the fitting; do not turn pipe or fitting during insertion. Avoid any movement of the joint for 10 to 15 seconds. Handle pipe carefully until the joint has returned to ambient temperature.
3.10 Polyethylene Pipe Joining (4 Inch and Larger Pipe)
A. Joints between plain end pipes and fittings shall be made by butt fusion, and joints between the main and saddle branch fittings shall be made using saddle fusion using only procedures that are recommended by the pipe and fitting manufacturer. The Contractor shall ensure that persons making heat fusion joints have received training in the manufacturer's recommended procedure. The Contractor shall maintain records of trained personnel, and shall certify that training was received not more than 12 months before commencing construction. External and internal beads shall not be removed.
B. Upon request, the manufacturer shall provide training in the manufacturer's recommended butt fusion and saddle fusion procedures to the Contractor's installation personnel, and to inspectors representing the Owner.
C. Mechanical joints are only allowed where joining polyethylene pipe to another
material. Mechanical couplings shall be fully pressure rated and fully thrust restrained such that when installed in accordance with manufacturer's recommendations, a longitudinal load applied to the mechanical coupling will cause the pipe to yield before the mechanical coupling disjoins. External joint restraints shall not be used in lieu of fully restrained mechanical couplings. Mechanical joints and flange connections shall be installed in accordance with the manufacturer's recommended procedure. Flange faces shall be centered and aligned to each other before assembling and tightening bolts. In no case shall the flange bolts be used to draw the flanges into alignment. Bolt threads shall be lubricated, and flat washers shall be fitted under the flange nuts. Bolts shall be evenly tightened according to the tightening pattern and torque step recommendations of the manufacturer. At least 1 hour after initial assembly, flange connections shall be re-tightened following the tightening pattern and torque step recommendations of the manufacturer. The final tightening torque shall be 100 ft-lbs or less as recommended by the manufacturer.
D. Branch connections to the main shall be made with saddle fittings or tees.
Polyethylene saddle fittings shall be saddled fused to the main pipe per Heat Fusion Joining.
3.11 Polyethylene Encasement Installation
A. Install polyethylene encasement in accordance with ANSI/AWWA C105/A21.5. B. Polyethylene encasement in to be installed on all ductile iron pipe and fittings
within 10 feet of gas mains.
C. Cut polyethylene to a length approximately two feet longer than the length of the pipe section. Slip around the pipe, centering it to provide a one-foot overlap and 1 foot overlay on each adjacent pipe section, bunching it accordion fashion lengthwise until it clears the pipe ends. Place a six-inch length of pressure sensitive waterproof tape at approximately three-foot intervals along the pipe length, securing the cut edge of polyethylene sheet.
D. After assembling the pipe joint, make the overlap of the polyethylene tube. Pull
the bunched polyethylene from the preceding length of pipe, slip it over the end of the new length of pipe and secure in place. Then slip the end of the polyethylene from the new pipe section over the end of the first wrap until it overlaps the joint at the end of the preceding length of pipe. Secure the overlap in place. Take up the slack width to make a snug, but not tight, fit along the barrel of the pipe, securing a fold at quarter points.
E. Repair any rips, punctures, or other damage to the polyethylene with pressure
sensitive waterproof tape or with a short length of polyethylene tube cut open, wrapped around the pipe, and secured in place. Proceed with installation of the next section of pipe in the same manner.
F. Where polyethylene wrapped pipe joins a pipe that is not wrapped, extend the
polyethylene tube to cover the unwrapped pipe a distance of at least two feet. Secure the end with circumferential turns of tape.
3.12 Buried and Exposed Valves
A. Buried valves 6 inch diameter and larger shall be set on a foundation of solid concrete or stone not less than 8 inches thick nor less than one cubic foot in volume. Foundations shall be set on firmly compacted ground.
B. The height of the valve and its supporting foundation shall conform to the height
of the connecting pipe. Valves shall be set in a vertical position unless otherwise indicated on the Drawings.
C. Exposed valves shall be installed in a vertical position wherever possible. Unless
otherwise indicated or directed by the Engineer, valve stems shall never be below a horizontal position.
D. Open and close each valve observing full operation prior to installing successive
lengths of pipe. 3.13 Air Release Valves
Air release valves shall be placed at high points of the pipeline to permit escape of trapped air. The valve size, location and method of installation shall be indicated on the Drawings or as directed by the Engineer.
3.14 Valve Boxes and Curb Boxes
A. Boxes shall rest on the valve and shall be adjusted so that the cover may be set flush with paving; in areas without paving, set the cover as directed by the Engineer. Boxes shall be set to allow equal movement above and below finish grade.
B. The base of the box shall be centered over the valve, and the top of the base
section shall be approximately on line with the nut on top of the valve stem. The entire assembly shall be plumb.
3.15 Hydrants
A. Blue pavement reflectors (cat eyes) shall be placed in the centerline of the driving lane directly in front of the fire hydrant.
B. All hydrants shall be inspected in the field upon delivery to the job to insure
proper operation before installation.
C. There shall be no trees, shrubs, or landscaping planted around the fire hydrants or in areas designated as fire lanes.
D. Final field location of all hydrants shall be as approved by the utility. All hydrants shall be located no less than three feet (3’) and no more than eight feet (8’) from back of curb of the adjacent roadway, or seven (7) feet from the edge of pavement, and no less than five (5) feet from any physical feature which may obstruct access or view of any hydrant unless otherwise approved by the utility.
E. Hydrants shall be plumb and shall be set so that the lowest hose connection is,
at least, eighteen (18) inches above the surrounding finished grade.
F. Combustible construction cannot occur until proper documentation has been submitted to the local fire marshal. Documentation shall show that hydrants have been installed, tested, and are in proper working order.
G. New or relocated fire hydrants shall be located such that the underground drain
(weep hole) is at least:
1. Three feet from any existing or proposed storm sewer, stormwater force main, reclaimed water main, or vacuum type sanitary sewer.
2. Six feet from any existing or proposed gravity sanitary sewer and wastewater force main.
3. Ten feet from any onsite sewage treatment and disposal system such as septic tanks, drainfields, and grease traps. Onsite sewage treatment and disposal systems do not include package sewage treatment facilities and public wastewater treatment facilities.
3.16 Installation of Identification and Warning Tape
A. Install identification tape on all pipelines. Place tape as follows:
1. 2 inch through 8 inch diameter pipe - center along top half of pipe 2. 10 inch through 18 inch diameter pipe - place along both sides of the top
half of pipe 3. 20 inch diameter and larger pipe - place on both sides of top half of pipe
with a third strip centered along top half of pipe
B. Place tape from joint to joint on every section of pipe.
C. Install warning tape along all pipelines. Install 2 feet above pipe, minimum of 1 foot below grade.
3.17 Locator Wire
A. Install locator wire along all pressurized pipelines 2 inch diameter and larger. Loop wire into all valve boxes.
B. Test the locate wire for continuity and submit report documenting the continuity
testing. Repair or replace locate wire at failed test locations as directed by Owner.
3.18 Testing General Requirements
A. Test procedures and method of disposal of water shall be approved by the Engineer. All tests shall be made in the presence of the Engineer and utility. Preliminary tests made by the Contractor without being observed by the Engineer will not be accepted. Notify the Engineer and the utility companies at least 48 hours before any work is to be inspected or tested.
B. All defects in piping systems shall be repaired and/or replaced and retested until
acceptable. Repairs shall be made to the standard of quality specified for the entire system.
C. Sections of the system may be tested separately, but any defect which may
develop in a section previously tested and accepted shall be promptly corrected and retested. Pressure tests shall be made between valves to demonstrate ability of valves to sustain pressure.
D. Provide all necessary test equipment. Increments on gages used for pressure
pipe testing shall be of scaled to the nearest 1 psi. Gages, pumps, and hoses shall be in good working order with no noticeable leaks.
E. Tests for any exposed piping shall be made before covering and insulation is
placed.
F. The pressure and leakage test for buried piping shall be made after all jointing operations are completed and restraints have been in place at least seven days. Lines tested before backfill is in place shall be retested after compacted backfill is placed.
G. All service connections to water and reclaimed water mains shall be completed
prior to testing.
H. Sections of piping between valves and other short sections of line may be isolated for testing. If shorter sections are tested, test plugs or bulkheads required at the ends of the test section shall be furnished and installed by Contractor, together with all anchors, braces, and other devices required to withstand the hydrostatic pressure without imposing any thrust on the pipe line. Contractor shall be solely responsible for any damage that results from the failure of test plugs or supports.
I. All items including valves and controls shall be given a thorough test. The entire
system shall be operated for two days to prove compatibility of equipment and to achieve proper adjustment for operation. Valves, pipes, tanks, and other items that are non-operating or occasional-operating shall be tested for ability to meet design criteria.
3.19 Pressure and Leakage Testing (PVC and DI Mains)
A. Piping shall be slowly filled with water and all air expelled. Care shall be taken that all air valves are installed and open in the section being filled, and that the rate of filling does not exceed the venting capacity of the air valves.
B. Apply hydrostatic test pressure of 150 psi (water mains and reclaimed water mains), or 200 psi (fire mains) for 10 minutes and for such additional period necessary for the Engineer to complete the inspection of the line under test. Do not exceed pipe manufacturer's suggested time duration at the test pressure. If defects are noted, repairs shall be made and the test repeated until all parts of the line withstand the test pressure.
C. Apply leakage test pressure of 150 psi (water mains and reclaimed water mains),
or 200 psi (fire mains). Maintain pressure at a maximum variation of 5 percent during the entire leakage test. The duration of the leakage test shall be two hours minimum, and for such additional time necessary for the Engineer to complete inspection of the section of line under test. Leakage measurements shall not be started until a constant test pressure has been established. The line leakage shall be measured by means of a water meter installed on the supply side of the pressure pump.
D. No leakage is allowed in exposed piping, buried piping with flanged, threaded, or
welded joints or buried non-potable piping in conflict with potable water lines.
E. Tested sections of buried piping with slip type or mechanical joints will not be accepted if it has a leakage rate in excess of that rate determined by the formula:
AWWA C-600 Ductile Iron Mains L = SD P
133200
AWWA C-605 PVC Mains L = ND P
7400
L = Maximum permissible leakage rate, in gallons per hour, throughout the
entire length of line being tested.
S = Length of line tested (in feet).
D = Nominal internal diameter (in inches) of the pipe.
P = The square root of the actual pressure in psig on all joints in the tested portion of the line. This actual pressure shall be determined by finding the difference between the average elevation of all tested pipe joints and the elevation of the pressure gauge and adding the difference in elevation head to the authorized test pressure.
N = Number of joints along pipeline being tested.
F. All apparent leaks discovered within one year from the date of final acceptance of
the work by the Owner shall be located and repaired by Contractor, regardless of the total line leakage rate.
3.20 Pressure and Leakage Testing (Polyethylene Mains)
A. Conduct hydrostatic pressure testing of installed polyethylene pipe in accordance
with ASTM F2164. B. Piping shall be slowly filled with water and all air expelled. Care shall be taken
that all air valves are installed and open in the section being filled, and that the rate of filling does not exceed the venting capacity of the air valves.
C. Subject pipeline to be tested to a 4 hour expansion phase prior to commencing
leakage testing. Pipeline expansion shall be accomplished by applying hydrostatic test pressure of 150 psi (water mains and reclaimed water mains), or 200 psi (fire mains). In order to compensate for the initial expansion of the pipeline, add sufficient make-up water at hourly intervals to return to the required test pressure. At the end of the fourth hour, the test phase is to commence.
D. At the conclusion of the fourth hour of the expansion phase, fill the pipeline again
with makeup water to return to the test pressure. The test phase shall consist of a two hour or three hour pressure test, as required by the Engineer. At the end of the test phase, measure the amount of makeup water required to return to the test pressure. The pipeline passes the pressure test if the makeup water required does not exceed the following:
Nominal Pipe
Size (In) Allowable Makeup Water (Gallons / 100 Ft Of Pipeline)
Two Hour Test Three Hour Test 2 0.11 0.19 4 0.25 0.4 6 0.6 0.9 8 1.0 1.5
10 1.3 2.1 12 2.3 3.4 16 3.3 5.0 18 4.3 6.5 20 5.5 8.0 24 8.9 13.3 28 11.1 16.8
D. If any defects or leaks are revealed, they should be corrected and the pipeline
retested after a minimum 24 hour recuperation period between tests. Total testing conducted on a section of pipeline shall not exceed 8 hours within a 24 hour period.
E. All apparent leaks discovered within one year from the date of final acceptance of
the work by the Owner shall be located and repaired by Contractor, regardless of the total line leakage rate.
3.21 Fire Hydrant Testing
The Contractor shall provide a post-construction fire flow test witnessed and approved by the Engineer and the Utility. Hydrants shall deliver a minimum of 1250 gpm with a residual pressure of 20 psi.
3.22 Disinfection
A. Disinfect all potable water lines, fire mains, valves, fittings, hydrants
B. All disinfection work shall be acceptable to the State health authority. If any requirements of this Section are in conflict with requirements of the authority for disinfection, those of the authority shall govern. The water main disinfection and bacteriological sampling and methods of disinfection for all water containment devices and piping systems shall conform to AWWA C651.
C. All equipment used in disinfection work shall be in proper working condition, and
shall be adequate for the specified work.
D. Prior to starting any disinfection work, furnish for the Engineer's approval, a detailed outline of the proposed sequence of operation, manner of filling and flushing units, source and quality of water to be used, and disposal of wasted water. Admission of contaminated water into previously disinfected units must be prevented.
E. Chlorine gas-water solution or direct chlorine feed is preferred for disinfection.
Use of high-test calcium hypochlorite or the tablet method of disinfection must be approved by the Engineer and must be in accordance with AWWA procedures. Tablet form calcium hypochlorite may be used only for water lines up to 12" in diameter and less than 2,500 feet in length.
F. The Contractor shall be liable for all damages arising from direct contact of
granular calcium hypochlorite with solvent welding materials used to join PVC pipe, if any.
G. A chlorine gas-water solution shall be applied by means of a solution feed
chlorinating device, or, if approved by the Engineer, the dry gas may be fed directly through proper devices for regulating the rate of flow and providing effective diffusion of the gas into the water within the unit being treated. Chlorinating devices for feeding solutions of the chlorine gas shall provide means to prevent the backflow of water into the chlorine cylinder.
H. Granular calcium hypochlorite shall be prepared as a water mixture before
introduction into the unit. The dry powder shall first be made into a paste and then thinned to approximately a one percent chlorine solution. To prepare a one percent chlorine solution, add one pound of calcium hypochlorite (65-70 percent available Cl2) to 7½ gallons of water.
I. Chlorinating agent shall be applied at the supply end of the unit being disinfected.
For pipes, disinfectant shall be applied through a corporation cock installed in the top of the pipe.
J. Water shall be introduced at a controlled rate in order to regulate the chlorine
dosage. The rate of chlorine mixture flow shall be proportioned to the rate of water entering the unit so the chlorine dose applied shall produce at least 25 mg/l chlorine residual after a period of 24 hours.
K. All valves and appurtenances shall be operated while the line or unit is being
disinfected to insure that all surfaces of the valves are disinfected. Valves shall be manipulated to keep the strong chlorine solution and/or contaminated water from flowing into units that have been previously chlorinated and/or flushed.
END OF SECTION
SECTION 02605
PRECAST STRUCTURES AND ACCESSORIES PART 1 GENERAL 1.01 Section Includes
A. Precast sanitary and storm structures
B. Precast structure grates, access covers, and accessories
C. Precast structure linings and coatings 1.02 Related Sections
Section 02320 - Trenching, Bedding, and Backfilling 1.03 References
A. American Society for Testing and Materials (ASTM) latest edition:
1. A48 - Gray Iron Castings 2. A185 - Steel Welded Wire Reinforcement, Plain, for Concrete 3. C216 - Facing Brick 4. C270 - Mortar for Unit Masonry 5. C443 - Joints for Concrete Pipe and Manholes, Using Rubber Gaskets 6. C478 - Precast Reinforced Concrete Manhole Sections 7. C923 - Resilient Connectors Between Reinforced Concrete Manhole
Structures, Pipes and Laterals 8. D3753 - Glass Fiber Reinforced Polyester Manholes and Wetwells
1.04 Submittals
A. All gratings and castings
B. Precast structures
C. Coatings and Linings for precast structures
D. Connections to precast structures PART 2 PRODUCTS 2.01 General
A. Concrete shall have minimum 4000 psi compressive strength.
B. Welded wire fabric shall conform to ASTM A185. Use 4 x 4 - W4 x W4 welded wire fabric unless otherwise indicated.
C. Integrally cast steps within precast structures are not allowed.
D. The date of manufacture and the name or trademark of manufacturer shall be clearly marked on each precast section.
2.02 Bases
A. Bases shall be one-piece precast base sections consisting of integrally cast slab, bottom ring section and concrete flow channels. Base sections shall have integral inverts with gaskets to match the pipe. The Contractor shall be responsible for determining all invert angles. Provide outlet stubs with joints to match the pipe.
B. If angles are such that a one-piece base section is not feasible, separate base,
ring and flow channel may be used if approved by the Engineer. 2.03 Risers
A. Risers shall be precast reinforced concrete per ASTM C478, manufactured using sulfate resistant cement (ASTM C150, Type II).
B. Risers shall be 48 inch diameter unless otherwise indicated and shall have a
minimum wall thickness of 5 inches.
C. Gaskets for seating precast sections shall be cold adhesive preformed plastic gaskets conforming to FDOT Specification 942-2.
2.04 Cones and Tops
Unless otherwise indicated, cone top sections shall be precast, eccentric type with 24 inch diameter top opening conforming to ASTM C478. Provide 8 inch minimum thickness flat slab tops with eccentric 24 inch diameter opening, unless otherwise indicated.
2.05 Manhole Frames and Lids
A. Frames and covers shall be gray iron per ASTM A48, Class 30B and shall be US Foundry Type 227AS, traffic bearing (AASHTO H-20 loading), unless otherwise noted in the Drawings. Raised lettering on covers shall be "STORM", “SEWER”, or as detailed on the drawings.
B. Castings shall be smooth, clean, free from blisters, blowholes, shrinkage.
2.06 Catch Basin Inlets, Frames, and Grates
A. Provide cast iron inlets, frames, and grates in accordance with details on the Drawings.
B. All frames and inlet grates shall be products of U.S. Foundry & Manufacturing
Corporation, or equal.
C. All inlet grates shall be secured by chain and eyebolt to the top of the structure.
2.07 Sanitary Manhole Coatings and Finishes
A. Interior – AGRU Suregrip Liner 2 mm Cast-in Concrete Section. B. Exterior – Conseal CS-55, 8 mils. The coating shall be grey.
PART 3 EXECUTION 3.01 Manhole, Inlet and Wet Well Installation
A. Install required bedding.
B. Install base to proper elevation and alignment. Handle precast sections by lift rings only. Remove lift rings and fill all holes with non-shrink grout after erection.
C. Pour invert immediately after setting first section of barrel.
D. Prior to setting subsequent barrel sections, apply primer to tongue and groove
ends and allow to set in accordance with manufacturer's recommendations. Add additional material on exterior joint if necessary for watertight joint.
E. Apply coatings and liners as required.
F. Backfill in accordance with Section 02320.
3.02 Installation of Castings
A. Manhole castings to be fully embedded in mortar with adjustment brick courses placed between the frame and manhole, minimum of 2 courses, maximum of 4 courses. Mortar shall conform to ASTM C270, type M, brick to conform to ASTM C216, grade SW.
B. Top of manhole castings in paved areas, including driveways and sidewalks to
be flush with grade. Top of manhole castings outside paved areas to be 2 inches above grade, unless otherwise noted on the Drawings.
3.03 Pipe Connections
A. Connection of ductile iron or PVC pipe to the manhole shall provide a watertight connection per ASTM C923. The use of adhesives or lubricants for installation of rubber connectors is prohibited.
B. Connection of concrete pipe to the manhole shall be made with non-shrink
metallic grout. END OF SECTION
SECTION 02630
STORM DRAINAGE PIPE SYSTEMS PART 1 GENERAL 1.01 Section Includes
Storm sewer pipe, culverts, box culverts, underdrains, accessories 1.02 Related Sections
A. Section 02320 - Trenching, Bedding, and Backfilling
B. Section 02605 - Precast Structures and Appurtenances 1.03 References
A. American Association of State Highway and Transportation Officials (AASHTO) latest edition:
1. AASHTO M36 - Corrugated Steel Pipe, Metallic Coated, for Sewers and
Drains 2. AASHTO M252 - Corrugated Polyethylene Drainage Pipe 3. AASHTO M274 - Steel Sheet, Aluminum Coated (Type 2), for Corrugated
Steel Pipe 4. AASHTO M294 - Corrugated Polyethylene Pipe, 12 to 48-inch diameter
B. American Society for Testing and Materials (ASTM) latest edition:
1. ASTM C76 - Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe 2. ASTM C443 - Joints for Circular Concrete Pipe and Manholes, Using
Rubber Gaskets 3. ASTM C507 - Reinforced Concrete Elliptical Culvert, Storm Drain, and
Sewer Pipe 4. ASTM C1450 - Non-Asbestos Fiber-Cement Storm Drain Pipe 5. ASTM D1056 - Flexible Cellular Material, Sponge or Expanded Rubber 6. ASTM D2321 - Underground Installation of Flexible Thermoplastic Pipe
for Sewers and Other Gravity Flow Applications 7. ASTM D3350 - Polyethylene Plastics Pipe and Fittings Material 8. ASTM F758 - Smooth Wall PVC Plastic Underdrain Systems for Highway,
Airport, and Similar Drainage 9. ASTM C1433 - Precast Reinforced Concrete Box Sections for Culverts,
Storm Drains, and Sewers
C. Florida Department of Transportation (FDOT) Standard Specifications for Road and Bridge Construction and Roadway and Traffic Design Standards, latest implemented editions:
1. Geotextile Criteria
2. Miscellaneous Drainage Details 3. Concrete Box Culvert 4. Concrete Structures 5. Pipe Culverts and Storm Sewer 6. Underdrains 7. Precast Concrete Drainage Products
1.04 Submittals
A. Provide shop drawings and product data for all pipes and joints.
B. Provide manufacturer’s certificate of compliance or certified analysis in accordance with applicable standards for each shipment of materials.
C. If fiber reinforced concrete pipe is identified as an acceptable material in the
plans and specifications, provide a quality assurance Inspection Test Plan and Certificates of Compliance for fiber reinforced concrete pipe.
1.05 Product Delivery, Storage and Handling
A. Exercise care in transporting and handling pipe and fittings in order to avoid damage to pipe materials, coatings or joints.
B. Lifting of materials shall be by hoist or on skids.
C. Dropping pipe and fittings while unloading or handling is not permitted.
D. Pipe shall be stored as recommended by the manufacturer.
E. Damaged pipe shall be replaced at Contractor’s expense.
PART 2 PRODUCTS 2.01 Concrete Pipe and Joints
A. Round concrete pipe shall comply with ASTM C76.
B. Elliptical concrete pipe shall comply with ASTM C507.
C. Pipe joints and o-ring gaskets shall comply with ASTM C443.
D. Pipe shall not be shipped from manufacturer until the compressive strength of the pipe has reached 4000 psi and a minimum of 5 days have passed since the manufacturing or repair of the pipe has been completed.
2.02 High Density Corrugated Polyethylene Pipe and Joints
A. All polyethylene pipe and fittings shall be high density, in accordance with ASTM D3350, cell classification 324420C (4 inch through 10 inch) or cell classification 335420C (12 inch through 48 inch).
B. Pipe 4 inch through 10 inch diameter shall comply with AASHTO M252, Type S.
C. Pipe 12 inch through 48 inch diameter shall comply with AASHTO M294, Type S.
D. Bell joints for 4 inch through 10 inch diameter pipe shall be push-on sleeve.
E. Bell joints for 12 inch through 48 inch diameter pipe shall be integrally formed on
pipe.
F. Gaskets shall be installed by pipe manufacturer and shall comply with ASTM D1056, grade 2A2.
G. Fittings shall comply with AASHTO M294.
2.03 Filter Fabric
Filter fabric shall be in accordance with latest FDOT Index. 2.04 Underdrain Systems
A. Underdrain pipe shall be perforated polyvinyl chloride pipe in accordance with ASTM F758.
B. Filter fabric underdrain sock shall be type D-3 in accordance with latest FDOT
Index. 2.05 Aluminum Coated Corrugated Steel Pipe and Pipe Arch
A. Pipe shall comply with AASHTO M36, fabricated from sheet complying with AASHTO M274.
B. Corrugations and pipe gage shall be as indicated on the Drawings.
C. Two rolled annular corrugations shall be provided on each end of pipe to facilitate
connections. Connecting bands shall be a minimum thickness of 16 gauge. 2.06 Concrete Box Culvert
A. Precast concrete box culvert shall comply with ASTM C1433 latest FDOT Index.
B. Cast in place concrete box culvert shall comply with latest FDOT Index. 2.07 Fiber Reinforced Concrete Pipe
A. Fiber reinforced concrete pipe shall comply with ASTM C1450 and latest FDOT Index, and shall be minimum class II.
B. Pipe joints and o-ring gaskets shall comply ASTM C443.
PART 3 EXECUTION
3.01 General Installation Requirements
A. Perform work in accordance with plans and standard guidelines in a neat and accurate manner.
B. All lengths of pipe and culvert shall be dimensioned accurately to measurements
established at the site, and shall be worked into place without springing or forcing.
C. Cut all pipe and culvert as necessary. The pipe and culvert interior and joints
shall be thoroughly cleaned before being installed and kept clean during construction.
D. Trenching, bedding and backfilling for all piping shall be in accordance with
Section 02320.
E. Establish survey control. Line and grade of pipe and culvert shall be checked continuously on a joint by joint basis.
F. Pipe and culvert shall be laid progressively up grade, with bell upstream, in a
manner to form close, concentric joints with smooth bottom inverts.
G. All pipe and culvert joints shall be wrapped with filter fabric.
H. Installed piping and culvert systems shall be temporarily plugged at the end of each day's work, or other interruption to progress on a given line. Plugging shall be adequate to prevent entry of small animals or persons into the pipe or the entrance or insertion of deleterious materials.
3.02 Separation of Storm Sewer Lines and Potable Water Mains
A. The outside of non-pressurized storm sewer lines shall be separated horizontally a minimum of three feet from the outside of any existing or proposed water main.
B. Wherever possible, storm sewer shall cross under existing or proposed water
mains, so the outside of the storm sewer is at least six inches below the outside of the water main. Where it is not possible for the sewer to cross under existing or proposed water mains, then the sewer can cross over the water main provided the outside of the sewer is at least 12 inches above the outside of the water main. At the crossing, the proposed pipe joints shall be arranged so that all water main joints are at least three feet from storm sewer joints.
C. The following are acceptable alternative construction variances where it is not
possible to meet the separation requirements, and are only to be implemented upon receipt of expressed written consent from the Engineer. Implementation of these measures without the expressed written consent of the Engineer could result in the requirement that the installed unapproved measures be removed and replaced at no cost.
1. Where sewer is less than the required minimum horizontal distance from a water main and or where the sewer crosses a water main and joints in the sewer are less than the minimum required distance between the joints in the water main:
a. Use of pressure rated pipe conforming to AWWA standards for a
gravity or vacuum type pipeline. b. Use of welded, fused, or otherwise restrained joints for either
pipeline. c. Use of watertight casing pipe or concrete encasement at least four
inches thick for either pipe. 2. Where sewer is less than three feet horizontally from a water main and or
where a sewer crosses a water main at less than the required minimum separation:
a. Use of pipe or casing pipe, having high impact strength (at least
equal to 0.25 inch thick ductile iron pipe), or concrete encasement at least four inches thick for both the sewer and the water main.
3.03 Concrete Pipe and Culvert
A. Before making joint, clean the pipe end and the bell thoroughly. Insert the O-Ring gasket, making certain it is properly oriented. Lubricate the spigot well with an approved lubricant; do not lubricate the bell or o-ring. Insert the spigot end of the pipe carefully into the bell until the reference mark on the spigot is flush with the bell.
B. Field cut pipe shall have a reference mark applied the correct distance from the
end.
C. On field cut pipe, provide homing mark in accordance with manufacturer’s recommendations.
D. All pipe laid shall be retained in position to maintain alignment and joint closure
until backfill has been placed.
E. Multi-celled box culverts shall be installed with a 4-inch gap between culverts. Fill gap with non-shrink grout upon completion of installation.
F. Minimum cover over the pipe, including cover over the bell of the pipe where
applicable, shall be 30 inches. 3.04 High Density Corrugated Polyethylene Pipe
A. Install in accordance with ASTM D2321.
B. Backfill and compact evenly on each side to prevent displacement, meeting the requirements of ASTM D2321 and Section 02320.
C. Minimum cover over the pipe shall be as follows:
1. Pipe under flexible pavement, rigid pavement, or unpaved areas where
bedding is suitable soils as defined in Section 02320: Minimum Cover shall be 36 inches or one pipe diameter, whichever is greater.
2. Pipe under flexible pavement, rigid pavement, or unpaved areas where bedding is manufactured aggregates Class 1A or 1B as defined in ASTM D2321: Minimum Cover shall be 30 inches or one pipe diameter, whichever is greater.
3.05 Filter Fabric
Install in accordance with latest FDOT Index. Provide minimum 12" overlap. 3.06 Underdrain Systems
Install in accordance with latest FDOT Index. Install cleanouts as shown on the Drawings.
3.07 Aluminum Coated Corrugated Steel Pipe and Pipe Arch
A. Pipe gasket and coupling band shall be centered over joint with coupling band bolts securely tightened without cutting gasket.
B. Minimum cover over the pipe shall be 36 inches.
3.08 Fiber Reinforced Concrete Pipe
A. Install in accordance with the manufacturer’s recommendations.
B. Minimum cover over the pipe shall be 30 inches. 3.09 Visual Inspection and Testing
A. Prior to inspection and testing, clean all installed lines and structures. B. After backfill has been placed, the Engineer will visually inspect all storm lines to
check joints, alignment and grade. All obstructions shall be removed. C. Provide light source and mirrors for lamping of storm sewer. Any sewer in which
the direct light of a lamp cannot be viewed in either direction, full circle, between adjacent structures shall be considered unsatisfactory, and shall be repaired by the Contractor without additional compensation.
D. When the ground water level is above the top of the pipe, an infiltration test shall
be performed by sealing off a length of pipe and measuring the depth of flow over a measuring weir, or by pumping the infiltrated water into containers for measurement. Tests shall be conducted for a minimum of four hours. Infiltration leakage shall not exceed 150 gallons per 24 hours, per inch diameter, per mile of pipe.
E. When the ground water level is below the top of the pipe, the pipe shall be tested for leakage by exfiltration. Exfiltration leakage test shall consist of isolating the particular section, filling with water to a point 4 feet above the top of the pipe at the upper manhole or inlet, and allowing it to stand not less than four hours. The section shall then be refilled with water up to the original level and after two hours the drop in water surface shall be measured. The computed leakage shall not exceed 150 gallons per inch diameter, per 24 hours, per mile of pipe.
END OF SECTION
SECTION 02710
STABILIZED SUBGRADE PART 1 GENERAL 1.01 Section Includes
Stabilized subgrade for asphalt pavement 1.02 References
A. American Association of State Highway and Transportation Officials (AASHTO) latest edition:
1. AASHTO T180 - Moisture-Density Relations of Soils Using a 10-lb
Rammer and 18-in Drop
B. Florida Department of Transportation Standard Specifications for Road and Bridge Construction, latest edition:
1. Section 914 - Materials for Subgrade Stabilization
1.03 Quality Assurance
Field compaction density, stability, and thickness testing frequencies of the subgrade shall be tested once every 25 linear feet of paving per 24-ft wide strip, staggered left, center and right of centerline.
1.04 System Description Stabilize the roadbed below the proposed base to provide a firm and unyielding subgrade. Provide a finished roadbed section meet the bearing value requirements, regardless of the quantity of stabilizing materials necessary to be added. PART 2 PRODUCTS 2.01 General
A. The Contractor may choose the type of stabilizing material, Commercial or Local. B. Materials may be either -limerock, shell rock, cemented coquina or shell base
sources approved by FDOT. 2.02 Limerock
For limerock, carbonates of calcium and magnesium shall be at least 70%. Materials having a plasticity index of more than ten or a liquid limit greater than 40 shall not be used as a stabilizer. The gradation of limerock shall be such that 97% of these materials will pass a 3� inch [90 mm] sieve.
2.03 Crushed Shell
A. Crushed shell for this use shall be mollusk shell (i.e., oysters, mussels, clams, cemented coquina). Steamed shell will not be permitted.
B. Material having a plasticity index of more than ten or a liquid limit greater than 40
shall not be used as a stabilizer.
C. At least 97% by weight of the total material shall pass a 3� inch [90 mm] sieve and at least 50% by weight of the total material shall be retained on the No. 4 [4.75 μm] sieve.
D. Not more than 20% by weight of the total material shall pass the No. 200 [75 μm]
sieve. The determination of the percentage passing the No. 200 [75 μm] sieve shall be by washing only.
2.04 Local Materials
A. Local materials used for this stabilizing may be soils or recyclable materials such as crushed concrete, roof tiles and asphalt coated base or reclaimed pavement. However, no materials that deteriorate over time, cause excessive deformations, contain hazardous substances, contaminates, or do not improve the bearing capacity of the stabilized material may be used in accordance with FDOT Specification Section 914. .
B. At least 97% by weight of the total material shall pass a 3� inch [90 mm] sieve.
Material having a plasticity index greater than ten or a liquid limit greater than 40 shall not be used as a stabilizer.
PART 3 EXECUTION 3.01 General
A. Prior to the beginning of stabilizing operations, construct the area to be stabilized to an elevation such that, upon completion of stabilizing operations, the completed stabilized subgrade will conform to the lines, grades, and cross-section shown in the plans. Prior to spreading any additive stabilizing material, bring the surface of the roadbed to a plane approximately parallel to the plane of the proposed finished surface.
B. Process the subgrade to be stabilized in one course, unless the equipment and
methods being used do not provide the required uniformity, particle size limitation, compaction, and other desired results, in which case, the Engineer will direct that the processing be done in more than one course..
3.02 Application of Stabilizing Material
A. When additive stabilizing materials are required, spread the designated quantity uniformly over the area to be stabilized.
B. When materials from an existing base are to be used in the stabilizing at a
particular location, place and spread all of such materials prior to the addition of other stabilizing additives
C. Spread commercial stabilizing material by the use of mechanical material
spreaders, except that where use of such equipment is not practicable, use other means of spreading, but only upon written approval of the proposed alternate method.
3.03 Mixing
A. Perform mixing using rotary tillers or other equipment meeting the approval of the Engineer. The Contractor may mix the materials in a plant of an approved type suitable for this work. Thoroughly mix the area to be stabilized throughout the entire depth and width of the stabilizing limits.
B. Perform the mixing operations, as specified, (either in place or in a plant)
regardless of whether the existing soil, or any select soils placed within the limits of the stabilized sections, have the required bearing value without the addition of stabilizing materials.
3.04 Maximum Particle Size of Mixed Materials
At the completion of the mixing, ensure that the gradation of the material within the limits of the area being stabilized is such that 97% will pass a 3½ inch sieve and that the material does not have a plasticity index greater than eight or liquid limit greater than 30. Note that clay balls or lumps of clay size particles (2 microns or less) and therefore cannot be considered as individual particle sizes. Remove any materials not meeting the plasticity requirements from the stabilized area. The Contractor may break down or remove from the stabilized area materials not meeting the gradation requirements.
3.05 Compaction
Compact the materials at a moisture content permitting the specified compaction. If the moisture content of the material is improper for attaining the specified density, either add water or allow the material to dry until reaching the proper moisture content for the specified compaction.
3.06 Finish Grading
Shape the completed stabilized subgrade to conform with the finished lines, grades, and cross-section indicated in the plans. Check the subgrade using elevation stakes or other means approved by the Engineer.
3.07 Condition of Completed Subgrade
A. After completing the stabilizing and compacting operations, ensure that the subgrade is firm and substantially unyielding to the extent that it will support construction equipment and will have the bearing value required by the plans.
B. Remove all soft and yielding material, and any other portions of the subgrade
which will not compact readily, and replace it with suitable material so that the whole subgrade is brought to line and grade, with proper allowance for subsequent compaction.
3.08 Maintenance of Completed Subgrade
After completing the subgrade, maintain it free from ruts, depressions, and any damage resulting from the hauling or handling of materials, equipment, tools, etc. The Contractor is responsible for maintaining the required density until the subsequent base or pavement is in place including any repairs, replacement, etc., of curb and gutter, sidewalk, etc., which might become necessary in order to recompact the subgrade in the event of underwash or other damage occurring to the previously compacted subgrade. Perform any such recompaction at no expense to the Owner. Construct and maintain ditches and drains along the completed subgrade section.
3.09 Field Quality Control
When proper moisture conditions are attained, compact the material to not less than 98% of maximum density determined by AASHTO T180, and a minimum Limerock Bearing Ratio of 40.
END OF SECTION
SECTION 02715
LIMEROCK BASE COURSE PART 1 GENERAL 1.01 Section Includes
Limerock base for asphalt pavement 1.02 References
A. American Association of State Highway and Transportation Officials (AASHTO) latest edition:
1. AASHTO T180 - Moisture-Density Relations of Soils Using a 10-lb
Rammer and 18-in Drop 1.03 Quality Assurance
Field compaction density and thickness testing frequencies of the base shall be tested once every 25 linear feet of paving per 24-ft wide strip, staggered left, center and right of centerline.
PART 2 PRODUCTS 2.01 Composition
A. The minimum of carbonates of calcium and magnesium in the limerock material shall be 70%. The maximum percentage of water-sensitive clay mineral shall be 3%.
B. The liquid limit shall not exceed 35 and the material shall be non-plastic.
C. Limerock material shall not contain cherty or other extremely hard pieces, or
lumps, balls or pockets of sand or clay size material in sufficient quantity as to be detrimental to the proper bonding, finishing, or strength of the limerock base.
D. The use of removed limerock base for construction of new limerock base is
prohibited. 2.02 Gradation and Size Requirements
At least 97% (by weight) of the material shall pass a 3½ inch sieve and the material shall be graded uniformly down to dust. The fine material shall consist entirely of dust of fracture. All crushing or breaking-up which might be necessary in order to meet such size requirements shall be done before the material is placed on the road.
2.03 Limerock Bearing Ratio
Limerock material used in construction of limerock base shall have an average LBR value of not less than 100. The average LBR value of material produced at a particular source shall be determined in accordance with an approved quality control procedure.
PART 3 EXECUTION 3.01 General
A. Use mechanical rock spreaders, equipped with a device that strikes off the rock uniformly to laying thickness, capable of producing even distribution. For crossovers, intersections and ramp areas; roadway widths of 20 feet [6 m] or less; the main roadway area when forms are used and any other areas where the use of a mechanical spreader is not practicable; the Contractor may spread the rock using bulldozers or blade graders.
B. Transport the limerock to its point of use, over rock previously placed, if
practicable, and dump it on the end of the preceding spread. Hauling and dumping on the subgrade will be permitted only when, in the Engineer's opinion, these operations will not be detrimental to the subgrade.
3.02 Spreading Limerock
A. Spread the rock uniformly. Remove all segregated areas of fine or coarse rock and replace them with properly graded rock
B. When the specified compacted thickness of the base is greater than 6 inches,
construct the base in multiple courses of equal thickness. Individual courses shall not be less than 3 inches. The thickness of the first course may be increased to bear the weight of the construction equipment without disturbing the subgrade.
3.03 Compacting and Finishing Base
A. After spreading, scarify the entire surface, then shape the base to produce the required grade and cross-section after compaction
B. Clean the first course of foreign material, then blade and bring it to a surface
cross-section approximately parallel to the finished base. Before spreading any material for the upper courses, conduct density tests for the lower courses to determine that the required compaction has been obtained. After spreading the material for the top course, finish and shape its surface to produce the required grade and cross-section, free of scabs and laminations, after compaction.
C. When the material does not have the proper moisture content to ensure the
required density, wet or dry it as required. When adding water, uniformly mix it in by disking to the full depth of the course that is being compacted. During wetting or drying operations, manipulate, as a unit, the entire width and depth of the course that is being compacted.
D. Where base construction consists of widening strips and the trench width is not
sufficient to permit use of standard base compaction equipment, compact the
base using vibratory compactors, trench rollers or other special equipment which will achieve the density requirements specified herein.
3.04 Correction of Defects
A. If, at any time, the subgrade material becomes mixed with the base course material, dig out and remove the mixture, and reshape and compact the subgrade. Replace the materials removed with clean base material, and shape and compact as specified herein.
B. If cracks or checks appear in the base, either before or after priming, which, in
the opinion of the Engineer, would impair the structural efficiency of the base, remove the cracks or checks by rescarifying, reshaping, adding base material where necessary, and recompacting.
3.05 Acceptance of Surface
Check the finished surface of the base course with a template cut to the required crown and with a 15 foot straightedge laid parallel to the centerline of the road. Correct all irregularities greater than ¼ inch to the satisfaction of the Engineer by scarifying and removing or adding rock as required, and recompact the entire area as specified herein.
3.06 Priming and Maintaining
A. Apply the prime coat only when the base meets the specified density requirements and when the moisture content in the top half of the base does not exceed 90% of the optimum moisture of the base material. At the time of priming, ensure that the base is firm, unyielding and in such condition that no undue distortion will occur.
B. Maintain the true crown and template, with no rutting or other distortion, while
applying the surface course. 3.07 Acceptance Requirements
Correct all areas of the completed base having a deficiency in thickness in excess of ½ inch by scarifying and adding additional base
3.08 Field Quality Control
A. Perform at least three density determinations on each day's final compaction operations on each course, and at more frequent intervals, if deemed necessary.
B. During final compacting operations, blade any areas necessary to obtain the true
grade and cross-section before making the Engineer the density tests on the finished base.
C. When proper moisture conditions are attained, compact the material to not less
than 98% of maximum density determined by AASHTO T180.
END OF SECTION
SECTION 02717
SOIL CEMENT BASE PART 1 GENERAL 1.01 Section Includes
Base course using a combination of soil, Portland cement, water 1.02 References
A. American Association of State Highway and Transportation Officials (AASHTO) latest edition:
1. AASHTO T-88 - Particle Size Analysis of Soils 2. AASHTO T-89 - Determining the Liquid Limit of Soils 3. AASHTO T-90 - Determining the Plastic Limit and Plasticity Index of Soils 4. AASHTO T-134 - Moisture-Density Relations of Soil-Cement Mixtures 5. AASHTO T-135 - Wetting and Drying Test of Compacted Soil-Cement
Mixtures 6. AASHTO T-267 - Determination of Organic Content in Soils by Loss On
Ignition B. Florida Department of Transportation (FDOT) Standard Specifications for Road
and Bridge Construction, latest implemented edition:
1. Specification Section 911 - Limerock Material for Base and Stabilized Base
2. Specification Section 916 - Bituminous Materials 3. Specification Section 921 - Portland Cement and Blended Cement
1.03 Quality Assurance
A. For density and thickness determination, a LOT is defined as 2500 square yards of base, plus any small section of base at the end of a day's operation in the preceding LOT. No LOT shall include more than 3500 square yards or consider it as a separate LOT. Perform five density tests at locations randomly selected by the Engineer within each LOT.
B. Three inch minimum diameter test holes are required to determine the thickness.
For thickness evaluation, a LOT is defined as 2500 square yards of base plus any small section of base at the end of a day's operation or small irregular areas as part of the preceding LOT. Areas such as an intersection, crossover, ramp, etc., will be considered as a separate LOT. The Engineer may include small irregular areas as part of another LOT. No LOT shall include more than 3500 square yards of base. Perform five thickness measurements at locations randomly selected by the Engineer within each LOT.
PART 2 PRODUCTS
2.01 Materials
A. Cement shall be Portland Cement, Type I, II, III, or Type IP or Type IS per FDOT Specification Section 921.
B. Use water that is free from substances deleterious to hardening of the soil-
cement mixture.
C. Curing Material shall be per FDOT Specification Section 916.
D. Emulsified Asphalt shall be Grade SS, RS, or MS as approved by the Engineer. Dilute as recommended by the manufacturer.
E. Soils for base course construction shall be either Limerock Material per FDOT
Specification Section 911 or soils meeting the following requirements:
Physical Characteristic Acceptance Level Testing Standard Organic Material Maximum 5% AASHTO T-267 Total Clay and Silt Content (Minus No. 200 Sieve)
Maximum 25% AASHTO T-88
Plastic Index Maximum 10% AASHTO T-90 Liquid Limit Maximum 25% AASHTO T-89
Soil Gradation Requirements (Per AASHTO T-88)
Passing 2 inch sieve Minimum 100% Passing No. 4 sieve Minimum 55% Passing No. 10 sieve Minimum 37%
2.02 Proportioning of Mix
A. Submit for approval a design mix for the soil proposed for use in soil-cement construction prepared by a testing laboratory approved by the Engineer. With the design mix submittal, include the results of tests run to verify that the soil meets the requirements, results of tests used to establish the cement content, and a final design laboratory sample. Submit the design mix to the Engineer for approval a minimum of 60 calendar days prior to beginning of soil-cement construction for Brush Loss Design Method or 15 calendar days prior to beginning of soil-cement construction for Strength Design Method. Express the cement as a percentage of the dry unit weight of the soil. For mixed-in-place construction, the use a rate of application of cement based on the maximum density of the soil, determined in accordance with AASHTO T-99 and rounded up to the nearest pound per cubic yard.
B. When proportioning the soil-cement mixture in accordance with strength design,
determine the minimum cement content using FM 5-520. Achieve the design compressive strength specified in seven days. Ensure that the cement content is not less than 5% by weight, except as noted below.
C. When proportioning the soil-cement mixture in accordance with Brush Loss Design criteria, determine the minimum cement content in accordance with AASHTO T-135. Ensure that the cement content is not less than 5% by weight, except as noted below. Ensure that the soil-cement loss at the completion of 12 cycles of testing conforms to the following limits:
Soil Group Limits AASHTO Soils Groups A-1, A-2-4, A-2-5, and A-3 Not over 14% AASHTO Soils Groups A-2-6, A-2-7, A-4, and A-5 Not over 10% AASHTO Soils Groups A-6 and A-7 Not over 7%
D. When proportioning of soil-cement mixture by the Brush Loss Design Criteria
Method and processing by Central-Plant-Mixing where the requirements noted below are met, the Engineer will not require strength testing of field specimens. Verify the properties of the parent material during the processing, on a random frequency, to ensure that the final mix has not changed from the original design. Provide the Engineer a printout of each day's production that shows proportioning of the mixture meets the approved Brush Loss Design, including cement.
E. Do not apply the minimum 5% cement content specified above if obtaining the
soil material used in producing a soil-cement mixture from a commercial source (not to exclude recycled materials) where soil properties are consistently uniform, and if processing the mixture in a central mix plant that automatically weighs components and automatically records the weight of each component on a printed ticket, tape, or other digital record.
PART 3 EXECUTION 3.01 General
Use any machine, combination of machines, or equipment that is in good, safe working condition and that will produce results meeting the requirements for cement application, soil pulverization, mixing water application, compaction, finishing, and curing, as required herein. Use compaction equipment that will produce the required density.
3.02 Subgrade Preparation
A. Before beginning base construction operations, complete the subgrade. Ensure that the subgrade is firm enough to support the equipment used in the soil-cement base operations without appreciable distortion or displacement. Remove any unsuitable material, and replace it with suitable material.
B. When constructing the base with central-plant-mixed soil-cement, grade and
shape the subgrade to the lines, grades, and typical cross-section shown in the plans. Ensure that the subgrade is moist but not ponded at the time of placing the mixed base course material.
3.03 Base Soil for Mixed-in-Place Processing
Grade and shape the area over which the base is to be constructed to an elevation which will provide a base in conformance with the grades, lines, thickness, and typical cross-sections shown on the plans. Remove all roots, sticks, and other deleterious matter during processing.
3.04 Processing of Soil-Cement Mixture
A. Mix the soil, cement, and water either by mixed-in-place or central-plant-mix methods.
B. Do not allow the percentage of moisture in the soil at the time of cement
application to exceed the quantity that will permit a uniform and intimate mixture of soil and cement during mixing operations.
C. During seasons of freezing temperature, do not spread any cement or soil-
cement mixture unless the ambient temperature is at least 40 degrees F in the shade.
D. At the completion of moist-mixing, pulverize the soil so that 100% passes a 1.5
inch sieve, 95 to 100% passes the 1 inch sieve and a minimum of 80% passes a No. 4 sieve, exclusive of gravel, shell, or stone.
E. Complete operations within a period of four hours starting at the time mixing
commences. 3.05 Mixed-in-Place Method
A. Where feasible, process the entire width of the base in a single operation. Uniformly spread the design quantity of cement on the soil at the required rate of application, by means of an approved method. Replace spread cement that becomes displaced before starting mixing. Check the uniformity of spread rate by:
1. Weight of cement spread/square yards covered for a short trial section
that is between 100 and 300 feet in length or 2. Use of a square yard cloth/box.
B. After applying the cement, begin mixing within 60 minutes. Initially mix the soil
and cement until the cement has sufficiently blended with the soil to prevent formation of cement balls when applying additional water; then add water if necessary, and re-mix the soil-cement mixture. Do not perform windrow mixing.
C. Process up to the full depth in one course, provided the distribution of cement
and water and the specified density are satisfactory to the Engineer. If not, construct courses of such thickness to obtain satisfactory results. Make provisions to achieve adequate bonding between courses.
D. Immediately after mixing of the soil and cement, add any additional water that is
necessary. If the moisture content exceeds that specified, manipulate the soil-cement mixture by re-mixing or blading as required to reduce the moisture content to within the specified range. Avoid excessive concentrations of water.
Continue mixing during and after applying water until obtaining a uniform and intimate mixture of soil, cement, and water.
E. As an alternative to the above described procedure, the use an approved
machine that will blend the cement and the soil and then add and mix-in any additional water that is necessary.
3.06 Central-Plant-Mixed Method
A. Mix the soil, cement, and water in a pugmill of either the batch or continuous-flow type. Equip the plant with feeding and metering devices that will accurately proportion the soil, cement, and water in the quantities specified. Mix soil and cement sufficiently to prevent cement balls from forming when adding additional water. Continue mixing until obtaining a uniform and intimate mixture of soil, cement, and water.
B. Haul the mixture to the roadway in trucks equipped with protective covers.
Place the mixture on the moistened subgrade in a uniform layer with suitable equipment. Do not allow more than 60 minutes to elapse between placing of soil-cement in adjacent passes of the spreader at any location, except at construction joints. Ensure that the layer of soil-cement is uniform in thickness and surface contour, and in such quantity that the completed base will conform to the required grade and cross-section. Do not perform windrow mixing.
3.07 Construction Joints
Prior to joining any previously constructed section of base, form a vertical construction joint by cutting back into the completed work to form a true vertical face of acceptable soil-cement to the full depth of the base course. Moisten the vertical face, if directed, prior to placing new material against it.
3.08 Shaping and Finishing
A. Prior to final compaction, shape the surface of the soil-cement to the required lines, grades, and cross-section. In all cases where adding soil-cement mixture to any portion of the surface, lightly scarify the surface with a spring tooth harrow, spike drag, or other approved device to uniformly loosen the surface prior to adding material and prior to the initial set of the soil-cement mixture. Compact the resulting surface to the specified density. Continue rolling until all rutting ceases and until the base conforms to the density requirements.
B. Ensure that the surface material is moist but not ponded, and maintained at not
less than 2% below its specified optimum moisture content, during finishing operations. Perform surface compaction and finishing in such a manner as to produce a smooth dense surface, free of compaction planes, construction cracks, ridges, and loose material.
C. If the time limits specified above are exceeded, either remove and replace the
base or leave the base undisturbed for a period of seven days, after which, the Engineer will examine it to determine its suitability. If found unsuitable, remove and replace the base at no additional cost to Owner.
3.09 Compaction
A. Begin compacting the soil-cement mixture immediately after mixing or placing. Do not allow more than 30 minutes to elapse between the last pass of moist-mixing or spreading and the start of compaction of the soil-cement mixture at a particular location.
B. Determine the optimum moisture content and the maximum density in the field by
the methods prescribed in AASHTO T-134 on representative samples of the soil-cement mixture obtained immediately after the initial mixing. Determine the density for each day's run or change of material.
C. Uniformly compact the loose material to meet the density requirements specified
below. During compaction operations, the reshape the material to obtain required grade and cross-section.
3.10 Protection Against Drying
A. While finishing and correcting the surface, keep the surface of the base continuously moist by sprinkling it as necessary until applying the emulsified asphalt curing material. As soon as practicable, protect the base from drying for seven days by applying the emulsified asphalt at the rate of 0.20 to 0.25 gallon of the diluted mixture per square yard. Provide complete coverage without excessive runoff. While applying the bituminous material, ensure that the soil-cement surface is dense, free of all loose and extraneous material, and contains sufficient moisture to prevent excessive penetration of the bituminous materials.
B. If it is necessary to allow construction equipment or other traffic to use the
completed base before the bituminous material has cured sufficiently to prevent pickup or displacement, sand the bituminous material, using approximately 10 lbs of clean sand per square yard. Do not use cover material containing organic acids or other compounds detrimental to the soil-cement base.
C. Maintain the curing material during the seven day protection period.
3.11 Opening to Traffic
Do not allow traffic on the base subsequent to completion of the finishing operations for a minimum period of 72 hours. As an exception to this requirement, allow equipment necessary for correction of surface irregularities, application of water, and application of curing materials on the base, provided that the tire contact pressures of such equipment do not exceed 45 psi. Under special conditions (i.e. low speed limit, low traffic volume, urban conditions), the Engineer may waive the 72-hour period.
3.12 Maintenance
A. Maintain the base to a true and satisfactory surface until the wearing surface is constructed. If the Engineer requires any repairing or patching, extend the repair or patch to the full depth of the base, and make them in a manner that will ensure restoration of a uniform base course in accordance with the requirements of
these Specifications. Do not repair the base by adding a thin layer of soil-cement or concrete to the completed work. Make full depth repairs to small or minor areas, such as at manholes, inlets, or the like, with Class I concrete.
B. For patching of deficient areas less than 100 square feet and less than 1 inch in
depth, correct the areas using Type S-III Asphalt Concrete. For patching of deficient areas less than 100 square feet and greater than 1 inch in depth, remove the areas to full depth, and replace them using Asphalt Base Course Type 3, Type S Asphalt Concrete, or soil-cement.
3.13 Density Testing Requirements
A. As soon as possible after completing compaction, the perform field density testing to ensure that the required density is 98% of the maximum density as determined by methods prescribed in AASHTO T-134.
B. If an individual test value within a LOT is less than 94% of the maximum density,
determine the extent of this deficiency by performing density tests using a 5 foot grid pattern until a test value of 95% or greater is located in all directions. Remove the delineated area of base, and replace it with base meeting all requirements of this section, at no cost to the Owner.
C. As an exception to the foregoing, if three or more of the original five individual
test values within a LOT are less than 94% of the maximum density, the Engineer will reject the entire LOT, and the Contractor shall remove all base within the LOT and replace it with base meeting all requirements of this Section, at no expense to the Owner.
3.14 Surface Finish Acceptance Requirements
After compacting and finishing, and not later than the beginning of the next calendar day after constructing of any section of base, measure the surface with a template cut to the required cross-section and with a 15 foot straightedge laid parallel to the centerline of the road. Correct all irregularities greater than 1/4 inch to the satisfaction of the Engineer with a blade adjusted to the lightest cut which will ensure a surface that does not contain depressions greater than 1/4 inch under the template or the straightedge. The Engineer may approve other suitable methods for measurement. In the testing of the surface, do not take the measurements in small holes caused by the blades pulling out individual rocks. Dispose the material removed.
3.15 Thickness Acceptance Requirements
A. Construction tolerances for thickness are as follows:
Allowable Deviation From Plan Thickness
Allowable Deviation From Plan Thickness Central-Plant-Mixed Processing -1 inch Mixed-in-Place Processing +/- 1 inch
B. When any thickness measurement is outside the construction tolerance, the
Engineer will take additional thickness measurements at 10 foot intervals parallel to the centerline in each direction from the measurement which is outside the construction tolerance until a measurement in each direction is within the construction tolerance.
C. The Engineer will evaluate an area of base found to have a thickness outside the
construction tolerance and, at its discretion will require the Contractor to remove and replace it with acceptable base of the thickness shown in the plans, at no expense to the Owner.
3.16 Strength Testing of Field Specimens
A. Check the adequacy of cement content and uniformity of distribution of cement within the base by sampling and testing the completed mix.
B. Take samples at the project site just prior to final compaction and determining a
minimum of two Strength Test Values (STV) each day, with at least one STV per each 2,500 square yards mixed.
C. Ensure that each STV is the average strength value of a minimum of three
individual specimens, and for discarding any obvious outliers.
D. Take representative samples of the mixed soil-cement material for determining an STV just prior to final compaction, recording the sample location, and ensuring that the samples are large enough to mold three or more compressive strength test specimens as prescribed in FM 5-520.
E. Mold these test specimens at the field moisture content and cast the individual
test specimens as close to identical as possible
F. Rest the molds, during compaction of strength test specimens, on a 200 pound concrete block, or the equivalent thereto, that the Contractor provides
G. Gently extrude these test specimens from the compaction mold, and carefully
placing them in a moist curing environment (not in direct contact with ponded or moving water) such as a tightly closed container under wet cloth or burlap at locations where they will not be disturbed.
H. Continue the initial field cure for at least 24 hours, and if after 24 hours it is
determined that the specimens have not gained sufficient strength to be moved without probable damage, continue field curing until the Engineer determines that each specimen can be safely moved without probable damage occurring. When the Engineer determines that the specimens can be safely moved, transport them to the laboratory where they will be cured, as described in the design procedure (FM 5-520), to seven days of age. At seven days of age, test the
individual specimen for determination of compressive stress and ensure that the loading procedure and rates are the same, as described in FM 5-520.
I. If an STV is less than 60% of the Laboratory Design Strength, remove and
replace the material represented by the STV, at no expense to the Department.
J. When the LOT average thickness of soil-cement base is deficient by more than 1 inch and the judgment of the Engineer is that the area of such deficiency should not be removed and replaced, payment for the area retained will be at 50%.
K. When multiple deficiencies occur, the applicable percent payment schedule will
be applied to the LOT of base that is identified with each deficiency. The penalty for each deficiency will be applied separately to the unit price.
END OF SECTION
SECTION 02740
PAVING PART 1 GENERAL 1.01 Section Includes
A. Asphalt pavement, including binder and surface course.
B. Repair and restoration of existing paving, curbing, driveways, and sidewalks.
C. Paving and temporary paving timing requirements. 1.02 References
A. Florida Department of Transportation (FDOT) Standard Specifications for Road and Bridge Construction, 2000 and 2004 editions.
1. Section 320 - Hot Bituminous Mixtures - Plant, Methods, and Equipment
(2000 and 2004 Editions) 2. Section 330 - Hot Bituminous Mixtures - General Construction
Requirements (2000 and 2004 Editions) 3. Section 331 - Type S Asphalt Concrete (2000 Edition) 4. Section 334 - Superpave Asphalt Concrete (2004 Edition) 5. Section 901 - Coarse Aggregate (2000 and 2004 Editions) 6. Section 902 - Fine Aggregate (2000 and 2004 Editions) 7. Section 916 - Bituminous Materials (2000 and 2004 Editions) 8. Section 917 - Mineral Filler (2000 and 2004 Editions)
1.03 Submittals
A. Submit proposed design mix for review and approval. Submit for each proposed mix the following: Gradation analysis; Grade of asphalt cement used; Marshall Stability in pounds flow.
B. Provide a single percentage of asphalt by weight of total mix intended to be
incorporated in the completed mixture, shown to the nearest 0.1%. For structural mixes (S-1, S-3) establish the optimum asphalt content at a level corresponding to a minimum of 4.5% air voids. For FC-3 mixes, establish optimum asphalt content at a level corresponding to a minimum of 5.0% air voids.
C. Provide The laboratory density of the asphalt mixture for all mixes except Open-
Graded Friction Courses.
D. Identify source and description of the materials to be used.
E. Provide certification that the mix design conforms to specification requirements. 1.04 Quality Assurance
A. Field compaction density and thickness testing frequencies of the asphalt shall
be tested once every 25 linear feet of paving per 24-ft wide strip, staggered left, center and right of centerline.
B. Asphalt extraction gradation shall be tested from grab samples collected once
every 200 square yards of asphalt delivered to the site, or a minimum of once per day. Obtain the results in a timely manner (no later than the end of the day) so that adjustments can be made if necessary.
C. On initial use of a Type S or FC-3 mix design at a particular plant, as a minimum,
run an additional extraction gradation analysis if more than 500 tons [450 metric tons] of mixture are produced on the first day of production.
D. Tolerances for Quality Control Tests (Extraction Gradation Analysis) shall be in
accordance with FDOT Specification Section 331. 1.05 Project Conditions
A. Apply prime and tack coats when ambient or base surface temperature is above 40 F, and when temperature has been above 35 F for 12 hours immediately prior to application. Do not apply when base is wet, contains excess moisture, or during rain.
B. Construct asphaltic concrete paving when ambient temperature is above 45 F.
C. Do not spread the mixture when the wind is blowing to such an extent that proper
and adequate compaction cannot be maintained or when sand, dust, etc., are being deposited on the surface being paved to the extent that the bond between layers will be diminished.
PART 2 PRODUCTS 2.01 General
A. This project requires Type S Asphalt Concrete (Type S-1 or S-3). The equivalent fine Type SP (Superpave) Asphalt Concrete mixture (Traffic Level C) meeting the requirements of FDOT Specification Section 334 may be selected as an alternate at no additional cost to the Owner. The equivalent mixes are as follows:
1. Type S-1: Type SP-12.5 2. Type S-3: Type SP-9.5
B. Asphalt plant and equipment shall meet the requirements in latest FDOT Index.
2.02 Aggregate
A. Coarse Aggregate, Stone, Slag or Crushed Gravel shall meet the requirements in FDOT Specification Section 901.
B. Fine Aggregate shall meet the requirements in FDOT Specification Section 902.
C. Aggregate gradation shall meet the following:
Bituminous Concrete Mixtures (Gradation Design Range)
Type Total Aggregate Passing Sieves1 3/4 inch
[19.0 mm] 1/2 inch
[12.5 mm]3/8 inch[9.5 mm]
No. 4 [4.75 mm]
No. 10 [2.0 mm]
No. 40 [425 μm]
No. 80 [180 μm]
No. 200 [75 μm]
S-14 100 88-98 75-93 47-75 31-53 19-35 7-21 2-6 S-34 100 88-98 60-90 40-70 20-45 10-30 2-6
ABC-1 100 0-12 ABC-2 100 55-90 0-12 ABC-32 70-100 30-70 20-60 10-40 2-10 FC-23 100 85-100 10-40 4-12 2-5 FC-34 100 88-98 60-90 40-70 20-45 10-30 2-6
1 In inches [mm] or sieves [μm]. 2 100% passing 1 1/2 inch [37.5 mm] sieve. 3 The Engineer may increase the design range for the No. 10 [2.00 mm] sieve for lightweight aggregates. 4The Engineer may retain up to 1% on the maximum sieve size.
D. Use clean aggregate containing no deleterious substances. Do not use coarse or
fine aggregate which contains more than 0.5% of phosphate.
E. In laboratory tests, and for the purpose of proportioning the paving mixture, consider all material passing the No. 10 [2.00 mm] sieve and retained on the No. 200 [75 μm] sieve as fine aggregate, and the material passing the No. 200 [75 μm] sieve as mineral filler.
F. Do not use any screenings in the combination of aggregates containing more
than 15% of material passing the No. 200 [75 μm] sieve. When two screenings are blended to produce the screening component of the aggregate, one of such screenings may contain up to 18% of material passing the No. 200 [75 μm] sieve, as long as the combination of the two does not contain over 15% material passing the No. 200 [75 μm] sieve. Screenings may be washed to meet these requirements.
2.03 Asphalt Cement
A. Superpave PG Asphalt Binder or Recycling Agent shall meet the requirements in FDOT Specification Section 916.
B. Mineral Filler shall meet the requirements in FDOT Specification Section 917
C. Marshall design mix shall be in accordance with the following:
Marshall Design Properties For Bituminous Concrete Mixes
Mix Type Minimum Marshall
Stability (lbs.)
Flow* (0.01 in)
Minimum VMA (%)
Air Voids (%)
Minimum Effective Asphalt Content
(%)
VFA Voids Filled with
Asphalt (%) S-1 1,500 8-13 14.5 4-5 ** 65-75 S-3 1,500 8-13 15.5 4-6 ** 65-75
ABC-1 500 7-15 15 5-16 6.0 - ABC-2 750 7-15 15 5-14 5.5 - ABC-3 1,000 8-13 14 4-7 ** 65-78 FC-2 - - - - - - FC-3 1,500 8-13 15.5 4-6 ** 65-75
*The maximum Flow value during production shall not exceed one point more than shown in the Table. **The ratio of the percentage by weight of total aggregate passing the No. 200 sieve to the effective asphalt content expressed as a percentage by weight of total mix shall be in the range of 0.6 to 1.2.
2.04 Bituminous Mixture
Use a bituminous mixture composed of a combination of aggregate (coarse, fine or mixtures thereof), mineral filler, if required, and bituminous material. Ensure that not more than 20% by weight of the total aggregate used is silica sand or local materials as defined in FDOT Specification Section 902. Size, grade and combine the several aggregate fractions in such proportions that the resulting mixture meets the grading and physical properties of the verified mix design.
PART 3 EXECUTION 3.01 General
A. Meet the general construction requirements specified in FDOT Specification Section 330.
B. Spread the mixture only when the surface upon which it is to be laid has been
previously prepared, is intact, firm, and properly cured, and is dry. Do not spread mixture that cannot be finished and compacted during daylight hours.
C. Deliver the asphalt cement to the asphalt plant at a temperature not to exceed
350F and equip the transport tanks with sampling and temperature sensing devices meeting the requirements of FDOT. Maintain the asphalt cement in storage within a range of 230 to 350F in advance of mixing operations. Maintain constant heating within these limits, and do not allow wide fluctuations of temperature during a day's production.
D. Produce a homogeneous mixture, free from moisture and with no segregated
materials, that meets all specification requirements for the mixture, including compliance with the Marshall Properties. Also apply these requirements to all mixes produced by the drum mixer process and all mixes processed through a hot storage or surge bin, both before and after storage.
3.02 Preparation of Application Surfaces
A. Prior to the laying of the mixture, clean the surface of the base or pavement to be
covered of all loose and deleterious material by the use of power brooms or blowers, supplemented by hand brooming where necessary.
B. Where an asphalt mix is to be placed on an existing pavement or old base which
is irregular, and wherever the plans indicate, bring the existing surface to proper grade and cross-section by the application of patching or leveling courses.
C. Where an asphalt mix is to be placed over a newly constructed surface
treatment, sweep and dispose of all loose material from the paving area.
D. Paint all structures which will be in actual contact with the asphalt mixture, with the exception of the vertical faces of existing pavements and curbs or curb and gutter, with a uniform coating of asphalt cement to provide a closely bonded, watertight joint.
E. Apply a tack coat, as specified in FDOT Specification Section 300, on existing
pavement structures that are to be overlaid with an asphalt mix and between successive layers of all asphalt mixes.
3.03 Placing Mixture
A. Lay all asphaltic concrete mixtures, including leveling courses, other than adjacent to curb and gutter or other true edges, by the stringline method to obtain an accurate, uniform alignment of the pavement edge.
B. For each paving machine operated, use a separate crew, each crew operating as
a full unit. The Contractor's Certified Paving Technician in charge of the paving operations may be responsible for more than one crew but must be physically accessible to the Engineer at all times when placing mix.
C. Check the depth of each layer at frequent intervals, and make adjustments when
the thickness exceeds the allowable tolerance. When making an adjustment, allow the paving machine to travel a minimum distance of 32 feet to stabilize before the second check is made to determine the effects of the adjustment.
D. In limited areas where the use of the spreader is impossible or impracticable, the
Contractor may spread and finish the mixture by hand.
E. Straightedge and back-patch after obtaining initial compaction and while the material is still hot.
F. Upon arrival, dump the mixture in the approved mechanical spreader, and
immediately spread and strike-off the mixture to the full width required, and to such loose depth for each course that, when the work is completed, the required weight of mixture per square yard [square meter], or the specified thickness, is secured. Carry an excess amount of mixture ahead of the screed at all times. Hand rake behind the machine as required.
G. Construct each course in layers of the thickness shown on Roadway and Traffic Design Standards, Index No. 513.
H. Before starting any rolling, check the surface; correct any irregularities; remove
all drippings, fat sandy accumulations from the screed, and fat spots from any source; and replace them with satisfactory material. Do not skin patch. When correcting a depression while the mixture is hot, scarify the surface and add fresh mixture.
3.04 Application of Leveling Courses
A. Before spreading any leveling course, fill all depressions in the existing surface more than 1 inch deep by spot patching with leveling course mixture, and then compact them thoroughly.
B. Place all courses of leveling by the use of two motor graders, equip one with a
spreader box. Use other types of leveling devices after they have been approved by the Engineer.
C. When the total asphalt mix provided for leveling exceeds 50 lb/yd2 [27 kg/m2],
place the mix in two or more layers, with the average spread of any layer not to exceed 50 lb/yd2 [27 kg/m2]. When using Type S-3 Asphaltic Concrete for leveling, do not allow the average spread of a layer to be less than 50 lb/yd2 [27 kg/m2] or more than 75 lb/yd2 [40 kg/m2]. The quantity of mix for leveling shown in the plans represents the average for the entire project; however, the Contractor may vary the rate of application throughout the project as directed by the Engineer. When leveling in connection with base widening, the Engineer may require placing all the leveling mix prior to the widening operation.
3.05 Compacting Mixture
A. The coverage is the number of times the roller passes over a given area of pavement. Regardless of the rolling procedure used, complete the final rolling before the surface temperature of the pavement drops below 160F.
B. Seal Rolling: Provide two coverages with a tandem steel-wheeled roller (either
vibratory or static), weighing 5 to 12 tons, following as close behind the spreader as possible without pick-up, undue displacement, or blistering of the material. Use vibratory rollers in the static mode for layers of 1 inch or less in thickness.
C. Intermediate Rolling: Provide five coverages with a self-propelled pneumatic-tired
roller, following as close behind the seal rolling operation as the mix will permit.
D. Final Rolling: Provide one coverage with a tandum steel-wheeled roller (static mode only), weighing 5 to 12 tons, after completing the seal rolling and intermediate rolling, but before the surface pavement temperature drops below 160F.
E. Operate the self-propelled, pneumatic-tired roller at a speed of 6 to 10 mph. For
each roller, do not exceed an area of coverage of 4,000 yd2/h if rolling Type S Asphaltic Concrete, do not exceed an area of coverage of 3,000 yd2/h.
F. Use a sufficient number of self-propelled pneumatic-tired rollers to ensure that
the rolling of the surface for the required number of passes does not delay any other phase of the laying operation and does not result in excessive cooling of the mixture before completing the rolling. In the event that the rolling falls behind, discontinue the laying operation until the rolling operations are sufficiently caught up.
G. Use hand tamps or other satisfactory means to compact areas which are
inaccessible to a roller, such as areas adjacent to curbs, headers, gutters, manholes, etc.
H. Use self-propelled pneumatic-tired rollers to roll all patching and leveling courses.
Where placing the initial leveling course over broken concrete pavement, use a pneumatic-tired roller that weighs at least 15 tons. For Type S-3 Asphaltic Concrete leveling courses, use a steel-wheeled roller to supplement the traffic rollers. On other leveling courses, use a steel-wheeled roller to supplement the traffic rollers on all passes after the first pass.
I. Do not allow the rollers to deposit gasoline, oil, or grease onto the pavement.
Remove and replace any areas damaged by such deposits as directed by the Engineer. While rolling is in progress, test the surface continuously, and correct all discrepancies to comply with the surface requirements. Remove and replace all drippings, fat or lean areas, and defective construction of any description. Remedy depressions that develop before completing the rolling by loosening the mixture and adding new mixture to bring the depressions to a true surface. Should any depression remain after obtaining the final compaction, remove the full depth of the mixture, and replace it with sufficient new mixture to form a true and even surface. Correct all high spots, high joints, and honeycombing as directed by the Engineer. Remove and replace any mixture remaining unbonded after rolling. Correct all defects prior to laying the subsequent course.
J. Use a self-propelled pneumatic-tired roller on the first structural layer placed on a
milled surface. Compact with a minimum of three passes. 3.06 Joints
A. Place the mixture as continuously as possible. Do not pass the roller over the unprotected end of the freshly laid mixture except when discontinuing the laying operation long enough to permit the mixture to become chilled. When thus interrupting the laying operation, construct a transverse joint by cutting back on the previous run to expose the full depth of the mat.
B. For all layers of pavement except the leveling course, place each layer so that
longitudinal construction joints are offset 6 to 12 inches laterally between successive layers.
C. When laying fresh mixture against the exposed edges of joints (trimmed or
formed as provided above), place it in close contact with the exposed edge to produce an even, well-compacted joint after rolling.
3.07 Surface Requirements
A. Obtain a smooth surface on all pavement courses placed, and then straightedge all intermediate and final courses with a 15 foot rolling straightedge. Furnish a 15 foot [4.572 m] manual straightedge, and make it available at the job site at all times during the paving operation for checking joints and surface irregularities.
B. Produce a finished surface of uniform texture and compaction with no pulled,
torn, or loosened portions and free of segregation, sand streaks, sand spots, or ripples.
3.08 Acceptance Requirements
A. Upon completion of the final surface or friction course, the Engineer will test the finished surface with a 15 foot rolling straightedge. Correct all deficiencies in excess of 3/16 inch.
B. If correction is made by removing and replacing the pavement, remove the full
depth of the course and extend at least 50 feet on either side of the defective area for the full width of the paving lane.
C. If correction is made by overlaying, cover the length of the defective area and
taper uniformly to a featheredge thickness at a minimum distance of 50 feet on either side of the defective area. Extend the overlay the full width of the roadway. Maintain the specified cross slope. The Engineer may adjust, as necessary, the mix used for the overlay for this purpose.
D. The maximum deficiency from the specified thickness as follows:
1. For pavement of a specified thickness of 2½ inches or more: ½ inch 2. For pavement of a specified thickness less than 2 ½ inches: ¼ inch
E. Where the deficiency in thickness is: (1) in excess of 3/8 inch for pavement of
less than 2½ inches in specified thickness, or (2) in excess of ¾ inch for pavement of specified thickness of 2 ½ inches or more, correct the deficiency either by replacing the full thickness for a length extending at least 50 feet from each end of the deficient area.
F. For any case of excess deficiency of the pavement, if approved by the Engineer
for each particular location, correct the deficient thickness by adding new surface material, and compact it to the same density as the adjacent surface. The Engineer will determine the area to be corrected and the thickness of new material added.
3.09 Repair and Restoration
Replace pavement or roadway surfaces cut or damaged to equal or better condition than the original, including stabilization, base course, surface course, curb and gutter, and other appurtenances.
3.10 Sequencing and Temporary Paving
A. Install subgrade and base course materials within 48 hours of the removal/open
cutting of existing pavement consisting of streets, driveways, or sidewalk. Install final surface courses within 14 days after removal of existing pavement.
B. Areas to receive asphalt shall receive erosion control measures no later than 48
hours after installation of base course. Temporary erosion control consists of placement of a bituminous prime coat and sanding the surface. Permanent erosion control consists of placement of the structural course.
C. Areas to receive concrete paving shall be either protected with a layer of FDOT
coarse aggregate material or shall be paved within 48 hours of installation of the subgrade.
3.11 Field Quality Control
Test density of bituminous concrete mixes. Type S-1 and S-3 asphalt are to be a minimum density of 96% of the laboratory density.
END OF SECTION
SECTION 02840
GUARDRAIL AND HANDRAIL PART 1 GENERAL 1.01 Section Includes
A. FDOT Guardrail
B. FDOT Aluminum Pipe Handrail 1.02 Related Sections
A. Guardrail Products and Installation - latest FDOT Index B. Aluminum Handrail Products and Installation - latest FDOT Index
1.03 Scope of Work
Furnish all materials, equipment, transportation, tools and labor, unless otherwise specified, to construct guardrail, handrail, and other appurtenances, and all items called for or that could reasonably be inferred from the drawings, including posts, anchors, base plates, concrete pads, all accessories for a complete job ready to operate. If any items for a complete job are omitted or not shown, the Contractor shall furnish and install the same without cost to the Owner.
1.04 References
A. Requirements defined in this section are supplemental to latest FDOT specifications. Products identified herein relate to FDOT options.
B. Florida Department of Transportation Standard Specifications for Road and
Bridge Construction, latest edition.
C. Florida Department of Transportation Roadway and Traffic Design Standards, latest edition.
1.05 Submittals
A. Provide shop drawings which indicate the following:
1. Guardrail layout including post locations and anchorage 2. Handrail layout including anchor and base details
PART 2 PRODUCTS 2.01 Guardrail Posts
Provide timber posts
2.02 Guardrail End Anchorage
Provide end anchorage type IV. 2.03 Aluminum Pipe Handrail
Provide bicycle facility type. PART 3 EXECUTION - Not Used
END OF SECTION
SECTION 02910
LANDSCAPING PART 1 GENERAL 1.01 Section Includes
Materials, installation, maintenance of trees, ground cover, and shrubs 1.02 Related Sections
Section 02920 - Lawns and Grasses 1.03 General Requirements
A. Furnish all labor, materials, equipment, and incidentals required to install trees, ground cover, and shrubs, to place accessory planting materials and to maintain and guarantee all planted areas, in areas as shown on the Drawings. All work shall be in strict adherence with sound nursery practice and shall include maintenance and watering of all the work of this Contract until final completion and acceptance by the Owner.
B. The landscaping shall be performed by a subcontractor who is fully experienced
in projects of this scope and whose main business is landscaping. The subcontractor shall be subject to the approval of the Engineer.
C. Provide under this Section all landscaping appurtenances as shown on the
landscaping drawings and specifications. 1.04 Submittals
A. Submit to the Engineer for approval, complete written maintenance instructions for each type of plant furnished under the Contract.
B. Submit representative samples of any or all of required accessory planting
materials as ordered by the Engineer. 1.05 Warranty
The life and satisfactory condition of all plant material planted shall be guaranteed by the Contractor for a minimum of one calendar year. Guarantee shall include complete replacement with material of the same kind and size as in the original work if not in a healthy condition, as determined by the Engineer, at the end of the warranty period.
1.06 Maintenance
A. Plant material maintenance shall begin when planting operations start and shall extend until final acceptance of the work.
B. Maintain all plant materials under this Contract to the satisfaction of the Engineer. Maintenance shall include necessary watering, cultivation, weeding, pruning, spraying, tightening and repair to guy wires, removal of dead material, resetting, and other work required to conform with referenced standards and accepted nursery standards as approved.
C. Plant materials which are in a tilted or in a leaning position shall be properly
righted
D. After final acceptance by the Owner and until 60 days after acceptance of all plantings, the landscaping subcontractor shall make monthly inspections of materials and report in writing to the City Landscape Architect the conditions of the plants and the necessary requirements to keep the plants in a healthy growing condition.
PART 2 PRODUCTS 2.01 Materials
A. Plant species and size shall conform to those indicated in the Plant List and in plant locations shown on the Drawings. All plants shall be Florida Grade No. 1, or better.
B. Plants shall be sound, healthy, vigorous, free from plant diseases, insects, pest,
or their eggs, and shall have healthy normal root systems. Plants shall be nursery grown stock, freshly dug. No heeled in, cold storage or collected stock will be acceptable.
C. Shape and Form:
1. Plant material shall be symmetrical, typical for the variety and species,
and shall conform to the measurements specified in the Plant List. 2. Plants used where symmetry is required shall be matched as nearly as
possible. 3. Plants shall not be pruned prior to delivery except as authorized. 4. All plants shall have been transplanted or root pruned at least once in the
past 3 years. 5. Unless otherwise noted, street trees shall be free of branches up to 6
feet, with the single leader well branched, and with straight trunks. 6. Shrubs shall have been twice transplanted, have fully developed root
systems, be heavily canned with foliage to base, fulfill dimensions required, and be typical of the species.
7. Ground covers shall have sturdy fibrous root systems and shall be heavily leafed.
D. Measurement: The height and/or width of trees shall be measured from the
ground or across the normal spread of branches with the plants in their normal position. The measurement shall not include the immediate terminal growth.
E. Substitutions in plant species or size shall be made only with the written approval
of the Engineer.
F. Ground cover plants shall be planted in beds which receive 4 inches of approved
topsoil, thoroughly disced into the soil. The finished surface, compacted and settled, shall conform generally with and at all points to the required grade. Plants shall be spaced as shown, and in accordance with the best practices of the trade.
G. Planting Soil:
1. Soil for backfilling around plants and planting beds shall be a good grade
of garden loam as approved. Soil shall be free of heavy clay, coarse sand, stones, lumps, sticks or other foreign material. The soil shall not be delivered or used in a muddy condition.
2. The soil shall be taken from ground that has never been stripped. There shall be a slight acid reaction to the soil with no excess of calcium or carbonate. The soil shall be free from excess weeds or other objectionable material.
3. Soil for trees and shrubs shall be delivered in a loose, friable condition. All trees should average approximately 1 cubic yard per tree. There will be 4-inches of planting soil in ground cover areas and 1/8 cubic yard per shrub or vine.
4. No marl shall be used in ground cover planting beds.
H. Any required landscaping stone shall be inert, nonleaching material as specified on the Drawings. Provide physical samples for approval before purchase. No crushed limerock shall be used.
I. Special provisions are recommended by Florida Dept. of Agriculture and
Consumer Services shall be made for the acquisition, material type and specification, and other pertinent elements, of the pine tree buffer plantings. With respect to this, the recommendations and requirements of the Agriculture Department's agent shall govern subject to approval by the Owner.
PART 3 EXECUTION 3.01 Planting Procedures
A. Plant Locations: All plants shall be located as shown on the Drawings, to dimensions if shown, to scale if not dimensioned. Large areas or beds shall be scaled and the plants spaced evenly. Approved by the Engineer is required before any plants may be installed.
B. Tree Staking: All tree staking and bracing shall be included herein in accordance
with sound nursery practice and shall generally be in accordance with the details shown. Furnish all materials required for staking and bracing as approved.
C. Tree Pits: Pits for trees shall be at least 2 feet greater in diameter than the
specified diameter of the ball. Pits shall be of sufficient depth to allow a 6-inch layer of planting soil under the ball when it is set to grade. Bottom of pit shall be loosened prior to backfilling. Other specifications for tree pits shall be as shown on the plans.
D. Digging and Handling:
1. Plants shall be handled at all times so that roots or balls are adequately
protected from sun or drying winds. Tops or roots of plants allowed to dry out will be rejected.
2. Balled or burlapped plants shall be moved with firm, natural balls of soil, not less than 1-foot diameter of ball to every 1-inch caliper of trunk, and a depth of not less than 2/3 of ball diameter. No plant shall be accepted when the ball of earth surrounding its roots has been cracked or broken. All trees, except palm and seedling pines, shall be dug with ball and burlapped. Root pruning shall have been done a minimum of four weeks before planting at the job.
3. Bare root plants shall be dug with spread of root and of sufficient depth to ensure full recovery of the plant.
E. When balled and burlapped plants are set, planting soil shall be carefully tamped
under and around the base of the balls to prevent voids. All burlap, rope, wires, etc., shall be removed from the sides and tops of balls, but no burlap shall be pulled from underneath. Roots of bare rooted plants shall be properly spread out and planting soil carefully worked in among them.
F. Before plants are backfilled with planting soil, fertilizer tables, Agriform 20-10-5 or
equal, shall be placed in each pit. Provide three tablets for each tree and one for each shrub or vine.
G. All plants shall be set straight or plumb, in locations shown on the Drawings.
Except as otherwise specified, plants shall be planted in pits and shall be set at such level that, after settlement, they bear the same relation of the finished grade or surrounding ground as they bore to the grade of the soil from which they are taken.
H. Pruning shall be carefully done by experienced plantsmen. Prune immediately
upon acceptance by the Owner, including any broken branches, thinning all small branches and tipping back main branches (except main leaders).
I. Excess soil and debris shall be disposed of off the project site unless ordered
stockpiled by the Engineer. 3.02 Obstructions Below Ground
A. If underground construction utilities or obstructions are encountered in excavation of the planting areas, or pits, other locations for the plant material may be selected by the Engineer.
B. Such changes shall be done without additional compensation.
3.03 Tree and Plant Protection
A. The Contractor shall remove only those trees selected for removal by the Engineer. Prior to removal of said trees, the Contractor shall obtain a tree
removal permit, if required. All other trees in the vicinity of the work shall be protected against damage by the Contractor until all work under the Contract has been completed. Removal of any unapproved trees shall result in a fine to the Contractor of $200/inch trunk diameter of that tree that is removed.
B. Consult with the Engineer, and remove agreed-on roots and branches which
interfere with construction. Employ qualified tree surgeon to remove, and to treat cuts.
C. Provide temporary barriers to the height of six feet (6-foot/0-inches), around
each, or around each group of trees and plants.
D. Protect root zones of trees and plants:
1. Do not allow vehicular traffic or parking. 2. Do not store materials or products. 3. Prevent dumping of refuse or chemically injurious materials or liquids. 4. Prevent puddling or continuous running water.
E. Carefully supervise excavating, grading and filling, and subsequent construction
operations, to prevent damage.
F. In case of inadvertent damage to any tree, by the Contractor or any of his subcontractors or employees, the Contractor shall provide replacement of each size tree with a new tree of acceptable type, size and quality, subject in each case to the approval of the Owner.
G. Completely remove barricades, including foundations, when construction has
progressed to the point that they are no longer needed, and when approved by the Engineer.
H. Clean and repair damage caused by installation, fill and grade the areas of the
site to required elevations and slopes, and clean the area. 3.04 Replacement
A. At the end of the warranty period, any plant required under this Contract that is dead or not in satisfactory growth as determined by the Engineer shall be removed. Plants replaced shall be guaranteed for 90 days after date of replacement.
B. Replacement of plants necessary during the guarantee period shall be the
responsibility of the Contractor, except for possible replacements of plants resulting from removal, vandalism, acts of neglect on the part of others, or acts of God.
C. All replacements shall be plants of the same kind and size as specified in the
landscape drawings. They shall be furnished and planted as herein specified. The cost shall be the responsibility of the Contractor.
END OF SECTION
SECTION 02920
LAWNS AND GRASSES PART 1 GENERAL 1.01 Section Includes
Soil preparation, sodding, seeding, mulching, fertilizing, watering, and maintenance of grassed areas
1.02 References
Florida Department of Transportation Standard Specifications for Road and Bridge Construction, latest implemented edition.
1.03 Warranty
All seeding shall be warrantied by the General Contractor to be true to name and in a vigorous growing condition through one growing cycle including one summer and one winter season.
1.04 Maintenance
Maintenance for lawns shall begin immediately after seeding or sodding. Provide watering, mowing and replanting and continue as necessary until a close healthy stand of specified grasses is established.
PART 2 PRODUCTS 2.01 Lime
Lime shall be agricultural grade dolomitic limestone, ground sufficiently fine so that at least 80 percent will pass through a No. 8 sieve, and it shall contain not less than 80 percent calcium carbonate equivalent. Moisture content at time of delivery shall not exceed 8 percent.
2.02 Fertilizer
Fertilizer shall be a composition recommended by a local County Agricultural Agent or State Agricultural Extension Service or a preformulated 10-6-4 mixture.
2.03 Water
Water shall be free from oil, acid, alkali, salts, and other harmful substances.
2.04 Sod
A. Sod shall be either field or nursery grown sod that is native to the locality of the
Project. The Contractor shall obtain Engineer’s approval of the source of the sod prior to cutting the sod.
B. Sod grown on soil high in organic matter, such as peat, will not be acceptable.
The consistency of sod shall be such that it will not break, crumble or tear during handling and placing. Sod shall be reasonably free of stones, crab grass, noxious weeds, and other objectionable plants or substances injurious to plant growth.
C. Sod shall have at least 1 inch of soil adhering firmly to the roots and cut in
rectangular pieces with the shortest side not less than 12 inches. At the time of cutting sod the grass shall be mowed to a height not less than 2 inches nor more than 4 inches.
D. Sod cut for more than 48 hours shall not be used without the approval of the
Engineer.
E. Bermuda Sodding shall be 419 Tifway Bermuda.
F. Bahia Sodding shall be Argentine Bahia Sod.
G. If so designated on the drawings, Bahia Sodding along coastal areas subject to high salt content shall be Seashore Paspalum Bahia (Paspalum vagination), such as Sea Isle 1, as produced by Turfgrass America, or approved equal.
2.05 Seeding and Mulching
A. Permanent grass seed shall be argentine bahia, in accordance with latest FDOT Index.
B. Temporary grass seed shall be annual rye grass in accordance with latest FDOT
Index.
C. Mulch shall be dry mulch in accordance with FDOT specification 981. PART 3 EXECUTION 3.01 Regrading of Topsoil
Topsoil shall be graded reasonably smooth and level after final settlement. All humps shall be removed and depressions or eroded areas filled in with additional topsoil before proceeding with seeding or sodding.
3.02 Preparation for Sodding or Seeding
A. Preparation shall not be started until all other site and utility work and finished grading within the areas to be seeded have been completed.
B. Loosen topsoil by tilling it to a depth of at least 3 inches and smooth out all surface resulting irregularities. Leave area free of rocks or hard soil clods that will not pass through the tines of a standard garden rake.
C. At least 7 days before applying fertilizer, spread lime uniformly in sufficient
quantity to produce a soil pH of 6.5. Work lime thoroughly into topsoil to a depth of 3 inches.
D. Apply fertilizer uniformly at a rate of 20 pounds per 1000 square feet. Work
fertilizer into soil prior to seeding or sodding. 3.03 Sodding
A. All disturbed areas shall be sodded. The sod used for surface restoration shall match the sod of the disturbed areas or the adjacent sod.
B. Provide sod in areas indicated on the Drawings. Sodding shall also be used in
ditches and drainage swales and on all embankment slopes steeper than 3 to 1 unless protection is provided against erosion of seeding.
C. Place sod with the edges in close contact and alternate courses staggered.
Lightly tamp or roll to eliminate air pockets. On slopes 2 to 1 or steeper, stake sod with not less than 4 stakes per square yard and with at least one stake for each piece of sod. Stakes shall be driven with the flat side parallel to the slope. Do not place sod when the ground surface is frozen or when air temperature may exceed 90 degrees F. Water the sod thoroughly within 8 hours after placement and as often as necessary to become well established.
D. In ditches, the sod shall be placed with the longer dimension perpendicular to the
flow of water in the ditch. On slopes, starting at the bottom of the slope, the sod shall be placed with the longer dimension parallel to the contours of the ground.
E. All exposed edges of sod shall be buried flush with the adjacent turf.
3.04 Seeding and Mulching
A. Scatter seed uniformly over the grassing area while the soil is still loose and moist at the rate of 100 pounds per acre.
B. Seed of quick growing species of grass, such as rye, Italian rye, millet or other
cereal grass, shall be spread in conjunction with the permanent type seed mixture. The type of quick-growth seed used shall be appropriate to provide an early ground cover during the particular season when planting is done. The rate of spread shall be 30 pounds per acre, unless otherwise specified.
C. Apply approximately 2 inches, loose thickness, of the mulch material uniformly
over the seeded area, and cut into the soil so as to provide an early ground cover during the particular season when planting is done. The rate of spread shall be 30 pounds per acre, unless otherwise specified.
D. Roll thoroughly the entire seeded area immediately after completion of the seeding.
3.05 Watering
Immediately after placing erosion control or mulch, water seeded areas thoroughly with a fine mist spray. Keep soil thoroughly moist until seeds have sprouted and achieved a growth of 1 inch. For sod, immediately begin watering and continually keep moist until the sod has firmly knit itself to the topsoil.
3.06 Protection of Work
Protect newly seeded and sodded areas from all traffic by erecting temporary fences and signs. Protect slopes from erosion. Properly and promptly repair all damaged work when required.
3.07 Application of Fertilizer
Six weeks after completion of seeding or sodding apply granular fertilizer over all areas at the rate of two pounds of nitrogen nutrients per 1000 square feet of area.
3.08 Clean-Up
At the time of final inspection of work, but before final acceptance, remove from seeded and sodded areas all debris, rubbish, excess materials, tools, and equipment.
3.09 Lawn Replacement
Lawns not showing a close uniform stand of healthy specified grasses at the end of the guaranty period shall be replaced and maintained until acceptance. Scattered bare spots, none of which is larger than one square foot, will be allowed up to a maximum of 3% of the total area.
END OF SECTION
SECTION 03100
CONCRETE FORMS PART 1 GENERAL 1.01 Section Includes
General formwork, forms, form liners, and coatings, form ties. 1.02 Related Sections
Section 03150 - Concrete Accessories 1.03 References
A. American Concrete Institute (ACI) latest edition:
1. ACI 301 - Structural Concrete for Buildings 2. ACI 318 - Building Code Requirements for Reinforced Concrete 3. ACI 347 - Guide to Formwork for Concrete 4. ACI SP-4 - Formwork for Concrete
1.04 System Description
Provide formwork to produce members of the size, shape, and exterior finish required, for the structural adequacy of the forms to carry construction loads without excessive deflection, and for the safe use of forms in connection with completion of the concrete work. The Contractor shall be responsible for any injury or damage arising from inadequate forms or from premature removal of formwork.
1.05 Submittals
Submit samples of patterned concrete form liner panels and form ties. PART 2 PRODUCTS 2.01 Formwork
A. Form ties shall be a watersealing snap-in type. For patterned concrete, use stainless steel snap ties.
B. Plywood forms and liners shall be minimum grade B-B High Density Overlay
Concrete Form Panels, Class I.
C. Formwork lumber shall be straight and clean. All nails shall be withdrawn and surfaces in contact with concrete shall be thoroughly cleaned before reuse
D. Metal forms shall be in accordance with ACI SP-4.
2.02 Patterned Concrete Form Liners
A. The special liners shall be configured in such a manner as to produce patterned finish concrete that will duplicate the surface appearance of the cut limestone building panels. The location, extent, and configuration of the surface treatment shall be as indicated on the Drawings. In addition to form release agents, rustication may be slightly beveled, approximately 1 to 8 maximum, to facilitate form release.
B. Produce the patterned concrete with a smooth finish by using either plywood
and/or tempered hardboard, complying with requirements for Grade A Forms, in conjunction with finished lumber, or approved fiberglass liners; or an approved equal liner. Liner joint marks shall not be apparent.
PART 3 EXECUTION 3.01 General
A. Coordinate with other trades and properly place and locate in position all necessary dowels, bolts, anchors, anchor slots, inserts, sleeves, openings, hangers, metal ties and other fastening devices required for attachment and support of adjacent work. Securely anchor all embedded items.
B. Formwork shall comply with ACI 347 and to shape, lines and dimensions of the
members as indicated on the Drawings. Joints in forms shall be horizontal or vertical. Forms shall be properly braced or tied to maintain position and shape under all dead and live loads and to prevent leakage. Forms shall be assembled so their removal will not damage the concrete. Tolerances for formed surfaces shall be in compliance with ACI 301.
C. Lumber formwork may be used for surfaces which will not be exposed to view.
Use plywood or metal forms for exposed surfaces.
D. Provide temporary openings at the base of forms greater than 4 feet high, if necessary, to facilitate cleaning and inspection immediately before depositing concrete.
E. All external corners of concrete exposed to view shall be chamfered by using 3/4
inch by 3/4 inch by 45 degree wood stripping, except as otherwise indicated on the Drawings.
3.02 Grade A Forms
A. Unless otherwise indicated, Grade A forms shall be used for all exposed concrete.
B. Grade A forms shall consist of steel forms lined with 3/16 inch thick tempered
hardboard or 1/4 inch thick plywood, or by using plywood forms.
C. Full sized sheets shall be used wherever possible. The edges of all sheets shall be straightened to insure tight, close fitting joints. Bulges or depressions more
than 1/8 inch in 4 feet will not be permitted. Open joints which would permit leakage shall be sufficient cause for rejection of forms. Other tolerances shall be as allowed by ACI 347.
3.03 Grade B Forms
A. Use lumber, plywood or metal forms. All joints shall be solidly backed, aligned and made leakproof.
B. Unless otherwise indicated, Grade B Forms are intended for use where concrete
will not be exposed to view, such as below grade, below normal liquid levels in water-retaining structures, or inside manholes, boxes, vaults, etc.
3.04 Surface Treatment of Formwork
The inside surface of lumber forms shall be soaked with clean water prior to placing concrete. All other forms shall be treated with an approved form oil or lacquer. If oil is used, all excess oil shall be wiped off.
3.05 Inspection of Formwork
Concrete shall not be placed until the forms have been inspected by the E/A to assure surfaces in conformance with the Drawings and Specifications. The inspection of formwork by the E/A does not relate to the structural adequacy or the safety of the formwork.
3.06 Removal of Forms
Forms shall be removed in accordance with requirements of ACI 318, without damaging the concrete. Leave shoring in place until concrete will safely support its own weight plus any live loads that may be placed upon it.
END OF SECTION
SECTION 03150
CONCRETE ACCESSORIES PART 1 GENERAL 1.01 Section Includes
Construction joints, anchors and inserts, waterstops 1.02 Related Sections
A. Section 03100 - Concrete Forms 1.03 References
A. American Society for Testing and Materials (ASTM) latest edition:
1. ASTM D1751 - Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)
2. ASTM D1752 - Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction
1.04 Submittals
Provide samples and certifications of all proposed materials. PART 2 PRODUCTS 2.01 Joint Fillers
A. Joint fillers shall be products of the following manufacturers, or equal
1. W. R. Meadows, Inc., Elgin, Illinois 2. W. R. Grace and Co., Cambridge, Massachusetts
B. Preformed sponge rubber joint filler shall conform to ASTM D1752, Type I.
C. Preformed cork joint filler shall conform to ASTM D1752, Type II.
D. Preformed bituminous fiber joint filler shall be non-extruding type conforming to
ASTM D1751.
E. Control joint strips shall have a minimum depth of 25 percent of slab thickness and a minimum thickness of 1/8 inch.
2.02 Joint Sealants
Sealants for joints shall be in accordance with FDOT index 21100.
2.03 Waterstop
A. Waterstop shall be either rubber (SBR or Neoprene) or PVC and shall be dense, homogeneous and uniform. PVC is preferred. Holes and imperfections shall be cause for rejection
B. Waterstops for construction joints shall be 4 inch by 3/16 inch minimum split
waterstop or 6 inch by 3/8 inch minimum with hollow center bulb. Waterstops for expansion joints shall be 9 inch by 3/8 inch with 3/4 inch hollow center bulb. Multiple rib type of waterstop is preferred, if available. Where size and type of waterstop are not indicated, 6 inch by 3/8 inch minimum with hollow center bulb shall be used.
C. Provide prefabricated tees, crosses, and other configurations as required for all
intersections of waterstop. PART 3 EXECUTION 3.01 Preparation
Remove existing concrete and provide openings for installation of new work as indicated on Drawings. Repair all damage to existing work caused by concrete removal.
3.02 General
A. Arrange construction joint bulkheads to allow concrete to be placed between construction joints in one continuous operation.
B. Provide construction joints with shear transfer keyways and waterstops as
indicated. Unless otherwise indicated on the Drawings, spacing of construction joints for walls shall not exceed 75 feet.
C. Erect bulkheads where shown on the Drawings or where approved by the E/A.
Bulkheads shall be at right angles to the main reinforcement and shall produce a tongue and grooved joint of the configuration indicated on the Drawings. Install waterstop as indicated.
D. Obtain the E/A's approval if it becomes necessary to eliminate or relocate
construction joints shown on the Drawings.
E. Tops of edge forms, bulkheads and screeds shall be set to the finished elevations and to provide uniform pitch to drains as indicated on Drawings.
3.03 Horizontal Joints
Provide methods of achieving a leakproof joint. No horizontal construction joints will be permitted in slabs, beams, or girders
3.04 Vertical Joints
Joints in reinforced slabs, beams, and girders shall be perpendicular to the axis or plane of the members joined.
3.05 Expansion Joints
A. Provide expansion joints and waterstops where indicated. Joint fillers shall be placed on each side of waterstops.
B. Unless otherwise indicated, provide preformed sponge rubber or preformed cork
filler. Allow for installation of two component traffic grade polyurethane sealant.
C. For drives, pavements, parking areas, walks and slabs on grade, provide preformed non-extruding asphalt strip or bituminous fiber joint filler set 1/8_inch below finished surface unless otherwise indicated. Tool concrete edges on each side of joint. No sealant is required.
D. Unless otherwise indicated, provide preformed sponge rubber or cork filler with
allowance for installation of two-component polysulfide sealant.
E. Unless otherwise indicated, provide preformed sponge rubber or cork filler with allowance for installation of two component polysulfide sealant.
3.06 Waterstops
A. Provide continuous waterstops where so indicated on the Drawings
B. Embed approximately half of the waterstop on each side of the joint. Field splice and joint PVC waterstop by heat sealing butt joints. Rubber waterstop shall be spliced or jointed with solid web rubber unions and the manufacturer's approved cold applied cement.
C. All splices and joints shall be in accordance with the manufacturer's
recommendations to produce a water-tight joint. Lap splices will not be permitted. Support and protect the waterstop during construction. Repair or replace all damaged waterstop.
END OF SECTION
SECTION 03200
CONCRETE REINFORCEMENT PART 1 GENERAL 1.01 Section Includes
Reinforcement for concrete, not including reinforcement for masonry. 1.02 References
A. American Concrete Institute (ACI) latest edition:
1. ACI 315 - Standard Practice for Detailing Reinforced Concrete Structures 2. ACI 318 - Building Code Requirements for Reinforced Concrete
B. American Society for Testing and Materials (ASTM) latest edition:
1. ASTM A36 - Carbon Structural Steel 2. ASTM A185 - Steel Welded Wire Reinforcement, Plain, for Concrete 3. ASTM A615- Deformed and Plain Billet-Steel Bars for Concrete
Reinforcement
C. Concrete Reinforcing Steel Institute (CRSI) latest edition:
1. Manual of Standard Practice for Reinforced Concrete Construction 1.03 Submittals
A. Certifications for reinforcement
B. Reinforcement steel shop drawings prepared in accordance with ACI 315. Drawings shall indicate bending diagrams, shapes, dimensions, clearances, splicing and laps, accessories, and installation notes.
PART 2 PRODUCTS 2.01 General
A. Reinforcement bars shall be ASTM A615, Grade 60 deformed bars, except as otherwise indicated.
B. Smooth dowels shall be ASTM A615, Grade 60 plain bars
C. Threaded dowels shall be ASTM A36.
D. Welded wire fabric shall conform to ASTM A185. Where welded wire fabric is
shown but not sized on Drawings, use 6" x 6" x W2.9 x W2.9 WWF.
E. Accessories for proper installation of reinforcement shall conform to CRSI "Manual of Standard Practice for Reinforced Concrete Construction". Bar supports at exposed surfaces shall be Class C Plastic Protected.
F. Reinforcement fabrication shall conform to ACI 315 and ACI 318, and approved
shop drawings. PART 3 EXECUTION 3.01 Preparation
A. On porous subgrade or beddings, provide vapor barrier.
B. Coordinate with other trades and properly place and locate in position all necessary reinforcement, dowels, bolts, anchors, anchor slots, inserts, hangers, metal ties, and other fastening devices required for attachment and support to adjacent work. Securely anchor all fixtures and embedded items.
3.02 General
A. The placement of reinforcing steel shall conform to "Placing Reinforcing Bars", as published by the Concrete Reinforcing Steel Institute except as noted.
B. Reinforcement shall be inspected and approved by the E/A before enclosing
forms are erected and shall be rechecked immediately prior to depositing concrete.
3.03 Splices, Laps, and Dowels
A. Provide continuous reinforcement or dowels through construction joints. The use of inserts in lieu of dowels shall be subject to the Owner’s approval. One half of reinforcement shall be discontinued across control joints unless otherwise indicated. All reinforcement shall be discontinued across expansion joints, except for sleeved or greased dowels, if indicated
B. Splice laps shall be a minimum of 30 bar diameters unless indicated otherwise.
Dowels shall be of the same size as the largest bar to which they lap, unless otherwise indicated.
C. Splices for horizontal wall reinforcement of circular tanks shall be staggered so
that no more than each fifth bar in each face is spliced within any two feet of wall perimeter. Slab reinforcement splices for circular tanks shall be staggered as indicated on the Drawings. The minimum length of staggered lap splices in circular structures shall be as indicated on the Drawings.
3.04 Fabric Reinforcement for Slabs
A. Fabric reinforcement for slabs shall be overlapped at splices not less than the spacing of the cross wires plus 2 inches. Fabric shall extend to within 4 inches of concrete edges.
B. Unless otherwise shown, place reinforcement 2 to 3 inches below the top of the finished slab. Mesh shall either be sandwiched between two layers of fresh concrete or supported on mesh supports. Supports that may puncture the vapor barrier, if any, shall not be used.
3.05 Reinforcement for Formed Concrete
Secure steel reinforcement to maintain proper position during concrete placement. Concrete protection for reinforcement shall conform to ACI 318, except as otherwise indicated on the Drawings. The distance from the center of reinforcing bars to the opposite face of all structural slabs, walls, columns, or beams shall conform to ACI 318. The distance may be increased provided the required cover is maintained.
END OF SECTION
SECTION 03300
CONCRETE PART 1 GENERAL 1.01 Section Includes
General requirements for formwork, reinforcement, accessories and cast-in-place concrete.
1.02 References
A. American Concrete Institute (ACI) latest edition:
1. ACI 301 - Structural Concrete for Buildings 2. ACI 305 - Hot Weather Concreting 3. ACI 306 - Cold Weather Concreting 4. ACI 315 - Detailing Manual 5. ACI 318 - Building Code Requirements for Structural Concrete 6. ACI 347 - Formwork for Concrete
B. American Association of State Highway and Transportation Officials (AASHTO)
latest edition:
1. AASHTO T152 - Air Content of Freshly Mixed Concrete by the Pressure Method
C. American Society for Testing and Materials (ASTM) latest edition:
1. ASTM A185 - Steel Welded Wire Reinforcement, Plain, for Concrete 2. ASTM A615 - Deformed and Plain Billet-Steel Bars for Concrete
Reinforcement 3. ASTM C31 - Making and Curing Concrete Test Specimens in the Field 4. ASTM C33 - Concrete Aggregates 5. ASTM C39 - Test Method for Compressive Strength of Cylindrical
Concrete Specimens 6. ASTM C94 - Ready-Mixed Concrete 7. ASTM C138 - Test Method for Density (Unit Weight), Yield, and Air
Content (Gravimetric) of Concrete 8. ASTM C143 - Test Method for Slump of Hydraulic Cement Concrete 9. ASTM C150 - Portland Cement 10. ASTM C173 - Test Method for Air Content of Freshly Mixed Concrete by
the Volumetric Method 11. ASTM C231 - Test Method for Air Content of Freshly Mixed Concrete by
the Pressure Method 12. ASTM C260 - Air-Entraining Admixtures for Concrete 13. ASTM C309 - Liquid Membrane-Forming Compounds for Curing
Concrete
14. ASTM D1751 - Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Bituminous Types)
1.03 Submittals
A. Submit reinforcement steel shop drawings in accordance with Section 01000 and prepared in accordance with ACI 315, Manual of Standard Practice for Detailing Reinforced Concrete Structures. Drawings shall indicate bending diagrams, shapes, dimensions, clearances, splicing and laps, accessories, and installation notes.
B. Submit manufacturer's literature for all admixtures proposed for the work.
C. Submit delivery tickets in accordance with ASTM C94 for each batch of ready-
mixed concrete. Information on the ticket shall include class of concrete, water content, time of loading, truck number, admixtures, and quantity.
D. At least 15 days prior to placing of concrete, the Contractor shall submit
proposed mix proportions and samples of proposed materials. 1.04 Quality Control
A. Materials and methods of mixing and placing concrete shall conform to ACI 318, Building Code Requirements for Reinforced Concrete.
B. Tests for slump shall be made when directed by the Engineer in accordance with
ASTM C143.
C. Air content tests shall be made, when directed by the Engineer, in accordance with ASTM C138, C173, C231, or AASHTO T-152.
PART 2 PRODUCTS 2.01 Formwork
Formwork lumber shall be straight and clean. All nails shall be withdrawn and surfaces in contact with concrete shall be thoroughly cleaned before reuse.
2.02 Reinforcement
A. Reinforcement bars shall be ASTM A615, Grade 60 deformed bars, except as otherwise indicated.
B. Welded wire fabric shall conform to ASTM A185. Where welded wire fabric is
shown but not sized on Drawings, use 6" x 6" x W2.9 x W2.9 WWF.
C. Accessories for proper installation of reinforcement shall conform to CRSI "Manual of Standard Practice for Reinforced Concrete Construction". Bar supports at exposed surfaces shall be Class C-Plastic Protected.
D. Reinforcement fabrication shall conform to ACI 315 and ACI 318, and approved shop drawings.
2.03 Joint Fillers
A. Joint fillers shall be products of the following manufacturers, or equal:
1. W. R. Meadows, Inc., Elgin, Illinois 2. W. R. Grace and Co., Cambridge, Massachusetts.
B. Preformed bituminous fiber joint filler shall be non-extruding type conforming to
ASTM D1751.
C. Control joint strips shall have a minimum depth of 25 percent of slab thickness and a minimum thickness of 1/8 inch.
2.04 Concrete Materials
A. Water shall be clean and potable
B. Portland cement shall be ASTM C150 Type I, II or III.
C. Fine and coarse aggregate shall be clean, hard, natural, or manufactured material conforming to ASTM C33.
D. The nominal maximum size of the aggregate shall not be larger than three-
fourths of the minimum clear spacing between individual reinforcing bars. Coordinate with maximum aggregate sizes specified hereafter for classes of concrete.
E. Admixtures shall conform to ASTM C260 (air entrainment) or C494 (water
reduction) and shall be products of one of the following manufacturers, or equal.
1. Dewey and Almy Chemical Div., W. R. Grace and Co. 2. Euclid Chemical Co. 3. Master Builders Co. 4. Sika Chemical Corp.
2.05 Miscellaneous Materials
A. Vapor barrier shall be polyethylene film 0.006 inches thick and shall conform to Product Standard PS-17.
B. Liquid membrane curing compound shall conform to ASTM C309, Type 1 or
Type 2. Type 2 compound shall be used for P.C.C. pavement only. All permanently exposed exterior slabs shall receive clear acrylic curing and sealing compound. Moisture loss shall not be more than 0.055 gr./sq. cm when applied to 200 sq. ft./gal.
C. Liquid membrane curing compound shall be products of one of the following
manufacturers, or equal:
1. W.R. Meadows "Curettard" 2. Sonneborn_Contech "Sonsil" 3. Burke Co. "Res-Xnu" 4. Lambert Corp. "Gardseal"
D. Chemical hardener shall be colorless aqueous solution containing a blend of
magnesium fluosilicate and zinc fluosilicate combined with a wetting agent, conforming to Federal Specifications TT-C-800A and Corps of Engineers Specification CE 204.
E. Chemical hardener shall be products of one of the following manufacturers, or
equal:
1. Euclid Chemical Co. "Surfhard" 2. Sonneborn-Contech "Lapidolith" 3. Master Builders "Saniseal" 4. Lambert Corp. "Solidus"
2.06 Concrete Mixtures
A. Concrete not indicated otherwise shall be Class A concrete.
B. The proportions of cement, aggregate, and water shall be selected by the Contractor in accordance with ACI 318 to provide a plastic and workable mix. Coarse aggregate shall be limited to prevent harshness and honeycombing. Coarse aggregate size shall not be greater than the maximum listed for the various classes of concrete and as previously specified under aggregate.
C. Class A structural concrete shall have a 28_day strength of 4000 psi, shall
contain not less than 540 pounds (5_3/4 bags) of cement per cubic yard of concrete, shall have a water-cement ratio of not more than 0.47 (5_1/4 gallons per bag of cement), and shall contain 4 percent to 6 percent entrained air, by volume, except interior slabs subject to abrasion shall not contain more than 3 percent entrained air. In addition, Class A concrete shall contain a water-reducing, densifying admixture and have a maximum slump of 4 inches. The maximum aggregate size for slabs shall be 1 inch.
D. Class B lean concrete shall have a 28-day strength of 2500 psi, it shall contain
not less than 420 pounds (4-1/2 bags) of cement per cubic yard of concrete, shall have a water-cement ratio of not more than 0.71 (8 gallons per bag of cement), and shall have a 5 inch maximum slump. The maximum aggregate size shall be 2 inches.
E. Water-reducing densifying admixture added to Class A concrete shall reduce the
water-cement ratio while maintaining slump and compressive strength. Use as manufacturer recommends.
F. Other admixtures may be proposed by the Contractor or requested by the
Engineer and shall be provided at no additional cost to the Owner. Subject to approval, admixtures may be used for the following:
1. To increase slump up to 50 percent while maintaining compressive
strength and water-cement ratio. 2. To retard set during hot weather
G. Calcium chloride, admixtures containing calcium chloride, or admixtures not
approved, in writing by the Engineer, are prohibited. PART 3 EXECUTION 3.01 General
A. Comply with ACI 305 or 306 for hot or cold weather concreting.
B. Do not mix salt, chemicals, or other foreign materials with the concrete to prevent freezing without approval of the Engineer. Maintain the temperature of concrete above 50 degrees F for 5 days after placement. When high early strength Portland cement concrete is used, the temperature shall not be less than 70 degrees F for 2 days or 50 degrees F for 3 days.
C. In no case shall the temperature of concrete exceed 90 degrees F at the time of
placement. 3.02 Preparation
A. Remove existing concrete and provide openings for installation of new work as indicated on Drawings. Repair all damage to existing work caused by concrete removal.
B. Coordinate with other trades and properly place and locate in position all
necessary dowels, bolts, anchors, anchor slots, inserts, sleeves, openings, hangers, metal ties and other fastening devices required for attachment and support of adjacent work. Securely anchor all embedded items.
C. The subgrade and/or bedding shall be compacted and free of frost. If placement
is allowed at temperatures below freezing, provide temporary heat and protection as required to remove all frost. Saturate the subgrade approximately 8 hours before placement and sprinkle ahead of the placement of concrete in areas where vapor barrier is not used. Remove all standing water, ice, mud, and foreign matter before concrete is deposited.
D. On porous subgrade or beddings, or where indicated on the Drawings, provide
vapor barrier. Lay vapor barrier sheets with 6 inch edge laps and tape or seal with mastic. Stretch and weight edges and laps to maintain their positions until concrete is placed. Coordinate with placement of reinforcement.
3.03 Formwork Requirements
A. Formwork shall comply with ACI 347 and to shape, lines and dimensions as indicated on the Drawings. Forms shall be properly braced or tied to maintain position and shape under all dead and live loads and to prevent leakage. Forms
shall be assembled so their removal will not damage the concrete. Tolerances for formed surfaces shall be in compliance with ACI 301.
B. Lumber formwork may be used for surfaces which will not be exposed to view.
Use plywood or metal forms for exposed surfaces.
C. The inside surface of lumber forms shall be soaked with clean water prior to placing concrete. All other forms shall be treated with an approved form oil or lacquer. If oil is used, all excess oil shall be wiped off.
3.04 Reinforcement
A. The placement of reinforcing steel shall conform to "Placing Reinforcing Bars", as published by the Concrete Reinforcing Steel Institute except as noted.
B. Provide continuous reinforcement or dowels through construction joints. One
half of reinforcement shall be discontinued across control joints unless otherwise indicated. All reinforcement shall be discontinued across expansion joints.
C. Splice laps shall be as indicated on the Drawings.
D. Fabric reinforcement for slabs shall be overlapped at splices not less than the
spacing of the cross wires plus 2 inches. Fabric shall extend to within 4 inches of concrete edges.
E. Unless otherwise shown, place reinforcement 2 to 3 inches below the top of the
finished slab. Mesh shall either be sandwiched between two layers of fresh concrete or supported on mesh supports. Supports that may puncture the vapor barrier, if any, shall not be used.
3.05 Joints
A. Provide construction joints with shear transfer keyways as indicated.
B. Tops of edge forms and screeds shall be set to the finished elevations and to provide uniform pitch to drains as indicated on Drawings.
C. For drives, pavements, parking areas, walks and slabs on grade, provide
preformed non-extruding asphalt strip or bituminous fiber joint filler set 1/8 inch below finished surface unless otherwise indicated. Tool concrete edges on each side of joint. No sealant is required.
3.06 Batching
A. Materials for concrete shall be proportioned and batched according to the approved design mix.
B. Water shall be measured to within 1 pint of the total amount required per batch.
Admixtures shall be measured by weight or volume to an accuracy of 3 percent. 3.07 Mixing and Transporting Concrete
A. Concrete shall be ready-mixed or job-mixed at the Contractor's option. Ready-
mixed concrete shall be mixed and delivered to the project in accordance with ASTM C94. Job-mixed concrete shall be in accordance with the requirements of ACI 318.
B. Concrete shall be in its final position within one hour after the water and
aggregate have been added to the cement, except in cool weather (50 degrees F or less).
C. Concrete shall be transported from the mixer to place of final deposit in such
manner to prevent separation or loss of ingredients. 3.08 General Concrete Placement Schedule
A. All structural concrete shall be Class A Concrete.
B. Sidewalks shall be Class B Concrete. 3.09 Depositing Concrete
A. Concrete shall be placed in accordance with the requirements of ACI 318 and within 10 feet of its final position. Place concrete only during normal working hours unless the Engineer is notified at least 24 hours in advance. Concrete shall not be placed until the Engineer has approved the formwork, reinforcement, and embedded items and debris has been removed.
B. Whenever new concrete is to be placed against existing surfaces, roughen and
clean the surface to improve bond.
C. Provide runways and chutes to discharge concrete close to final position to minimize spreading and segregation.
D. Place slabs-on-grade using formed construction joints. Maximum size of pour
shall be 40 feet each way for slabs with wire mesh reinforcement and 75 feet each way for slabs with bar reinforcement. Allow 24 hours between pours of adjacent slabs. Provide joints as specified or shown. Set continuous joint strips between slabs and abutting vertical surfaces as indicated on the Drawings.
3.10 Finishing Slabs and Flatwork
A. Unless otherwise indicated, provide the following slab finishes:
Description Concrete Finish Class B concrete surfaces Float Submerged slabs 1 Troweling Exposed slabs 3 Trowelings Ramps and walks Float and broom finish
B. Concrete shall be within ¼ inch of a 10 foot straightedge in all directions except where slabs are dished for drains. Deviations from the elevation indicated shall not exceed ¼ inch.
C. Slabs sloped for drainage shall not have depressions that retain water.
D. Immediately after placement, screed concrete with straightedges or power
strikeoffs. Do not use roller screeds or vibrating screeds.
E. Stakes for wet screeds shall be driven down flush with subgrade or pulled out as work progresses to avoid disturbing screeded concrete.
F. For drains in level slabs, form a 5 foot diameter depression approximately ½ inch
below the adjacent slab surface.
G. Unless otherwise indicated on the Drawings, slabs sloped for drainage shall be uniformly pitched toward the drains at 1/8 inch per foot. Form a dished depression at drains unless otherwise indicated.
H. Immediately after screeding, darby surface with wood or magnesium darby to
eliminate ridges and to fill in voids left by screeding. 3.11 Float Finish
A. Float concrete using magnesium or aluminum hand floats or power floats after the concrete has stiffened to a point where only a ¼ inch indentation can be imparted by normal foot pressure.
B. Float finish shall result in a uniform, smooth, granular texture. After floating,
check slab tolerances with 10-foot straightedge. Fill low spots with fresh concrete; do not sprinkle with dry cement.
3.12 Trowel Finish
A. Where scheduled, or indicated, trowel with steel trowels after floating.
B. Initial troweling shall be done either by power or by hand with the trowel blade kept as flat as possible against concrete surface to prevent washboard or chatter effect.
C. Second troweling may be done by power if three trowelings are scheduled. If two
trowelings are specified, second troweling shall be done by hand.
D. Third troweling shall be done by hand and shall continue until the concrete is consolidated to a uniform, smooth, dense surface free of trowel marks and irregularities.
E. Allow sufficient time between successive trowelings to allow the concrete to
become harder. Each successive troweling shall be done with trowels that are progressively smaller and are tipped more to increase compaction of the concrete surface.
3.13 Brooming
Broom at right angles to direction of traffic to give a non-skid finish. Use a fine, soft-bristled broom for pedestrian ramps and walks, and a coarse, hard-bristled broom for vehicular pavement.
3.14 Control Joints
A. Control joints for non-structural slabs shall consist of partial depth plastic strips set flush with finished surface or 1/8 inch wide joints cut with a diamond saw. Control joints shall be one- quarter to one-third the depth of the slab unless otherwise indicated.
B. Saw joints as soon as concrete has hardened sufficiently so aggregate will not be
dislodged but before shrinkage stresses develop cracks. Sawn joints shall be filled with approved joint sealant.
C. Unless otherwise indicated on the Drawings, spacing of control joints shall not
exceed 25 feet in each direction. 3.15 Protection and Curing
A. Comply with ACI 305 and 306 for protecting and curing concrete in hot and cold weather. Fresh concrete shall be protected from rain, premature drying and excessively hot or cold temperatures, and shall be maintained with minimal moisture loss for the period of time necessary for the hydration of the cement and proper hardening of the concrete. Cure all concrete for a minimum period of 7 days (3 days for high early strength concrete) after placing.
B. Immediately after finishing, begin curing by covering with constantly saturated
moisture retaining fabrics, impervious sheeting, or membrane curing compounds. Surfaces shall be thoroughly wetted with a fine spray before they are covered with sheeting.
C. Sheeting shall provide complete surface coverage with all joints lapped at least 4
inches and shall be placed and secured in a manner that will not mar or damage the concrete surface.
D. Apply membrane-curing compound in accordance with manufacturer's
recommendations. Apply by spraying in a two coat continuous operation. Apply the coats at right angles to each other with a coverage of 200 square feet per gallon per coat. Begin application not later than 4 hours after finishing of the surface. The application shall result in an uninterrupted adherent film free of defects.
E. On surfaces scheduled to receive sealants, paint, seamless flooring, or other
adhesive bonded finishes, either the membrane curing compound shall be compatible with the bonding agent or the curing compound shall be removed with sandblasting, acid etching or grinding, to the satisfaction of the installer of the
finish surfacing. Bonded surfaces that fail to adhere to the concrete shall be removed and replaced at no additional cost to the Owner.
F. Apply hardener to floors of mechanical and electrical rooms and in other areas as
required. Application shall be in strict accordance with the manufacturer's recommendations and as follows:
1. Hardener shall be applied at original container consistency without
dilution to dry, clean surfaces no sooner than 30 days following completion of curing. NOTE: Hardener shall not be applied over surfaces covered with membrane curing agent.
2. Application shall generally be a three-coat process adjusted to accommodate extreme concrete densities only if prior review has been obtained from the Engineer. Application coverage shall be made at the approximate rate of one gallon to 100 square feet.
3. Apply first and second coats generously to surface, mop or squeegee standing water to leave a uniformly wet surface, allow to dry. Apply third coat in a manner similar to first two, except that surplus must be scrubbed with stiff bristled broom and flushed from floor surface with clear water. Scrubbing and flushing shall remove all traces of effervescence. Remove excess water and allow to dry.
3.16 Defective Concrete
A. All concrete not formed as indicated on the Drawings within tolerances specified in ACI 347 shall be removed and replaced.
B. Temperature and shrinkage cracks which develop prior to final acceptance of the
work shall be repaired. 3.17 Miscellaneous Concrete Work
Provide concrete equipment pads and supports as indicated and conforming to approved shop drawings. Fastening devices and accessories shall be located by templates or setting diagrams furnished by the manufacturer.
3.18 Clean-Up
A. All concrete floor construction shall have the surfaces thoroughly scrubbed and cleaned with clear water. After cleaning, the floors shall be protected until they are accepted.
B. Clean all surfaces affected by the Concrete Work. No extraneous concrete or
discoloration shall be left on any construction. 3.19 Concrete Testing
A. Compressive Strength Tests: Conform to ASTM C31 and ASTM C39. One set of four cylinders for each 50 cubic yards or fraction thereof, of each strength concrete placed in any one day. Test one specimens at seven days; test two
specimens at 28 days. One specimen shall be retained for 56 days and tested only at the direction of the Engineer.
B. Slump Tests: Conform to ASTM C143. Perform one test for each load point of
discharge and one for each set of compressive strength test specimens.
END OF SECTION
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