water treatment plant 1a 1.0 mg water storage tank

WTP 1A WATER STORAGE TANK

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TABLE OF CONTENTS

WTP 1A 1.0 MG WATER STORAGE TANK

SECTION TITLE

DIVISION 1 - GENERAL REQUIREMENTS 01010 Summary of Work .................................................................................... 01010-1 to 01010-6 01025 Measurement and Payment ................................................................ 01025-1 to 01025-6 01070 Abbreviations ...................................................................................... 01070-1 to 01070-2 01090 Reference Standards .......................................................................... 01090-1 to 01090-2 01300 Submittals………………………………………………………………….01300-1 to 01300-10 01400 Quality Control..................................................................................... 01400-1 to 01400-3 01451 Testing Laboratory Services ............................................................... 01451-1 to 01451-3 01510 Temporary Utilities .............................................................................. 01510-1 to 01510-2 01520 Maintenance of Utility Operations During Construction ...................... 01520-1 to 01520-5 01530 Protection of Existing Facilities ........................................................... 01530-1 to 01530-4 01540 Demolition & Removal of Existing Structures & Equipment ............... 01540-1 to 01540-4 01560 Temporary Environmental Controls .................................................... 01560-1 to 01560-3 01570 Traffic Regulations and Maintenance of Traffic .................................................... 01570-1 01600 Materials and Equipment .................................................................... 01600-1 to 01600-3 01660 Equipment Testing and Start-Up ........................................................ 01660-1 to 01660-3 01700 Project Closeout .................................................................................. 01700-1 to 01700-3

DIVISION 2 - SITEWORK 02015 Mobilization, Site Preparation and Demobilization ............................................... 02015-1 02110 Clearing and Grubbing .......................................................................................... 02110-1 02210 Site Grading ........................................................................................ 02210-1 to 02210-2 02222 Excavation and Backfill for Utilities ..................................................... 02222-1 to 02222-8 02224 Excavation and Backfill for Structures ................................................ 02224-1 to 02224-7 02281 Termite Control ................................................................................... 02281-1 to 02281-2 02510 Asphaltic Concrete Pavement ............................................................ 02510-1 to 02510-3 02580 Pavement Marking and Traffic Signs .................................................................... 02580-1 02667 Hydraulic Structures Testing and Disinfection .................................... 02667-1 to 02667-5 02900 Trees, Plants and Ground Cover………………………………………..02900-1 to 02900-10 02905 Grass Sodding .................................................................................... 02905-1 to 02905-8 DIVISION 3 - CONCRETE 03100 Concrete Formwork ............................................................................ 03100-1 to 03100-6 03200 Concrete Reinforcement ..................................................................... 03200-1 to 03200-6 03300 Cast-in-Place Concrete…………………………………………………..03300-1 to 03300-19 03315 Grout ................................................................................................... 03315-1 to 03315-3 03350 Concrete Finishes ............................................................................... 03350-1 to 03350-4 03370 Concrete Curing .................................................................................. 03370-1 to 03370-4 DIVISION 4 – MASONRY (NOT USED)


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DIVISION 5 - METALS 05010 Metal Materials .................................................................................... 05010-1 to 05010-4 05035 Galvanizing.......................................................................................... 05035-1 to 05035-3 05050 Metal Fastening ................................................................................... 05050-1 to 05050-7 05515 Ladders ............................................................................................... 05515-1 to 05515-3 05520 Handrails and Railing .......................................................................... 05520-1 to 05520-2 05531 Gratings, Floor Plates and Access Hatches……………………………...05531-1 to 05531-4 DIVISION 6 - WOOD AND PLASTICS (NOT USED) DIVISION 7 - THERMAL AND MOISTURE PROTECTION (NOT USED) DIVISION 8 - DOORS AND WINDOWS (NOT USED) DIVISION 9 – FINISHES 09900 Painting ............................................................................................. 09900-1 to 09900-18 DIVISION 10 – SPECIALTIES (NOT USED) DIVISION 11 – EQUIPMENT (NOT USED) DIVISION 12 – FURNISHINGS (NOT USED)

DIVISION 13 - SPECIAL CONSTRUCTION 13320 Prestressed Concrete Tanks ............................................................ 13320-1 to 13320-11

DIVISION 14 - CONVEYING SYSTEMS (NOT USED)

DIVISION 15 - MECHANICAL CONSTRUCTION 15000 Piping, General…………………………………………………………....15000-1 to 15000-13 15006 Ductile Iron Pipe .................................................................................. 15006-1 to 15006-6 15008 PVC Piping - DWV .............................................................................. 15008-1 to 15008-3 15009 PVC Pressure Pipe ............................................................................. 15009-1 to 15009-5 15100 Valves and Appurtenances ................................................................. 15100-1 to 15100-6 15102 Butterfly Valves ................................................................................... 15102-1 to 15102-2 15995 Pipeline Testing and Disinfection ....................................................... 15995-1 to 15995-4 DIVISION 16 - ELECTRICAL 16010 Basic Electrical Requirements ............................................................ 16010-1 to 16010-4 16050 Basic Electrical Materials and Methods………………………………...16050-1 to 16050-18 16110 Raceways ............................................................................................ 16110-1 to 16110-5 16120 Wires and Cables ............................................................................... 16120-1 to 16120-7 16450 Grounding ........................................................................................... 16450-1 to 16450-6 DIVISION 17 - INSTRUMENTATION 17600 Unpowered Instruments, General ....................................................... 17600-1 to 17600-3 17650 Pressure Gauges .................................................................................................. 17650-1 17700 Powered Instruments, General ........................................................... 17700-1 to 17700-5 17760 Pressure Indicating Transmitters ........................................................ 17760-1 to 17760-3


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APPENDIX

APPENDIX A GEOTECHNICAL REPORT

WTP 1A WATER STORAGE TANK 01010-1

SECTION 01010 – SUMMARY OF WORK

PART 1 -- GENERAL

1.01 THE REQUIREMENT

A. The Work to be performed under this Contract shall consist of furnishing and installation of all tools, equipment, materials, supplies, manufactured articles, transportation and services, including fuel, power, water, and essential communications, for the performance of all labor, work, and/or other operations as required for the fulfillment of the Contract in strict accordance with the Contract Documents. The Work shall be complete, and all work, materials, and services not expressly shown or called for in the Contract Documents which may be necessary for the complete and proper construction of the Work in good faith shall be performed, furnished, and installed by the CONTRACTOR as though originally so specified or shown, at no increase in cost to the COUNTY.

B. Wherever the Contract Documents address a third party, i.e., subcontractor, manufacturer, etc., it is to be considered as the CONTRACTOR through the third party.

C. Wherever a reference to number of days is noted, it shall be construed to mean calendar days.

D. Quality Control

1. The CONTRACTOR shall develop and maintain a program, acceptable to COUNTY and ENGINEER, to ensure that all work required under this Contract strictly conforms to all requirements of the Contract Documents. The CONTRACTOR shall be responsible for and shall supervise the work of all subcontractors, providing instructions to each when their work does not conform to the requirements of the Quality Control Program and the Contract Documents.

1.02 WORK COVERED BY CONTRACT DOCUMENTS

A. The Work shall be performed at the Broward County WTP 1A Treatment Plant, located at 3701 N. State Road 7, Lauderdale Lakes, Florida 33319.

B. The project will include the demolition of the existing facilities and the construction of new facilities as identified in the Contract Documents. The phases are briefly summarized below:

1. Phase 1: Includes all labor, materials, equipment, services and incidentals for the relocation and/or removal of existing potable water and storm water mains and electric power feed under the proposed tank base, as identified in the Contract Documents.

2. Phase 2: Construction of a new one million gallon water storage tank including all civil, mechanical, electrical, instrumentation, structural and architectural work and all appurtenant work, complete, tested and ready for operation, all in conformance with the Contract Documents. Obtain the permission of the City of Lauderdale Lakes Building Department to place the facilities into operation.


C. All work shall be in compliance with all applicable federal, state and local laws and regulations, including those for materials that contain lead. All work shall meet OSHA compliance.

1.03 CONSTRUCTION CONSTRAINTS

A. The following items are subject to the construction sequence and time constraints in order to maintain a fully operational system. The CONTRACTOR shall note that each item of work is subject to the COUNTY and ENGINEER's review and acceptance. The CONTRACTOR shall submit plans to the COUNTY and ENGINEER for review and acceptance detailing construction operations that directly affect the system operation.

B. The CONTRACTOR shall note that some areas of the work require the CONTRACTOR to work on existing pipelines and structures that will require dewatering. In the case of pipelines, the CONTRACTOR shall be responsible for the proper containment and disposal of water drained from existing pipelines during construction.

C. Tie-In to Existing Potable Water Mains

1. The CONTRACTOR shall use extreme caution while working in the vicinity of the high service distribution mains. Hand excavation will be required when excavating within two feet of any water mains.

2. All tie-ins to existing water mains shall be planned, coordinated and scheduled with the COUNTY prior to execution. The CONTRACTOR shall submit to the COUNTY and ENGINEER for review and acceptance plans, which detail the events to take place during the tie-in work and emergency plans should difficulties be encountered.

1.04 ABANDONMENT AND SALVAGE OF EXISTING FACILITIES

A. The scope of work requires the CONTRACTOR to interface with existing structures, mechanical equipment, electrical facilities and piping, some of which will be abandoned or otherwise removed as part of the work. Prior to beginning any work associated with existing facilities to be abandoned, salvaged, or otherwise removed, the CONTRACTOR shall inform the ENGINEER of their intent so that all arrangements can be made with the COUNTY for disconnecting electrical service (where appropriate), isolating pipelines or otherwise removing existing facilities from service to the extent possible. The CONTRACTOR shall not proceed without written authorization from the ENGINEER.

B. Pipelines

1. The CONTRACTOR shall abandon, salvage or otherwise remove existing pipelines or segments of existing pipelines shown to be abandoned in place, salvaged, or removed as part of the contract work. Unless otherwise indicated in the Contract Documents, all piping shown on the Drawings to be abandoned shall be removed. Pipe shown to be abandoned need only be removed a minimum three feet clear of new utilities to be installed. Abandon-in-place shall be defined as installing plugs, or other permanent closure, as reviewed and accepted by the ENGINEER. On all terminations, open ends or ends of pipe designated as being cut, pipe shall be capped and anchored in an acceptable manner.


C. Piping indicated on the Drawings as being removed, or any piping to be abandoned which interferes with new structures or piping, shall be excavated and removed using methods which will not disturb adjacent piping or other facilities. All pipe materials shall be subject to salvage by the COUNTY as defined below. Any remaining piping on both ends of pipe segments removed shall be abandoned in-place, per the above definition. After piping has been removed, the CONTRACTOR shall backfill the evacuated area in accordance with requirements set forth in other sections of these specifications.

D. Salvage

1. The COUNTY may desire to salvage certain items of existing equipment which are to be dismantled and removed during the course of construction. Prior to removal of any existing equipment or piping from the site of work, the CONTRACTOR shall ascertain from the ENGINEER whether or not the particular item or items are to be salvaged. All other items of equipment shall be disposed of off-site by the CONTRACTOR at their expense, in accordance with applicable laws, ordinances and regulations.

1.05 CONTRACTOR’S USE OF PROJECT SITE

A. The CONTRACTOR's use of the project site shall be limited to its construction operations, including on-site storage of materials, on-site fabrication facilities, and any field offices, as noted on the Contract Drawings.

B. Disposal of Debris: All debris, materials, piping, and miscellaneous waste products from the Work described in this section shall be removed from the project as soon as possible. They shall be disposed of in accordance with applicable federal, state, and local regulations. The CONTRACTOR is responsible for determining these regulations and shall bear all costs or retain any profit associated with disposal of these items.

1.06 COUNTY USE OF THE PROJECT SITE

A. The COUNTY may utilize all or part of the facilities during the entire period of construction for the conduct of the COUNTY’s normal operations. The CONTRACTOR shall cooperate with the COUNTY to minimize interference with the CONTRACTOR's operations and to facilitate the COUNTY's operations.

1.07 PROJECT MEETINGS

A. Preconstruction Conference: Prior to the commencement of Work at the site, a preconstruction conference will be held at a mutually agreed time and place which shall be attended by the CONTRACTOR, its superintendent, and its subcontractors as appropriate. Other attendees will be:

1. Representatives of the COUNTY.

2. Governmental representatives as appropriate.

3. Others as requested by CONTRACTOR, COUNTY, or ENGINEER.


B. Unless previously submitted to the ENGINEER, the CONTRACTOR shall bring to the conference one copy each of the following:

1. Preliminary schedule (to be submitted at least 5 days prior to the conference).

2. Preliminary procurement schedule of major equipment and materials and items requiring long lead time.

3. Preliminary Shop Drawing/Sample/Substitute or "Or Equal" submittal schedule.

4. Schedule of Payment Items (lump sum price breakdown) for progress payment purposes.

C. The purpose of the conference is to designate responsible personnel and establish a working relationship. Matters requiring coordination will be discussed and procedures for handling such matters established. The agenda will include:

1. CONTRACTOR's tentative schedules.

2. Transmittal, review, and distribution of CONTRACTOR's submittals.

3. Processing applications for payment.

4. Maintaining record documents.

5. Critical work sequencing.

6. Field decisions and Change Orders.

7. Use of project site, office and storage areas, security, housekeeping and the COUNTY's needs.

8. Major equipment deliveries and priorities.

9. Severe weather plan.

D. The ENGINEER will preside at the preconstruction conference and will arrange for keeping the minutes and distributing the minutes to all persons in attendance.

E. Progress Meetings: The ENGINEER will schedule and hold regular on-site progress meetings at least monthly and at other times as requested by ENGINEER. The COUNTY, CONTRACTOR, ENGINEER, and all subcontractors active on the site shall be represented at each meeting. CONTRACTOR may at its discretion request attendance by representatives of its suppliers, manufacturers, and other subcontractors.

F. The ENGINEER will preside at the meetings and provide for keeping and distribution of the minutes. The purpose of the meetings will be to review the progress of the Work, maintain coordination of efforts, discuss changes in scheduling, and resolve other problems which may develop.


G. The CONTRACTOR shall attend meetings held to coordinate work between other contracts that may be on-going on the project site. The General Superintendent, Job Superintendent, and/or other key representatives of each prime Contractor shall attend these meetings, at the COUNTY's request.

1.08 PERMITS

A. It shall be the CONTRACTOR's responsibility to secure all permits of every description required to initiate and complete the work under this contract, except permits obtained by the COUNTY.

B. Reference Section 01025, Measurement and Payment, for CONTRACTOR acquired permit requirements. The ENGINEER will furnish signed and sealed sets of Contract Documents for permit use as required.

C. The CONTRACTOR shall furnish to the ENGINEER copies of all permits prior to commencement of Work requiring permits.

1.09 FIELD ENGINEERING

A. The CONTRACTOR shall employ a Land Surveyor registered in the State of Florida and acceptable to the ENGINEER. The CONTRACTOR shall locate and protect survey control and reference points.

B. Provide Field Engineering Services: Establish elevations, lines, and levels, utilizing recognized engineering survey practices.

C. Submit a copy of registered site drawing and certificate signed by the Land Surveyor that the elevations and locations of the Work are in conformance with the Contract Documents.

D. The CONTRACTOR shall provide sketches for ENGINEER's review of all field routed piping (generally 2-inch and smaller), instrument locations and conduit stub-ups at equipment.

E. If dimensions of equipment or piping locations are not shown on the Drawings, the CONTRACTOR shall coordinate such accordingly with the ENGINEER.

1.10 SITE CONDITIONS

A. The CONTRACTOR acknowledges that it has investigated prior to bidding and satisfied itself as to the conditions affecting the Work, including but not restricted to those bearing upon transportation, disposal, handling and storage of materials, availability of labor, water, electric power, roads and uncertainties of weather, river stages, tides, water tables or similar physical conditions at the site, the conformation and conditions of the ground, the character of equipment and facilities needed preliminary to and during execution of the Work. The CONTRACTOR further acknowledges that it has satisfied itself as to the character, quality and quantity of surface and subsurface materials or obstacles to be encountered insofar as this information is reasonably ascertainable from an inspection of the site, or any contiguous site, as well as from information presented by the Drawings and Specifications made a part of this Contract,


or any other information made available to it prior to receipt of Bids. Any failure by the CONTRACTOR to acquaint itself with the available information will not relieve the CONTRACTOR from responsibility for estimating properly the difficulty or cost of successfully performing the Work. The COUNTY assumes no responsibility for any conclusions or interpretations made by the CONTRACTOR on the basis of the information made available by the COUNTY.

1.11 DIMENSIONS OF EXISTING FACILITIES

A. Where the dimensions and locations of existing improvements are of critical importance in the installation or connection of new work, the CONTRACTOR shall verify such dimensions and locations in the field prior to the fabrication and/or installation of materials or equipment which are dependent on the correctness of such information.

PART 2 -- PRODUCTS (Not Used)

PART 3 -- EXECUTION (Not Used)

- END OF SECTION -


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SECTION 01025 – MEASUREMENT AND PAYMENT

PART 1 -- GENERAL


A. Payment for the various items in the Schedule of Prices Bid, as further specified herein, shall include all compensation to be received by the CONTRACTOR for furnishing all tools, equipment, supplies, and manufactured articles, and for all labor, operations, taxes, materials, commissions, transportation and handling, bonds, permit fees, insurance, overhead and profit, and incidentals appurtenant to the items of Work being described, as necessary to complete the various items of the Work all in accordance with the requirements of the Contract Documents, including all appurtenances thereto, and including all costs of compliance with the regulations of public agencies having jurisdiction, including Safety and Health Requirements of the Occupational Safety and Health Administration of the U.S. Department of Labor (OSHA). Such compensation shall also include payment for any loss or damages arising directly or indirectly from the Work.

B. The CONTRACTOR's attention is called to the fact that the quotations for the various items of Work are intended to establish a total price for completing the Work in its entirety. Should the CONTRACTOR feel that the cost for any item of Work has not been established by the Schedule of Payment items or this Section, it shall include the cost for that Work in some other applicable bid item, so that its proposal for the project does reflect its total price for completing the Work in its entirety.

1.02 SCHEDULE OF PRICES BID

A. Item No. 1 – Mobilization and Demobilization: Included in this item are all mobilization activities, including but not limited to scheduling, temporary facilities and all other activities necessary to prepare to complete the contract work. The payment for mobilization shall not exceed 3 percent of the Total Bid Price. Payment shall be made at the contract unit price of a lump sum for mobilization in accordance with the schedule listed below. This price shall be full compensation for furnishing all materials, for all labor, equipment, tools, and incidentals necessary to complete the item.

Partial payment shall be made in accordance with the following:

Percent of Original Contract Amount Earned

Allowable Percent of Lump Sum Price for the Item

5 25

25 50

50 75

75 90

100 100

Payment will be made under Bid Item No. 1, Mobilization and Demobilization, per lump sum.


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B. Item No. 2 - Performance and Payment Guaranty Bonds and Insurance: Included in this item are all performance and payment guaranties required for this contract. This item shall also include the cost of required insurance for the work as specified in Section 00800 - General Conditions. The payment for this item shall not exceed 3 percent of the Total Bid Price. Payment shall be made at the contract unit price of a lump sum for 100 percent of this item, less standard retainage, and may be made upon execution of the Contract and the submittal of the first payment request.

C. Item No. 3 - Allowance for Permit Fees Other than Broward County: Included in this item is a $ 50,000 allowance for permit fees. The City of Lauderdale Lakes permit and inspection fees may include, but are not limited to: Construction Permits, Building Permits, Electrical Permits, Plumbing Permits, Mechanical Permits, and any other associated permit costs as deemed necessary. The CONTRACTOR shall not add any markup or overhead charges to these fees. The price of the fee paid to the respective permitting agency shall be full compensation to the CONTRACTOR. All amounts remaining in this account upon completion of the project shall be credited to the COUNTY. Documentation verifying actual costs shall be submitted with payment request.

D. Item No. 4 – Allowance for L a b o r a t o r y T e s t i n g : Included in this item is a $3000.00 allowance for laboratory testing (Bac’ts, Geotechnical) required by the CONTRACT to be performed by the CONTRACTOR. The CONTRACTOR shall not add any markup or overhead charges to these fees. The price of the fee paid to the respective tes t ing f i rm shall be full compensation to the CONTRACTOR. All amounts remaining in this item upon completion of the project shall be credited to the COUNTY. Documentation verifying actual costs shall be submitted with payment request.

E. Item No.5 – All Work Required for Installation of the Water Tank and Appurtenances: Includes all general, demolition, civil, architectural, mechanical, structural, plumbing, landscaping, irrigation, equipment testing, start-up services, and appurtenant work required for complete and operable fill, drain and water storage facilities in accordance with the Contract Documents including all work not covered by other payment items.

F. Item No. 6 – Electrical and Instrumentation: Lump sum payment for furnishing and installing all electrical and instrumentation work in accordance with the requirements of the Contract Documents, including all conduit, wire, panels and pads, relocated light poles and devices and appurtenances required for a completely functional electrical and instrumentation system.

G. Item No. 7 – Furnish & lnstall 24" Restrained Joint Ductile Iron Water Main:

1. Measurement for payment for furnishing and installing Ductile Iron pipe will be based upon the number of linear feet of pipe constructed as determined by measurement along the projected centerline of the pipe in place, inclusive of fittings, valve structures, vaults and casings, megalugs, and any restraints all in accordance with the requirements of the Contract Documents.

2. Payment for furnishing and installing Ductile Iron pipe will be made at the unit price per linear foot of pipe named in the Bid Schedule, which shall constitute full compensation for the complete operation including, but not limited to, providing all


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necessary pipe, removal/disposal of existing pipe in trench, restraints and accessories, concrete pipe supports, dewatering, backfilling, compaction and all restoration to land/blacktop surface as required.

H. Item No. 8 – Furnish & lnstall 36" Restrained Joint Ductile Iron Water Main:

1. Measurement for payment for furnishing and installing Ductile Iron pipe will be based upon the number of linear feet of pipe constructed as determined by measurement along the projected centerline of the pipe in place, inclusive of fittings, valve structures, vaults and casings, megalugs, and any restraints all in accordance with the requirements of the Contract Documents.

2. Payment for furnishing and installing Ductile Iron pipe will be made at the unit price per linear foot of pipe named in the Bid Schedule, which shall constitute full compensation for the complete operation including, but not limited to, providing all necessary pipe, removal/disposal of existing pipe in trench, restraints and accessories, concrete pipe supports, dewatering, backfilling, compaction and all restoration to land/blacktop surface as required.

I. Item No. 9 – Furnish & lnstall 10" PVC Raw Water Main:

1. Measurement for payment for furnishing and installing PVC pipe will be based upon the number of linear feet of pipe constructed as determined by measurement along the projected centerline of the pipe in place, inclusive of fittings, valve structures, vaults and casings, megalugs, and any restraints all in accordance with the requirements of the Contract Documents.

2. Payment for furnishing and installing PVC pipe will be made at the unit price per linear foot of pipe named in the Bid Schedule, which shall constitute full compensation for the complete operation including, but not limited to, providing all necessary pipe, fittings, removal/disposal of existing pipe in trench, restraints and accessories, dewatering, backfilling, compaction and all restoration to land/blacktop surface as required.

J. Item No. 10 – Furnish & lnstall 15" RCP Storm Drain:

1. Measurement for payment for furnishing and installing RCP pipe will be based upon the number of linear feet of pipe constructed as determined by measurement along the projected centerline of the pipe in place, inclusive of fittings, structures, vaults and casings, gaskets, megalugs, and any restraints all in accordance with the requirements of the Contract Documents.

2. Payment for furnishing and installing RCP pipe will be made at the unit price per linear foot of pipe named in the Bid Schedule, which shall constitute full compensation for the complete operation including, but not limited to, providing all necessary pipe, fittings, structures, removal/disposal of existing pipe in trench, restraints and accessories, connections to existing pipe, dewatering, backfilling, compaction and all restoration to land/blacktop surface as required.

K. Item No. 11 – Furnish & Install Ductile Iron Fittings:

1. Measurement for payment to furnish and install DIP fittings shall be based on the number of tons of fittings furnished and installed, all in accordance with the Contract Documents.


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2. Payment for furnishing and installing fittings will be made at the unit price per ton named in the Bid Schedule, which shall constitute full compensation for the complete operation including, but not limited to, accessory sets, furnishing, installing, storing, and transporting the fittings.

L. Item No. 12 – Furnish & Install 24" Butterfly Valve and Box:

1. Measurement for payment to furnish and install 24” butterfly valves will be based upon the number of butterfly valves furnished and installed, all in accordance with the requirements of the Contract Documents.

2. Payment for furnishing and installing butterfly valves will be made at the unit price, each, named in the Bid Schedule which shall constitute full compensation for the complete installation including, but not limited to, excavation, dewatering, completed installation of the valve, including valve box and extension, concrete collar (if required), backfilling, and compaction.

M. Item No. 13 – Furnish & Install 24" Flanged Butterfly Valve:

1. Measurement for payment to furnish and install 24” flanged butterfly valve will be based upon the number of butterfly valves furnished and installed, all in accordance with the requirements of the Contract Documents.

2. Payment for furnishing and installing flanged butterfly valves will be made at the unit, each, price named in the Bid Schedule which shall constitute full compensation for the complete installation.

N. Item No. 14 – Furnish & Install 36" Butterfly Valve and Box:

1. Measurement for payment to furnish and install 36” butterfly valves will be based upon the number of butterfly valves furnished and installed, all in accordance with the requirements of the Contract Documents.

2. Payment for furnishing and installing butterfly valves will be made at the unit price, each, named in the Bid Schedule which shall constitute full compensation for the complete installation including, but not limited to, excavation, dewatering, completed installation of the valve, including valve box and extension, concrete collar (if required), backfilling, and compaction.

O. Item No. 15 & 16 – Furnish & Install Tapping Sleeve and Valve:

1. Measurement for payment to furnish and install tapping sleeve and valve will be based upon the number of tapping sleeves and valves furnished and installed, all in accordance with the requirements of the Contract Documents.

2. Payment for furnishing and installing tapping sleeves and valves will be made at the unit price, each, named in the Bid Schedule which shall constitute full compensation for the complete installation including, but not limited to, completed installation of the tapping sleeve, valve, valve box and extension, concrete collar (if required), backfilling, and compaction.

P. Item No. 17 – Furnish & Install 2” Air Release Valve and Enclosure Box:

1. Measurement for payment to furnish and install air release valve and enclosure box will be based upon the number of air release valves and boxes furnished and installed, all in accordance with the requirements of the Contract Documents.


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2. Payment for furnishing and installing an air release valve and enclosure box will be made at the unit price, each, named in the Bid Schedule which shall constitute full compensation for the complete installation including, but not limited to, completed installation of the valve, valve piping and box, extension (if required), concrete collar, backfilling, and compaction.

Q. Item No. 18 – Remove and Dispose of 10” ACP Raw Water Main:

1. Measurement for payment to remove and dispose of existing 10” ACP water main will be based upon the number of linear feet of pipe, fittings and valves removed, all in accordance with the Contract Documents.

2. Payment for removal and disposal of ACP pipe will be made at the unit price per linear foot of pipe named in the Bid Schedule, which shall constitute full compensation for the complete operation including, but not limited to, excavation, dewatering, the removal and disposal of pipe, fittings and valves, including backfilling and compacting the trenches, connecting to new pipelines and restoration.

R. Item No. 19 – Remove and Dispose of 15” RCP and 10”, 12” and 24” Iron Water Main:

1. Measurement for payment to remove and dispose of existing 15” RCP storm water pipe and 10”, 12” and 24” iron water main will be based upon the number of linear feet of pipe, fittings and valves removed, all in accordance with the Contract Documents.

2. Payment for removal and disposal of the specified pipe will be made at the unit price per linear foot of pipe named in the Bid Schedule, which shall constitute full compensation for the complete operation including, but not limited to, excavation, dewatering, the removal and disposal of pipe, fittings and valves, including backfilling and compacting the trenches, connecting to new pipelines or plugging remaining ends of pipelines as required and restoration.

S. Item No. 20 - Removal and Disposal of Underground Utilities: This item includes all work and materials required to remove and dispose of existing abandoned underground utilities encountered during the installation of facilities under this contract which are not identified on the Drawings. Work shall include plugging remaining ends of pipelines removed. Utilities up to and including twelve inches in diameter are included in this payment item. All work shall be authorized in writing in advance, by the COUNTY. Payment will be made at the unit price per linear foot named in the Bid Schedule. All amounts remaining in this item upon completion of the project shall be credited to the COUNTY by Change Order.

T. Item No. 21 - Over-excavation of Unsuitable Material and Backfill: This item includes all work and materials required for removal of unsuitable or contaminated material which may be encountered below the trench, disposal of the unsuitable materials, and backfill and compaction of suitable material to the trench bottom. Measurement of excavation below normal grade and backfill for trench excavation will extend only downward from eight inches below the outside of the pipe to a depth determined by the ENGINEER and for a width equal to the outside diameter of the pipe plus two feet. No material, which may run or flow into the excavation from outside the payment limits shall be measured for payment. All work shall be authorized in writing in advance, by the COUNTY. Payment will be made at the unit price named in the Bid Schedule. All amounts remaining in this item upon completion of the project shall be credited to the COUNTY by Change Order.

U. Item No. 22 – Furnish & Install New and Modify Existing Maintenance Access Structures: This item includes all work and materials required to provide new and modify existing


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maintenance access structures as shown on the Drawings and required for a completely functional storm drainage system, which shall constitute full compensation for the complete operation including, but not limited to, excavation, dewatering, backfilling and compacting the excavation, connecting to new pipelines and restoration. Payment will be made at the lump sum price named in the Bid Schedule.

V. Item No. 23 – Furnish & Install Decorative Fence and 24 Foot Gate: This item includes all work and materials required to provide a new decorative fence and gate as shown on the Drawings and required for a complete fence and gate, which shall constitute full compensation for the complete fence including, but not limited to, excavation, reinforcement, concrete footings and all restoration and all else necessary for a complete and functional installation. Payment shall be made at the unit price per linear foot named in the Bid Schedule.

1.03 SCHEDULE OF PAYMENT VALUES

A. The CONTRACTOR shall submit a Schedule of Payment Values for review with the return of the executed CONTRACT to the COUNTY. The schedule shall contain the installed value of the component parts of Work for the purpose of making progress payments during the construction period.

B. The schedule shall be given in sufficient detail for proper identification of Work accomplished. The Schedule of Payment Values shall directly correlate to each activity outlined in the construction progress schedule and the construction network analysis (specified in the Section 01300, Submittals) to accurately relate construction progress to the requested payment. Each item shall include its proportional share of all costs including the CONTRACTOR's overhead, contingencies and profit. The sum of all scheduled items shall equal the total value of the Contract.

C. If the CONTRACTOR anticipates the need for payment for materials stored on the project site, it shall also submit a separate list covering the cost of materials, delivered and unloaded with taxes paid. This list shall also include the installed value of the item with coded reference to the Work items in the Schedule of Payment Values. Similar procedures shall be employed for undelivered specifically manufactured equipment and materials as specified herein. Payment for stored materials shall comply with requirements of the General Conditions.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

- END OF SECTION -


01070-1

SECTION 01070 - ABBREVIATIONS PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. Wherever in these specifications references are made to the standards, specifications, or other published data of the various national, regional, or local organizations, such organizations may be referred to by their acronym or abbreviation only. As a guide to the user of these specifications, the following acronyms or abbreviations which may appear in these specifications shall have the meanings indicated herein.

1.02 ABBREVIATIONS AND ACRONYMS

AAMA Architectural Aluminum Manufacturer's Association AASHTO American Association of the State Highway and Transportation Officials ACI American Concrete Institute ACOE Army Corps of Engineers ACPA American Concrete Pipe Association AFBMA Anti-Friction Bearing Manufacturer's Association, Inc. AGMA American Gear Manufacturer's Association AHGDA American Hot Dip Galvanizers Association AI The Asphalt Institute AIA American Institute of Architects AIEE American Institute of Electrical Engineers AISC American Institute of Steel Construction AISI American Iron and Steel Institute AITC American Institute of Timber Construction AMCA Air Moving and Conditioning Association ANSI American National Standards Institute, Inc. APA American Plywood Association API American Petroleum Institute APHA American Public Health Association APWA American Public Works Association ASA Acoustical Society of America ASAE American Society of Agriculture Engineers ASCE American Society of Civil Engineers

ASHRAE American Society of Heating, Refrigerating, and Air-Conditioning Engineers

ASLE American Society of Lubricating Engineers ASME American Society of Mechanical Engineers ASMM Architectural Sheet Metal Manual ASSE American Society of Sanitary Engineers ASTM American Society for Testing and Materials AWPA American Wood Preservers Association AWPI American Wood Preservers Institute AWS American Welding Society AWWA American Water Works Association BCEP&GM Broward County Environmental Protection & Growth Management


01070-2

BCHD Broward County Health Department BHMA Builders Hardware Manufacturer's Association CMA Concrete Masonry Association CRSI Concrete Reinforcing Steel Institute DIPRA Ductile Iron Pipe Research Association EIA Electronic Industries Association ETL Electrical Test Laboratories FBC Florida Building Code FDEP Florida Department of Environmental Protection FDOT Florida Department of Transportation FS Federal Specifications IEEE Institute of Electrical and Electronics Engineers IES Illuminating Engineering Society IPCEA Insulated Power Cable Engineers Association ISA Instrument Society of America ISO International Organization for Standardization MBMA Metal Building Manufacturer's Association MTI Marine Testing Institute NAAM National Association of Architectural Metal Manufacturer's NACE National Association of Corrosion Engineers NBS National Bureau of Standards NEC National Electrical Code NEMA National Electrical Manufacturer's Association NFPA National Fire Protection Association NIOSH National Institute of Occupational Safety and Health NRCA National Roofing Contractors Association OSHA Occupational Safety and Health Administration PCA Portland Cement Association SMACCNA Sheet Metal and Air Conditioning Contractors National Association SSPC Steel Structures Painting Council SSPWC Standard Specifications for Public Works Construction SFWMD South Florida Water Management District UL Underwriters Laboratories, Inc.

PART 2 -- PRODUCTS (Not Used) PART 3 -- EXECUTION (Not Used) - END OF SECTION -


SECTION 01090 – REFERENCE STANDARDS

PART 1 -- GENERAL


A. Titles of Sections and Paragraphs: Captions accompanying specification sections and paragraphs are for convenience of reference only, and do not form a part of the Specifications.

B. Applicable Publications: Whenever in these Specifications references are made to published specifications, codes, standards, or other requirements, it shall be understood that wherever no date is specified, only the latest specifications, standards, or requirements of the respective issuing agencies which have been published as of the date of the opening of bids, shall apply; except to the extent that said standards or requirements may be in conflict with applicable laws, ordinances, or governing codes. No requirements set forth herein or shown on the Drawings shall be waived because of any provision of, or omission from, said standards or requirements.

C. Specialists, Assignments: In certain instances, Specification text requires (or implies) that specific work is to be assigned to specialists or expert entities, who must be engaged for the performance of that work. Such assignments shall be recognized as special requirements over which the CONTRACTOR has no choice or option. These requirements shall not be interpreted so as to conflict with the enforcement of building codes and similar regulations governing the Work; also they are not intended to interfere with local union jurisdiction settlements and similar conventions. Such assignments are intended to establish which party or entity involved in a specific unit of work is recognized as "expert" for the indicated construction processes or operations. Nevertheless, the final responsibility for fulfillment of the entire set of contract requirements remains with the CONTRACTOR.

1.02 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS

A. Without limiting the generality of other requirements of the specifications, all work specified herein shall conform to or exceed the requirements of all applicable codes.

B. References herein to "Building Code" shall mean the Florida Building Code (FBC). The latest edition of the code as approved and used by the local agency as of the date of the Notice to Proceed, as adopted by the agency having jurisdiction, shall apply to the Work herein, including all addenda, modifications, amendments, or other lawful changes thereto.

C. In case of conflict between codes, reference standards, Drawings and the other Contract Documents, the most stringent requirements shall govern. All conflicts shall be brought to the attention of the ENGINEER for clarification and directions prior to ordering or providing any materials or labor. The CONTRACTOR shall follow the most stringent requirements.

D. Applicable Standard Specifications: The CONTRACTOR shall construct the Work specified herein in accordance with the requirements of the Contract Documents and


the referenced portions of those referenced codes, standards, and Specifications listed herein.

E. References herein to "OSHA Regulations for Construction" shall mean Title 29, Part 1926, Construction Safety and Health Regulations, Code of Federal Regulations (OSHA), including all changes and amendments thereto.

F. References herein to "OSHA Standards" shall mean Title 29, Part 1910, Occupational Safety and Health Standards, Code of Federal Regulations (OSHA), including all changes and amendments thereto.


PART 3 -- EXECUTION (Not used)

-END OF SECTION-


01300-1

SECTION 01300 - SUBMITTALS PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. This section specifies the means of all submittals. All submittals, whether their final destination is to the COUNTY, ENGINEER, or other representatives of the COUNTY, shall be directed through the ENGINEER. A general summary of the types of submittals and the number of copies required is as follows:

Copies to ENGINEER Type of Submittal

4 Progress Schedule 4 Construction Schedule 4 Schedule of Payment Items 4 Progress Estimates 6 Shop Drawings 2 Certificates of Compliance 2 Warranties

2* Product Samples

* Unless otherwise required in the specific Section where requested. 1.02 SUBMITTAL PROCEDURES

A. Transmit each submittal with a form acceptable to the ENGINEER, clearly identifying the project CONTRACTOR, the enclosed material and other pertinent information specified in other parts of this section. Identify variations from Contract Documents and Product or system limitations which may be detrimental to successful performance of the completed Work.

B. Revise and resubmit submittals as required, identify all changes made since previous

submittals. Resubmittals shall be noted as such.

C. Distribute copies of reviewed submittals to concerned parties. Instruct parties to promptly report any inability to comply with provisions.

1.03 CONSTRUCTION PROGRESS SCHEDULE

A. The CONTRACTOR shall have the capability of preparing and utilizing the specified

construction progress scheduling techniques. A statement of capability shall be submitted in writing to the ENGINEER with the return of the executed Agreement to the COUNTY and will verify that either the CONTRACTOR's organization has in-house capability qualified to use the technique or that the CONTRACTOR employs a consultant who is so qualified. Capability shall be verified by description of the construction projects to which the CONTRACTOR or its consultant has successfully applied the scheduling technique and which were controlled throughout the duration of the project by means of systematic use and updating of the construction progress schedule, the network analysis and associated reports. The submittal shall include the name of the individual on the CONTRACTOR's staff who will be responsible for the construction progress schedule and


01300-2

associated reports and for providing the required updating information of same. The CONTRACTOR shall submit its proposed progress schedule to the ENGINEER for review and comment at least 5 days prior to the pre-construction conference.

B. Each computer-generated construction progress schedule and associated report shall

include the following tabulations: a list of activities in numerical order, a list of activity precedence, schedules sequenced by Early Start Date, Total Float, and Late Start Date.

C. In addition, each construction progress schedule, network analysis and report shall be

prefaced with the following summary data:

1. Contract Name and Number

2. CONTRACTOR's Name

3. Contract Duration and Float 4. Contract Schedule with critical path

5. The Effective or Starting Date of The Schedule (the date indicated in the

Notice-to-Proceed)

D. The work day to calendar date correlation shall be based on an 8-hour day and 40-hour week with adequate allowance for holidays, adverse weather and all other special requirements of the Work. Normal work hours are Monday through Friday, 8:00 am to 4:30 pm.

E. If the CONTRACTOR desires to make changes in its method of operating which affect the

construction progress schedule and related items, it shall notify the ENGINEER in writing stating what changes are proposed and the reason for the change. If the ENGINEER accepts these changes, in writing, the CONTRACTOR shall revise and submit, without additional cost to the COUNTY, all of the affected portions of the construction progress schedule, and associated reports. The construction progress schedule and related items shall be adjusted by the CONTRACTOR only after prior acceptance, in writing by the ENGINEER. Adjustments may consist of changing portions of the activity sequence, activity durations, division of activities, or other adjustments as may be required. The addition of extraneous, nonworking activities and activities which add restraints to the construction progress schedule shall not be accepted.

F. Except where earlier completions are specified, schedule dates which show completion of

all Work prior to the contract completion date shall, in no event, be the basis for claim for delay against the COUNTY by the CONTRACTOR.

G. Construction progress schedules and related items which contain activities showing

negative float or which extend beyond the contract completion date will be accepted only upon the condition that the CONTRACTOR will comply with recovery schedule requirements as specified in paragraph H below.

H. Whenever it becomes apparent from the current construction progress schedule and

associated reports that delays to the critical path have resulted and the contract completion date will not be met, or when so directed by the ENGINEER, the


01300-3

CONTRACTOR shall take some or all of the following actions at no additional cost to the COUNTY. They shall submit to the ENGINEER for approval, a written statement of the steps they intend to take to remove or arrest the delay to the critical path in the current construction progress schedule.

1. Increase construction staff in such quantities and crafts as will substantially

eliminate the backlog of work.

2. Increase the number of working hours per shift, shifts per day, working days per week, the amount of construction equipment, or any combination of the foregoing, sufficiently to substantially eliminate the backlog of work.

3. Reschedule activities to achieve maximum practical concurrence of

accomplishment of activities, and comply with the revised schedule.

I. If when so requested by the ENGINEER, the CONTRACTOR should fail to submit a written statement of the steps they intend to take or should fail to take such steps as reviewed and accepted in writing by the ENGINEER, the ENGINEER may direct the CONTRACTOR to increase the level of effort in staffing (trades), equipment and work schedule (overtime, weekend and holiday work, etc.) to be employed by the CONTRACTOR in order to remove or arrest the delay to the critical path in the current construction progress schedule, and the CONTRACTOR shall promptly provide such level of effort at no additional cost to the COUNTY.

J. If the completion of any activity, whether or not critical, falls more than 100 percent behind

its previously scheduled and accepted duration, the CONTRACTOR shall submit for approval a schedule adjustment showing each such activity divided into two activities reflecting completed versus uncompleted work.

K. Shop drawings which are not approved on the first submittal or within the time scheduled,

and equipment which does not pass the specified tests and certifications shall be immediately rescheduled.

L. The contract time will be adjusted only in accordance with the General Requirements and

other portions of the Contract Documents as may be applicable. If the ENGINEER finds that the CONTRACTOR is entitled to any extension of the contract completion date, the ENGINEER's determination as to the total number of days extension shall be based upon the current construction progress schedule and on all data relevant to the extension. Such data shall be included in the next updating of the schedule and related items. Actual delays in activities which, according to the construction progress schedule, do not affect any contract completion date will not be the basis for a change therein.

M. From time to time it may be necessary for the contract schedule of completion time to be

adjusted by the COUNTY in accordance with the General Requirements and other portions of the Contract Documents as may be applicable. Under such conditions, the ENGINEER will direct the CONTRACTOR to reschedule the Work or contract completion time to reflect the changed conditions, and the CONTRACTOR shall revise the construction progress schedule and related items accordingly, at no additional cost to the COUNTY.

N. Available float time may be used by the COUNTY through the COUNTY's ENGINEER.


01300-4

O. The COUNTY controls the float time and, therefore, without obligation to extend either the

overall completion date or any intermediate completion dates, the COUNTY may initiate changes that absorb float time only. COUNTY initiated changes that affect the critical path on the network diagram shall be the sole grounds for extending the completion dates. CONTRACTOR initiated changes that encroach on the float time may be accomplished only with the COUNTY's concurrence. Such changes, however, shall give way to COUNTY initiated changes competing for the same float time.

P. To the extent that the construction project schedule, or associated report or any revision

thereof shows anything not jointly agreed upon or fails to show anything jointly agreed upon, it shall not be deemed to have been accepted by the ENGINEER. Failure to include on a schedule any element of Work required for the performance of this Contract shall not excuse the CONTRACTOR from completing all Work required within any applicable completion date, not withstanding the review of the schedule by the ENGINEER.

Q. Review and acceptance of the construction progress schedule, and related reports, by the

ENGINEER is advisory only and shall not relieve the CONTRACTOR of the responsibility for accomplishing the Work within the contract completion date. Omissions and errors in the construction progress schedule, and related reports shall not excuse performance less than that required by the Contract and in no way make the ENGINEER an insurer of the CONTRACTOR's success or liable for time or cost overruns flowing from any shortcomings in the construction progress schedule, and related reports.

R. The CONTRACTOR shall present and discuss the proposed schedule at the

preconstruction conference.

S. The construction progress schedule shall be based upon the precedence diagramming method of scheduling and shall be prepared in the form of a horizontal bar chart showing in detail the proposed sequence of the Work and identifying all construction activities included but not limited to yard piping, all structures and all related Work specified herein to be performed under the Contract. The schedule shall be time scaled, identifying the first day of each week, with the estimated date of starting and completion of each stage of the Work in order to complete the project within the contract time. The project critical path shall be clearly identified.

T. The progress schedule shall be plotted on 22-inch by 34-inch and 11-inch by 17-inch

paper and shall be revised and updated monthly, depicting progress through the last day of the current month and scheduled progress through completion. Six up to date copies of the schedule shall be submitted along with the application for monthly progress payments for the same period.

U. The construction progress schedule shall be developed and maintained using Primavera

and Primavision software as manufactured by Primavera Systems, Inc., or equal. 1.04 SCHEDULE OF PAYMENT ITEMS

A. The CONTRACTOR shall submit a Schedule of Payment Items for review prior to the preconstruction meeting. The schedule shall contain the installed value of the component parts of Work for the purpose of making progress payments during the construction period


01300-5

and shall directly correlate on an item by item basis (unless otherwise accepted by the ENGINEER) to each individual activity detailed in the construction progress schedule. The sum of all scheduled items shall equal the total value of the Contract. Reference the Section 01025, Measurement and Payment, for further details.

B. If the CONTRACTOR anticipates the need for payment for materials stored on the project

site, it shall also submit a separate list covering the cost of materials, delivered and unloaded with taxes paid. This list shall also include the installed value of the item with coded reference to the Work items in the Schedule of Payment Items, all in accordance with the general provisions of the contract..

C. The CONTRACTOR shall expand or modify the above schedule and materials listing as

required by the ENGINEER's initial or subsequent reviews. 1.05 PROGRESS PAYMENT APPLICATIONS

A. Applications for payments shall be made to the ENGINEER for review in accordance with Article 5 of the Contract.

1.06 SHOP DRAWINGS

A. The CONTRACTOR shall submit for review shop drawings for concrete reinforcement, structural details, piping layout and appurtenances, wiring, color selection charts, materials and equipment fabricated especially for this Contract, and materials and equipment for which such Drawings are specified or specifically requested by the ENGINEER.

B. Shop drawings shall show the principal dimensions, weight, structural and operating

features, space required, clearances, type and/or brand of finish or shop coat, grease fittings, etc., depending on the subject of the Drawings.

C. When so specified, or if considered by the ENGINEER to be acceptable, the

manufacturer's specifications, catalog data, descriptive matter, illustrations, etc. may be submitted for review in place of shop drawings. In such case, the requirements shall be as specified for shop drawings, insofar as applicable.

D. The CONTRACTOR shall be responsible for the prompt submittal of all shop drawings so

that there shall be no delay to the Work due to the absence of such Drawings. The ENGINEER will review the shop drawings within 21 calendar days of receipt of such Drawings. Reviewed shop drawings will be returned to the CONTRACTOR by regular mail, posted no later than 21 days after receipt.

E. Time delays caused by rejection of submittals are not cause for extra charges to the

COUNTY or time extensions.

F. Requirements: All shop drawings shall be submitted to the ENGINEER through the CONTRACTOR. The CONTRACTOR is responsible for obtaining shop drawings from their subcontractors and returning reviewed Drawings to them. All shop drawings shall be prepared on standard size, 24-inch by 36-inch sheets. All Drawings shall be clearly marked with the name of the project, COUNTY, CONTRACTOR, and building, equipment, or structure to which the drawing applies. Drawings shall be suitably numbered and


01300-6

stamped by the CONTRACTOR. Each shipment of Drawings shall be accompanied by a letter of transmittal giving a list of the drawing numbers and the names mentioned above.

G. Product Data: Where manufacturer's publications in the form of catalogs, brochures,

illustrations, or other data sheets are submitted in lieu of prepared shop drawings, such submission shall specifically indicate the particular item offered. Identification of such items and relative pertinent information shall be made with indelible ink. Submissions showing only general information will not be accepted.

H. Product data shall include materials of construction, dimensions, performance

characteristics, capacities, wiring diagrams, piping and controls, etc.

I. Warranties: When warranties are called for, a sample of the warranty shall be submitted with the shop drawings. The sample warranty shall be the same form that will be used for the actual warranty. Actual warranties shall be originals and notarized.

J. Work Prior to Review: No material or equipment shall be purchased, fabricated especially

for this Contract, or delivered to the project site until the required shop drawings have been submitted, processed and marked either "FURNISH AS SUBMITTED" or "FURNISH AS CORRECTED". All materials and Work involved in the construction shall be as represented by said Drawings.

K. The CONTRACTOR shall not proceed with any portion of the Work (such as the

construction of foundations) for which the design and details are dependent upon the design and details of equipment for which submittal review has not been completed.

L. CONTRACTOR's Review: Only submittals which have been checked and corrected

should be submitted to the CONTRACTOR by its subcontractors and vendors. Prior to submitting shop drawings to the ENGINEER, the CONTRACTOR shall check thoroughly all such Drawings to satisfy itself that the subject matter thereof conforms to the Drawings and Specifications in all respects. Drawings which are correct shall be marked with the date, checker's name and indications of the CONTRACTOR's approval, and then shall be submitted to the ENGINEER. Other Drawings submitted to the ENGINEER will be returned to the CONTRACTOR unreviewed.

M. CONTRACTOR's Responsibility: The ENGINEER’S review of shop drawings will be

general and shall not relieve the CONTRACTOR of the responsibility for details of design, dimensions, etc., necessary for proper fitting and construction of the Work required by the Contract and for achieving the specified performance.

N. CONTRACTOR's Modifications: For submissions containing departures from the Contract

Documents, the CONTRACTOR shall include proper explanation in their letter of transmittal. Should the CONTRACTOR submit for review equipment that requires modifications to the structures, piping, layout, etc. detailed on the Drawings, he shall also submit for review details of the proposed modifications. If such equipment and modifications are accepted, the CONTRACTOR, at no additional cost to the COUNTY, shall do all Work necessary to make such modifications.

O. Substitutions: Whenever a particular brand or make of material, equipment, or other item

is specified, or is indicated on the Drawings, it is for the purpose of establishing a standard of quality, design, and type desired and to supplement the detailed specifications. Any


01300-7

other brand or make which is equivalent to that specified or indicated may be offered as a substitute subject to the following provisions:

1. The CONTRACTOR shall submit for each proposed substitution sufficient details,

complete descriptive literature, and performance data together with samples of the materials, where feasible, to enable the ENGINEER to determine if the proposed substitution is equal, in all respects including, but not limited to, quality, performance, ease of maintenance, availability of spare parts, and experience record.

2. The CONTRACTOR shall submit certified tests, where applicable, by an

independent laboratory attesting that the proposed substitution is equal. 3. A list of installations where the proposed substitution is equal. Such listing shall

cover a minimum of the previous five years and will furnish project names and contact phone numbers.

4. Where the acceptance of a substitution requires excessive review by the

ENGINEER, revision or redesign of any part of the Work, all such additional review costs, revisions and redesign, and all new Drawings and details required therefore, shall be at the CONTRACTOR's expense.

5. In all cases the ENGINEER shall be the sole judge as to whether a proposed

substitution is to be accepted. The CONTRACTOR shall abide by the ENGINEER's decision when proposed substitute items are judged to be unacceptable and shall in such instances furnish the item as specified. No substitute items shall be used in the Work without written acceptance of the ENGINEER.

6. Acceptance of any proposed substitution shall in no way release the

CONTRACTOR from any of the provisions of the Contract Documents.

7. COUNTY may require, at CONTRACTOR's expense, a special performance guarantee or other surety with respect to any substitute.

P. Complete Submittals: Each submittal shall be complete in all aspects incorporating all

information and data required to evaluate the products' compliance with the Contract Documents. Partial or incomplete submissions shall be returned to the CONTRACTOR without review.

Q. Shop Drawing Distribution: The CONTRACTOR shall submit a minimum of 6 copies of all

shop drawings to the ENGINEER for review. Shop drawings will be reviewed, stamped and distributed with the appropriate box checked either "FURNISH AS SUBMITTED", "FURNISH AS CORRECTED" or "REVISE AND RESUBMIT". The distribution of processed shop drawings will be as follows:

1. Drawings Marked "FURNISH AS SUBMITTED" or "FURNISH AS CORRECTED"

3 copies returned to the CONTRACTOR 3 copies transmitted to the COUNTY (shop drawing reviewer, field personnel)


01300-8

2. Drawings Marked "REVISE AND RESUBMIT"

2 copies returned to the CONTRACTOR 2 copies remain at the ENGINEER's office 1 copy remains with the shop drawing reviewer 1 copy will be discarded

R. If the CONTRACTOR requires additional copies of returned shop drawings, it shall include

extra Drawings in its original submittal. The ENGINEER will process the Drawings and return them to the CONTRACTOR.

1.07 WARRANTIES

A. Warranties called for in the Contract Documents shall be originals and submitted to the COUNTY through the ENGINEER. When warranties are required they shall be submitted prior to request for payment.

B. When advance copies of warranties are requested, they shall be submitted with, and

considered as shop drawings. 1.08 CERTIFICATES

A. Four copies of certificates of compliance and test reports shall be submitted for requested items to the ENGINEER prior to request for payment.

1.09 PRODUCT SAMPLES

A. CONTRACTOR shall furnish for review all product samples as required by the Contract Documents or requested by the ENGINEER to determine compliance with the specifications.

B. Samples shall be of sufficient size or quantity to clearly illustrate the quality, type, range of

color, finish or texture and shall be properly labeled to show complete project identification, the nature of the material, trade name of manufacturer and location of the Work where the material represented by the sample will be used.

C. Samples shall be checked by the CONTRACTOR for conformance to the Contract

Documents before being submitted to the ENGINEER and shall bear the CONTRACTOR's stamp certifying that they have been so checked. Transportation charges on samples submitted to the ENGINEER shall be prepaid by the CONTRACTOR.

D. ENGINEER's review will be for compliance with the Contract Documents, and its

comments will be transmitted to the CONTRACTOR with reasonable promptness.

E. Acceptable samples will establish the standards by which the completed Work will be judged.


01300-9

1.10 RECORD DRAWINGS

A. The CONTRACTOR shall keep and maintain, at the job site, one record set of Drawings. On these, it shall mark all project conditions, locations, configurations, and any other changes or deviations which may vary from the details represented on the original Contract Drawings, including buried or concealed construction and utility features which are revealed during the course of construction. Special attention shall be given to recording the horizontal and vertical location of all buried utilities that differ from the locations indicated, or which were not indicated on the Drawings. Said record drawings shall be supplemented by detailed sketches as necessary or directed to indicate, fully, the Work as actually constructed. These master record drawings of the CONTRACTOR's representation of as-built conditions, including all revisions made necessary by addenda and change orders shall be maintained up-to-date during the progress of the Work.

B. At a minimum the record drawings shall be reviewed on the 20th working day of every

third month after the month in which the Second Notice-to-Proceed is given as well as on completion of Work. Failure to maintain the record drawings up-to-date shall be grounds of withholding monthly progress payments until such time as the record drawings are brought up-to-date.

C. Record drawings shall be accessible to the ENGINEER at all times during the construction

period.

D. Final payment will not be acted upon until the CONTRACTOR-prepared record drawings have been delivered to the ENGINEER. Said up-to-date record drawings shall be in the form of a set of prints with carefully plotted information overlaid in pencil.

E. Upon substantial completion of the Work and prior to final acceptance, the

CONTRACTOR shall finalize and deliver a complete set of record drawings to the ENGINEER for transmittal to the COUNTY, conforming to the construction records of the CONTRACTOR. This set of drawings shall consist of corrected drawings showing the reported location of the Work. The information submitted by the CONTRACTOR and incorporated in the Record Drawings will be assumed to be correct, and the ENGINEER will not be responsible for the accuracy of such information, and for any errors or omissions which may appear on the Record Drawings as a result.

PART 2 -- PRODUCTS (Not Used) PART 3 -- EXECUTION (Not Used)


01300-10

- END SECTION -


SECTION 01400 – QUALITY CONTROL

PART 1 -- GENERAL

1.01 OBSERVATION AT PLACE OF MANUFACTURE

A. Unless otherwise specified, all products, materials, and time and equipment shall be subject to observation by the ENGINEER at the place of manufacture.

B. The presence of the ENGINEER at the place of manufacture however, shall not relieve the CONTRACTOR of the responsibility for furnishing products, materials, and equipment which comply with all requirements of the Contract Documents. Compliance is a duty of the CONTRACTOR, and said duty shall not be avoided by any act or omission on the part of the ENGINEER.

1.02 SAMPLING AND TESTING

A. Unless otherwise specified, all sampling and testing shall be in accordance with the methods prescribed in the current standards of the ASTM, as applicable to the class and nature of the article or materials considered; however, the COUNTY reserves the right to use any generally-accepted system of sampling and testing which, in the opinion of the ENGINEER will insure the COUNTY that the quality of the Work is in full accordance with the Contract Documents.

B. Any waiver by the COUNTY of any specific testing or other quality assurance measures, whether or not such waiver is accompanied by a guarantee of substantial performance as a relief from the specified testing or other quality assurance requirements as originally specified, and whether or not such guarantee is accompanied by a performance bond to assure execution of any necessary corrective or remedial Work, shall not be construed as a waiver of any requirements of the Contract Documents.

C. Notwithstanding the existence of such waiver, the ENGINEER reserves the right to make independent investigations and tests and failure of any portion of the Work to meet any of the requirements of the Contract Documents, shall be reasonable cause for the ENGINEER to require the removal or correction and reconstruction of any such Work in accordance with the General Conditions.

1.03 SITE INVESTIGATION AND CONTROL

A. The CONTRACTOR shall verify all dimensions in the field and shall check field conditions continuously during construction. The CONTRACTOR shall be solely responsible for any inaccuracies built into the Work due to its failure to comply with this requirement.

B. The CONTRACTOR shall inspect related and appurtenant Work and shall report in writing to the ENGINEER any conditions which will prevent proper completion of the Work. Failure to report any such conditions shall constitute acceptance of all site conditions, and any required removal, repair, or replacement caused by unsuitable conditions shall be performed by the CONTRACTOR within the scope of the Project.


1.04 OBSERVATION AND TESTING

A. Unless otherwise specified, the CONTRACTOR shall employ and pay for the services of an independent testing laboratory for specified testing as specified by the ENGINEER.

B. The work or actions of the testing laboratory shall in no way relieve the CONTRACTOR of its obligations under the Contract. The laboratory testing work will include such observations and testing required by the Contract Documents, existing laws, codes, ordinances, etc. The testing laboratory will have no authority to change the requirements of the Contract Documents, nor perform, accept or approve any of the CONTRACTOR's Work.

C. The CONTRACTOR shall allow the ENGINEER ample time and opportunity for field observation and testing materials and equipment to be used in the Work. The CONTRACTOR shall advise the ENGINEER promptly upon placing orders for materials and equipment so that arrangements may be made, if desired, for observation before shipment from the place of manufacture. The CONTRACTOR shall at all times furnish the ENGINEER and its representatives, facilities including labor, and allow proper time for inspecting and testing materials, equipment, and quality of work. The CONTRACTOR must anticipate that possible delays may occur in the execution of its work due to the necessity of materials and equipment being inspected and accepted for use. The CONTRACTOR shall furnish, at its own expense, all samples of materials required by the ENGINEER for testing, and shall make its own arrangements for providing water, electric power, or fuel for the various observations and tests of structures and equipment.

D. The COUNTY will bear the cost of all tests, observations, or investigations undertaken by the order of the ENGINEER for the purpose of determining conformance with the Contract Documents if such tests, observations, or investigations are not specifically required by the Contract Documents, and if conformance is ascertained thereby. Whenever nonconformance is determined by the ENGINEER as a result of such tests, observations, or investigations, the CONTRACTOR shall bear the full cost of any additional tests and investigations, which are ordered by the ENGINEER to ascertain subsequent conformance with the Contract Documents.

1.05 RIGHT OF REJECTION

A. The ENGINEER, acting for the COUNTY, shall have the right, at all times and places, to reject any articles or materials to be furnished hereunder which, in any respect, fail to meet the requirements of the Contract Documents, regardless of whether the defects in such articles or materials are detected at the point of manufacture or after completion of the Work at the site. If the ENGINEER or its representative, through an oversight or otherwise, has accepted materials or Work which is defective or which is contrary to the Contract Documents, such materials, no matter in what stage or condition of manufacture, delivery, or erection, may be subsequently rejected by the ENGINEER for the COUNTY.

B. The CONTRACTOR shall promptly remove rejected articles or materials from the site of the Work after notification of rejection. All costs of removal and replacement of rejected articles or materials as specified herein shall be borne by the CONTRACTOR.


1.06 OTHER CONSTRUCTION CONSIDERATIONS

A. Sleeves and Openings: The CONTRACTOR shall provide all openings, chases, etc., to fit its own work and that of any other subcontractors and CONTRACTOR's. All such openings or chases shown on the Contract Drawings, or reasonably implied thereby, or as confirmed or modified by acceptable shop, setting or erecting drawings, shall be provided by the CONTRACTOR.

B. Where pipes or conduits are to pass through slabs or walls, or where equipment frames or supports are to be installed as integral part of an opening, the sleeves, openings, forms or frames shall be furnished by the installer of the pipes, conduits or equipment, but shall be placed by the CONTRACTOR. Where hanger inserts, anchor bolts and similar items are to be embedded in concrete as an integral part of a slab or wall, they shall be furnished by the installer of the pipe or other equipment requiring the hanger, etc., but shall be placed by the CONTRACTOR.

C. Weather Conditions: Work that may be affected by inclement weather shall be suspended until proper conditions prevail. In the event of impending storms, the CONTRACTOR shall take necessary precautions to protect all work, materials and equipment from exposure.

D. Fire Protection: The CONTRACTOR shall take all necessary precautions to prevent fires at or adjacent to the Work, including its own buildings and trailers. Adequate fire extinguisher and hose line stations shall be provided throughout the work area.


PART 3 -- EXECUTION

3.01 BUOYANCY

A. The CONTRACTOR shall be completely responsible for any tanks, pipelines, maintenance access structures, foundations or similar improvements that may become buoyant during the construction operations due to groundwater levels. Should there be any possibility of buoyancy, the CONTRACTOR shall take the necessary steps to prevent damage due to floating or flooding, and shall repair or replace said improvements at no additional cost to the COUNTY.

- END OF SECTION -

INTENTIONALLY LEFT BLANK

SECTION 01451 - TESTING LABORATORY SERVICES


01451-1

PART 1 – GENERAL

1.01 GENERAL REQUIREMENTS

A. The CONTRACTOR will employ and pay for the services of an Independent Testing laboratory acceptable to the COUNTY to perform certain specified testing:

1. CONTRACTOR shall cooperate with the laboratory to facilitate the execution of its required services.

2. Employment of the laboratory by the CONTRACTOR for specific testing shall in no way relieve the CONTRACTOR's obligations to perform the work of the Contract as specified.

3. COUNTY shall pay only for initial testing. The cost of any retesting necessitated by failure of materials or methods shall be deducted from the Contract.

4. The following tests to be provided by the testing laboratory, as necessary or as

determined by the ENGINEER. a. Density b. Proctor c. LBR (Limerock Bearing Ratio) d. Carbonate Content e. Gradation f. Plastic Index and Liquid Limit g. Organic Content h. Concrete Compressive Strength and Slump i. Asphalt Extraction j. Bacteriological

B. CONTRACTOR shall pay for all other testing under the Contract Documents as required.

1.02 QUALIFICATION OF LABORATORY

A. Meet "Recommended Requirements for Independent Laboratory Qualification", published by American Council of Independent Laboratories.

B. Meet basic requirements of ASTM E-329.

C. Authorized to operate in Broward County, FL.

D. Submit copy of report of inspection of facilities made by Materials Reference Laboratory of Natural Bureau of Standards during the most recent tour of inspection, with memorandum of remedies of any deficiencies reported by the inspection upon request.


01451-2

E. Testing Equipment

1. Calibrated at reasonable intervals specified by regulatory agencies or manufacturer, whichever is stricter, by devices of accuracy traceable to either the National Bureau of Standards or an accepted standard for values of natural physical constants.

1.03 LABORATORY DUTIES

A. Cooperate with OWNER's Representative and CONTRACTOR; provide qualified personnel after due notice.

B. Perform specified inspections, sampling and/or testing of materials and constructed Work for:

1. Compliance with specified standards. 2. Compliance of materials with requirements of Contract Documents.

C. Promptly notify OWNER's Representative and CONTRACTOR of observed irregularities of deficiencies of work or products.

D. Promptly submit written report of each test and inspection; one copy each to COUNTY's Representative, COUNTY, CONTRACTOR, and one copy to ENGINEER’s Record Document File. Each report shall include:

1. Date issued. 2. Project title, number and any other unique identifier (i.e.: Section or Phase

Number, Bid Pack Number, etc.). 3. Testing laboratory name, address and telephone number. 4. Name and signature of laboratory inspector. 5. Date and time of sampling or inspection. 6. Record of temperature and weather conditions. 7. Date of test. 8. Identification of fill product and specification section. 9. Location of sample or test in the project. 10. Type of inspection or test. 11. Results of tests and compliance with Contract Documents. 12. Interpretation of test results, when requested by COUNTY's Representative.

Perform additional tests as required by the COUNTY's Representative.

1.04 LIMITATION OF AUTHORITY OF TESTING LABORATORY

A. Laboratory is not authorized to:

1. Release, revoke, alter or enlarge on requirements of Contract documents. 2. Approve or accept any portion of the work. 3. Perform any duties of the CONTRACTOR.


01451-3

1.05 CONTRACTOR'S RESPONSIBILITIES

A. Cooperate with laboratory personnel, provide access to work.

B. Secure and deliver to the laboratory adequate quantities of representational samples of materials proposed to be used and which require testing.

C. Provide to the laboratory the preliminary design mix proposed to be used for concrete, and other material mixes which require control by the Testing Laboratory.

D. Furnish copies of Products test reports as required.

E. Furnish incidental labor and facilities:

1. To provide access to work to be tested. 2. To obtain and handle samples at the project site or at the source of the product to be tested. 3. To facilitate scheduled inspections and tests. 4. For storage of test samples. F. Notify laboratory and Inspector of Record sufficiently in advance of operations to allow for

assignment of personnel and scheduling of tests. 1. When tests or inspections cannot be performed after such notice, reimburse COUNTY for laboratory personnel and travel expenses incurred due to CONTRACTOR's negligence.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

-END OF SECTION-


01510-1

SECTION 01510 – TEMPORARY UTILITIES PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. It shall be the CONTRACTOR's responsibility to provide equipment that is adequate for the performance of the Work under this Contract within the time specified. All equipment shall be kept in satisfactory operating condition, shall be capable of safely and efficiently performing the required Work, and shall be subject to review by the COUNTY's representative at any time within the duration of the Contract. All Work hereunder shall conform to the applicable requirements of the OSHA Standards for Construction.

B. The CONTRACTOR shall provide for utilities and services for its own operations. The

CONTRACTOR shall furnish, install and maintain all temporary utilities during the contract period including removal upon completion of the Work.

1.02 POWER AND LIGHTING

A. Power: The CONTRACTOR shall provide all necessary power required for its operations under the Contract, and shall provide and maintain all temporary power lines required to perform the Work in a safe and satisfactory manner.

B. Construction Lighting: All Work conducted at night or under conditions of deficient daylight

shall be suitably lighted to insure proper Work and to afford adequate facilities for inspection and safe working conditions. Temporary lighting shall be maintained during non-working periods if the area is subject to access by the public or COUNTY's personnel.

C. Electrical Connections: All temporary connections for electricity shall be subject to review

by the ENGINEER and the power company representative, and shall be removed in like manner at the CONTRACTOR's expense prior to final acceptance of the Work.

D. Separation of Circuits: Unless otherwise permitted by the ENGINEER, circuits separate

from lighting circuits shall be used for all power purposes.

E. Construction Wiring: All wiring for temporary electric light and power shall be properly installed and maintained and shall be securely fastened in place. All electrical facilities shall conform to the requirements of Subpart K of the OSHA Safety and Health Standards for Construction.

1.03 WATER SUPPLY

A. General: Except as noted otherwise, the CONTRACTOR shall make arrangements for and pay for all costs for all water used for construction, and testing. The CONTRACTOR shall provide and maintain all meters, piping, fittings, adapters, and valving as required.

B. Potable water is available at cost from the COUNTY for the Work. To obtain potable water,

if required, the CONTRACTOR shall install a COUNTY supplied meter. The COUNTY will charge the CONTRACTOR for potable water. Water service requirements shall be discussed during the pre-bid conference. The CONTRACTOR shall make all necessary connections to existing piping and shall provide all necessary appurtenances at their own expense.


01510-2

C. Water Connections: The CONTRACTOR shall not make connection to, or draw water from, any fire hydrant or pipeline without first obtaining permission of the authority having jurisdiction over the use of said fire hydrant or pipeline and from the agency owning the affected water system. For each such connection made, the CONTRACTOR shall first attach to the fire hydrant or pipeline a valve and a meter, if required by the said authority, of a size and type acceptable to said authority and agency.

D. Removal of Water Connections: Before final acceptance of the Work on the project, all

temporary connections and piping installed by the CONTRACTOR shall be entirely removed, and all affected improvements shall be restored to their original condition, or better, to the satisfaction of the ENGINEER and to the agency owning the affected utility.

1.04 TEMPORARY SANITARY FACILITIES

A. The CONTRACTOR shall provide and maintain adequate and clean sanitary facilities for the construction work force and visitors. The facilities shall comply with local codes and regulations and be situated in an acceptable location.

1.05 CONFINED SPACES

A. The CONTRACTOR shall provide and maintain a safe working environment in confined spaces. The CONTRACTOR shall follow the applicable requirements of the OSHA Standards for Construction and NIOSH Publications for working in confined spaces.

1.06 TEMPORARY VENTILATION

A. The CONTRACTOR shall provide and maintain adequate ventilation for a safe working environment. In addition, forced air ventilation shall be provided for the curing of installed materials, humidity control and the prevention of hazardous accumulations of dust, gases or vapors.



01520-1

SECTION 01520 – MAINTENANCE OF UTILITY OPERATIONS DURING CONSTRUCTION PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. The CONTRACTOR has the option of providing temporary facilities that can eliminate a constraint, provided it is done without cost to the COUNTY (including additional COUNTY labor) and provided that all requirements of these Specifications are fulfilled. Work not specifically covered in the following paragraphs may, in general, be done at any time during the contract period, subject to the operating requirements and constraints and construction requirements outlined hereinafter. All references to days in this Section shall be consecutive calendar days.

B. The CONTRACTOR is advised that the work shall include ties into existing potable water

mains. The CONTRACTOR shall use extreme caution while working in the vicinity of the potable water mains. Hand excavation will be required when excavating within two feet of any potable water mains. The CONTRACTOR shall be fully responsible for all precautionary measures together with all remediation, cleanup, disinfection, regulatory agency fines and all other labor, materials, and costs associated with any contamination of the potable water supply caused directly or indirectly by the activities of the CONTRACTOR in the performance of the work.

C. Notwithstanding other indemnification requirements of the Contract Documents, the

CONTRACTOR shall also indemnify, defend, and hold harmless the COUNTY, the ENGINEER and the COUNTY’s agents from any and all legal action which may arise from contamination of the potable water supply caused directly or indirectly by the CONTRACTOR in the performance of the work.

1.02 GENERAL CONSTRAINTS

A. The COUNTY’s potable water transmission system shall be maintained in continuous operation during the construction period except during approved interruptions. All short-term system or partial systems shutdowns shall be approved by the COUNTY and the ENGINEER. Long-term process shutdowns and diversions shall conform to the requirements hereinafter specified and shall be minimized by the CONTRACTOR as much as possible. If in the judgment of the COUNTY or ENGINEER, a requested shutdown is not required for the CONTRACTOR to perform the Work, the CONTRACTOR shall utilize approved alternative methods to accomplish the Work. All shutdowns shall be coordinated with and scheduled at times suitable to the COUNTY. Shutdowns shall not begin until all required materials are on hand and ready for installation. Each shutdown period shall commence at a time approved by the COUNTY, in writing. Where required in the Construction Sequence, the CONTRACTOR shall proceed with the Work continuously, (24 hours/day, 7 days/week) start to finish, until the Work is completed and normal operation is restored.

B. If the CONTRACTOR completes all required Work before the specified shutdown period


01520-2

has ended, the COUNTY may immediately place the existing system back into service.

C. The CONTRACTOR shall schedule short-term and extended shutdowns in advance and shall present all desired shutdowns in the 30 and 60-day schedules at the construction progress meetings. Shutdowns shall be fully coordinated with the Water Facilities Manager and Chief Operator at least 24 hours before the scheduled shutdown. COUNTY personnel shall operate COUNTY's facilities involved in the short-term and extended shutdowns.

D. Short term shutdowns in flow will be allowed for tie-ins to existing facilities, installation of

temporary bulkheads, etc. All such shutdowns shall be scheduled for low-flow period during the daily diurnal water demand (as determined by the Water Facilities Manager) and shall generally be limited to four (4) hours or less depending on water demand, system pressure, weather forecast and amount of potable water stored onsite. The schedule and duration of short-term shutdowns shall be at the discretion of the COUNTY.

E. Any temporary work, facilities, roads, walks, protection of existing structures, piping,

blind flanges, valves, equipment, etc. that may be required within the CONTRACTOR's work limits to maintain continuous and dependable potable water system operation shall be furnished by the CONTRACTOR at no extra cost to the COUNTY.

F. The COUNTY shall have the authority to order Work postponed, stopped or prohibited

that would, in their opinion, unreasonably result in interrupting the necessary functions of the potable water transmission / distribution system.

G. If the CONTRACTOR impairs performance or operation of the potable water

transmission system as a result of not complying with specified provisions, then the CONTRACTOR shall immediately make all repairs or replacements and do all work necessary to restore the operation to the satisfaction of the COUNTY and the ENGINEER. Such work shall progress continuously to completion on a 24-hours per day, seven work days per week basis.

H. The CONTRACTOR shall provide the services of emergency repair crews on call

24-hours per day.

1.03 CONSTRUCTION SEQUENCE AND OPERATIONAL CONSTRAINTS

A. Work under the Contract shall be scheduled and performed in such a manner as to result in the least possible disruption to the operation of any of the COUNTY's existing facilities.

B Critical events in the sequence of construction are specified herein. The outline

sequence of construction does not include all items necessary to complete the work, but is intended to identify the sequence of critical events necessary to minimize disruption to the COUNTY's facilities. It shall be understood by the CONTRACTOR that the critical events identified are not all inclusive and that additional items of work not shown may be


01520-3

required. The sequence of construction is a precedence requirement and does not attempt to schedule the CONTRACTOR's work. It is intended only to indicate which activities must precede other activities in order to minimize interference’s and disruptions. The suggested sequence of construction is as follows:

1. Phase 1 Utility Relocation:

a. Before any relocation work is performed, a night-time shutdown of the south high

service pump station (HSPS) and discharge lines will be required to install a 24-inch Butterfly Valve (BV) in the distribution line exiting the plant on the south end toward NW 37th Street. This will necessitate the temporary shut-down of the main water supply into the City of Lauderdale Lakes along NW 37th Street. Time is of the essence in completing this valve installation and re-establishing the water supply along this roadway. Future required pump discharge line shut-downs will utilize the new valve and should not interrupt the supply along NW 37th Street.

b. After verifying the location of all existing utilities to be relocated and/or abandoned

and shutting down the south HSPS discharge line, remove the existing above ground 24-inch 90 degree bend from the south HSPS discharge line and replace with a 24-inch flanged tee with the “T” section connected to the existing discharge line which proceeds underground. Connect another 24-inch flanged tee with two 24-inch BVs heading north and south to the aforementioned newly installed tee and place the discharge line back into service.

c. Construct the new 24-inch finished water piping heading north and south from the

new 24-inch flanged valves to a point just before the connections shown to the existing pipelines. Pressure test, disinfect and perform bacterial analysis for Health Department certification.

d. Once the new pipelines are certified, perform a shutdown of the existing south

HSPS discharge line and connect the newly installed southern leg to the existing pipeline heading south. Plug the existing line heading north so it can remain in temporary service. Place the new pipeline into service.

e. Shut down the northern portion of the existing south HSPS discharge line by

closing the existing 24-inch valve at the tee to be removed from under the new tank base and the existing valve connecting the south HSPS to the discharge line from the north HSPS. Connect the new discharge line to the existing line at the north end and place into service.

f. Temporarily shut down the south HSPS and replace the flanged tee connecting

the old and new discharge lines with a spool piece.

g. Construct the new storm drainage pipe around the proposed tank.

2. Phase 2 Tank Construction:

a. The facilities constructed under Phase 1 must remain in operation at all times


01520-4

unless otherwise noted. The CONTRACTOR shall take all necessary precautions to ensure that their work during construction of Phase 2 does not interrupt the operation of the Phase 1 facilities.

b. Construct the new fence to enclose the proposed tank site within the secured

plant site area.

c. Remove the old fence, light, shrubs, trees, etc. and the existing pipelines and other utilities under the proposed tank slab as required for erection of the new tank and appurtenances.

d. Construct the underground mechanical equipment and concrete supports under

the proposed slab.

e. Provide the specified fill and compaction under the proposed tank slab and construct the slab per contract requirements.

f. Construct the tank and all appurtenances, including instrumentation and electrical items required for tank operation with the plant’s SCADA system.

g. Complete all required hydrostatic and bacteriological testing per Contract

Document requirements in preparation for placing the tank into service.

h. Request the ENGINEER and the COUNTY to perform an inspection for the project for substantial completion. The result of this inspection will be a punch list that identifies deficient items that must be corrected prior to obtaining a certificate of substantial completion and also for final completion for the entire project.

i. Once the CONTRACTOR addresses, to the satisfaction of the COUNTY, all

outstanding punch list items required for substantial completion, the ENGINEER will issue a certificate of substantial completion for the overall project.

3. Project Closeout:

a. Complete all remaining yard piping, site electrical, final grading, surface

restoration, landscaping, paving and related site work. b. Complete all remaining work items, demobilization, site cleanup and prepare for

final close-out. c. Complete all outstanding punch list items. d. Final completion milestone.

D. The existing water pipelines that are to be tied into shall be maintained in an operable

condition at all times by the CONTRACTOR during the entire construction duration. All work by the CONTRACTOR that disrupts the normal operations shall be shown on the Construction Schedule and specifically scheduled with the COUNTY. Schedule notification shall consist of a written notice defining the work to be accomplished, the normal function that will be interrupted, the duration of the interruption, and the mitigating


01520-5

effort to be performed by the CONTRACTOR to maintain the system in operation. The written notice shall be submitted to the ENGINEER 14 days in advance of the proposed work and the ENGINEER will respond to the CONTRACTOR in writing within 7 days of receipt of the notice regarding the acceptability of the proposed plan.

E. At no time shall the CONTRACTOR undertake to close off any pipelines, or open valves,

or take any other action which would affect the operation of the existing system.

F. The CONTRACTOR's shall be aware that the elevations and locations of the existing utilities has been prepared from the most reliable information available to the ENGINEER, however, it shall be this CONTRACTOR's responsibility to determine the location, character and depth of any existing utilities. The CONTRACTOR shall excavate and uncover all existing water mains to determine the exact elevations, locations, type and size of all existing water mains and service lines sufficiently in advance of the work, prior to submittal of applicable shop drawings, to ensure that all required materials are available when connections to the existing transmission main is to be made. The CONTRACTOR shall be responsible for furnishing such fittings, couplings, adapters and specials as required to make connections to the existing transmission main in accordance with the details shown on the Drawings.

G. After substantial completion has been achieved, the CONTRACTOR shall

guarantee/warranty the project for one calendar year (365 days) from the date of substantial completion, unless otherwise specified elsewhere in the contract specifications. CONTRACTOR’s guarantee/warranty shall cover all labor, materials, and equipment required to complete the scope of work described in these specifications. Any system defects or malfunctions occurring within the 365 days of the guarantee/warranty period shall be repaired or replaced by the CONTRACTOR at no expense to the COUNTY.

PART 2 – PRODUCTS (Not Used) PART 3 – EXECUTION (Not Used)

- END OF SECTION -

LEFT BLANK INTENTIONALLY


01530-1

SECTION 01530 – PROTECTION OF EXISTING FACILITIES

PART 1 -- GENERAL 1.01 THE REQUIREMENT A. The CONTRACTOR shall protect all existing utilities and improvements not designated

for removal and shall restore damaged or temporarily relocated utilities and improvements to a condition equal to or better than they were prior to such damage or temporary relocation, all in accordance with requirements of the Contract Documents.

B. The CONTRACTOR shall verify the exact locations and depths of all utilities shown and

the CONTRACTOR shall make exploratory excavations of all utilities that may interfere with the Work. All such exploratory excavations shall be performed as soon as practicable after award of Contract and, in any event, a sufficient time in advance of construction to avoid possible delays to the CONTRACTOR's Work. When such exploratory excavations show the utility location as shown to be in error, the CONTRACTOR shall so notify the ENGINEER.

C. The number of exploratory excavations required shall be that number which is sufficient

to determine the alignment and grade of the utility. 1.02 RIGHTS-OF-WAY

A. The CONTRACTOR shall not do any Work that would affect any oil, gas, sewer, or water pipeline; any telephone, telegraph, or electric transmission line; any fence; or any other structure, nor shall the CONTRACTOR enter upon the rights-of-way involved until notified by the ENGINEER that the COUNTY has secured authority therefore from the proper party. After authority has been obtained, the CONTRACTOR shall give said party due notice of its intention to begin Work, and shall give said party convenient access and every facility for removing, shoring, supporting, or otherwise protecting such pipeline, transmission line, ditch, fence, or structure, and for replacing same. When two or more contracts are being executed at one time on the same or adjacent land in such manner that Work on one contract may interfere with that on another, the COUNTY shall determine the sequence and order of the Work. When the territory of one contract is the necessary or convenient means of access for the execution of another contract, such privilege of access or any other reasonable privilege may be granted by the COUNTY to the CONTRACTOR so desiring, to the extent, amount, in the manner, and at the times permitted. No such decision as to the method or time of conducting the Work or the use of territory shall be made the basis of any claim for delay or damage.

1.03 PROTECTION OF STREET OR ROADWAY MARKERS

A. The CONTRACTOR shall not destroy, remove, or otherwise disturb any existing survey markers or other existing street or roadway markers without proper authorization. No pavement breaking or excavation shall be started until all survey or other permanent marker points that will be disturbed by the construction operations have been properly referenced for easy and accurate restoration. It shall be the CONTRACTOR's


01530-2

responsibility to notify the proper representatives of the COUNTY of the time and location that Work will be done. Such notification shall be sufficiently in advance of construction so that there will be no delay due to waiting for survey points to be satisfactorily referenced for restoration. All survey markers or points disturbed by the CONTRACTOR without proper authorization by the ENGINEER will be accurately restored by the COUNTY at the CONTRACTOR's expense after all street or roadway resurfacing has been completed.

1.04 RESTORATION OF PAVEMENT

A. General: All paved areas including asphaltic concrete berms cut or damaged during construction shall be replaced with similar materials and of equal thickness to match the existing adjacent undisturbed areas, except where specific resurfacing requirements have been called for in the Contract Documents. All pavements which are subject to partial removal shall be neatly saw cut in straight lines.

B. Temporary Resurfacing: Wherever required by the public authorities having jurisdiction,

the CONTRACTOR shall place temporary surfacing promptly after backfilling and shall maintain such surfacing for the period of time fixed by said authorities before proceeding with the final restoration of improvements.

C. Permanent Resurfacing: In order to obtain a satisfactory junction with adjacent surfaces,

the CONTRACTOR shall saw cut back and trim the edge so as to provide a clean, sound, vertical joint before permanent replacement of an excavated or damaged portion of pavement. Damaged edges of pavement along excavations and elsewhere shall be trimmed back by saw cutting in straight lines. All pavement restoration and other facilities restoration shall be constructed to finish grades compatible with adjacent undisturbed pavement.

1.05 EXISTING UTILITIES AND IMPROVEMENTS

A. General: The CONTRACTOR shall protect all underground utilities and other improvements which may be impaired during construction operations. It shall be the CONTRACTOR's responsibility to ascertain the actual location of all existing utilities and other improvements that will be encountered in its construction operations, and to see that such utilities or other improvements are adequately protected from damage due to such operations. The CONTRACTOR shall take all possible precautions for the protection of unforeseen utility lines to provide for uninterrupted service and to provide such special protection as may be necessary.

B. Where the proper completion of the Work requires the temporary or permanent removal

and/or relocation of an existing utility or other improvement which is shown, the CONTRACTOR shall remove and, without unnecessary delay, temporarily replace or relocate such utility or improvement in a manner satisfactory to the ENGINEER and the COUNTY. In all cases of such temporary removal or relocation, restoration to former location shall be accomplished by the CONTRACTOR in a manner that will restore or replace the utility or improvement as nearly as possible to its former locations and to as good or better condition than found prior to removal.


01530-3

C. COUNTY's Right of Access: The right is reserved to the COUNTY and to the owners of public utilities and franchises to enter at any time upon any public street, alley, right-of-way, or easement for the purpose of making changes in their property made necessary by the Work of this Contract.

D. Underground Utilities Shown or Indicated: Existing utility lines that are shown or the

locations of which are made known to the CONTRACTOR prior to excavation and that are to be retained, and all utility lines that are constructed during excavation operations shall be protected from damage during excavation and backfilling and, if damaged, shall be immediately repaired by the CONTRACTOR.

E. Underground Utilities Not Shown or Indicated: In the event that the CONTRACTOR

damages any existing utility lines that are not shown or the locations of which are not made known to the CONTRACTOR prior to excavation, a written report thereof shall be made immediately to the ENGINEER. If directed by the ENGINEER, repairs shall be made by the CONTRACTOR under the provisions for changes and extra Work contained in the General Conditions.

F. Maintaining in Service: All fuel pipelines, power, and telephone or other communication

cable ducts, gas and water mains, irrigation lines, poles, and overhead power and communication wires and cables encountered along the line of the Work shall remain continuously in service during all the operations under the Contract, unless other arrangements satisfactory to the ENGINEER are made with the COUNTY of said pipelines, duct, main, irrigation line, pole, wire or cable. The CONTRACTOR shall be responsible for and shall repair all damage due to its operations, and the provisions of this Section shall not be abated even in the event such damage occurs after backfilling or is not discovered until after completion of the backfilling.

1.06 TREES WITHIN PROJECT LIMITS

A. General: The CONTRACTOR shall exercise all necessary precautions so as not to damage or destroy any trees or shrubs on the project site, and shall not trim or remove any trees unless such trees have been approved for trimming, relocation or removal by the jurisdictional agency or COUNTY. All existing trees and shrubs which are damaged during construction shall be replaced by the CONTRACTOR or a certified tree company to the satisfaction of the COUNTY.

B. Trimming: Symmetry of the tree shall be preserved; no stubs or splits or torn branches

left; clean cuts shall be made close to trunk or large branch. Spikes shall not be used for climbing live trees. All cuts over 1 1/2-inches in diameter shall be coated with an asphaltic emulsion material.

C. Replacement: The CONTRACTOR shall immediately notify the COUNTY if any tree is

damaged by the CONTRACTOR's operations. If, in the opinion of the COUNTY, the damage is such that replacement is necessary, the CONTRACTOR shall replace the tree at its own expense. The tree shall be of a like size and variety as the tree damaged,


01530-4

or, if of a smaller size, the CONTRACTOR shall pay to the COUNTY compensatory payment acceptable to the COUNTY.

1.07 NOTIFICATION BY THE CONTRACTOR

A. Prior to any excavation in the vicinity of any existing underground facilities, including all water, sewer, storm drain, gas, petroleum products, or other pipelines; all buried electric power, communications, or television cables; all traffic signal and street lighting facilities; and all roadway and state highway rights-of-way the CONTRACTOR shall notify the respective authorities representing the owners or agencies responsible for such facilities not less than three days nor more than seven days prior to excavation so that a representative of said owners or agencies can be present during such Work if they so desire.



01540-1

SECTION 01540 - DEMOLITION AND REMOVAL OF EXISTING STRUCTURES AND

EQUIPMENT PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. The CONTRACTOR shall furnish all labor, materials and equipment for the demolition, removal, and disposal of existing structures, pipelines, pavement and asbestos materials, as indicated on the Drawings and as specified hereinafter.

B. The disposal of all removed items shall be in accordance with all Federal, State and

local laws including but not limited to Resource Conservation and Recovery Act (RCRA), Toxic Substance Control Act (STSCA), Hazardous Materials Transportation Act (HMTA), United States Environmental Protection Agency (USEPA) and the Florida Department of Environmental Protection Solids and Hazardous Waste Section regulations in effect as of the bid opening date.

1.02 TITLE TO EQUIPMENT AND MATERIALS

A. CONTRACTOR shall have no right or title to any of the materials or other items to be removed unless and until said materials and other items have been removed from the premises. The CONTRACTOR shall not sell or assign, or attempt to sell or assign any interest in the said materials or other items until the said materials or other items have been removed.

1.03 CONDITION OF STRUCTURES AND EQUIPMENT

A. Conditions existing at the time of inspection for bidding purposes will be maintained by the COUNTY so far as practicable.

PART 2 -- PRODUCTS (NOT USED) PART 3 -- EXECUTION 3.01 DEMOLITION AND REMOVALS

A. Proceed with the removal of the piping and appurtenances in a sequence designed to maintain the plant in continuous operation as described in Section 01520, Maintenance of Utility Operations During Construction, and shall proceed only after approval of the ENGINEER.

B. Any piping and appurtenances removed without proper authorization, which are

necessary for the operation of the existing facilities shall be replaced to the satisfaction of the ENGINEER at no cost to the COUNTY.


01540-2

C. Excavation caused by demolitions shall be backfilled and compacted for tank

construction with approved fill free from rubbish and debris. 3.02 PROTECTION

A. Demolition and removal work shall be performed by competent experienced personnel for the various type of demolition and removal work and shall be carried out through to completion with due regard to the safety of COUNTY employees, personnel on-site and the public. The work shall be performed with as little nuisance as possible.

B. The work shall comply with the applicable provisions and recommendation of ANSI

A10.2, Safety Code for Building Construction, all governing codes, and as hereinafter specified.

C. Make such investigations, explorations and probes as are necessary to ascertain any

required protective measures before proceeding with demolition and removal. The CONTRACTOR shall give particular attention to shoring and bracing requirements so as to prevent any damage to new or existing construction.

3.03 QUALITY OF WORK

A. The demolition and removal work shall be performed as described in the Contract Documents. The work required shall be done with care, and shall include all required shoring, bracing, etc. The CONTRACTOR shall be responsible for any damage which may be caused by demolition and removal work to any part or parts of existing utilities or items designated for reuse or to remain. The CONTRACTOR shall perform patching, restoration and new work in accordance with applicable Technical Sections of the Specifications and in accordance with the details shown on the Drawings. Prior to starting of work, the CONTRACTOR shall provide a detailed description of methods and equipment to be used for each operation and the sequence thereof for review by the ENGINEER.

B. Wherever piping is to be removed for disposal, the piping shall be drained by the

CONTRACTOR and adjacent pipe and headers that are to remain in service shall be blanked off or plugged and then anchored in an approved manner.

C. Materials or items demolished and not designated to become the property of the

COUNTY or to be reinstalled shall become the property of the CONTRACTOR and shall be removed from the property and legally disposed.

D. The CONTRACTOR shall execute the work in a careful and orderly manner, with the

least possible disturbance to the public and to plant operations.

E. Where alterations occur, or new and old work join, the CONTRACTOR shall cut, remove, patch, repair or refinish the adjacent surfaces to the extent required by the construction conditions, so as to leave the altered work in as good a condition as existed prior to the start of the work. The materials and quality of work employed in the


01540-3

alterations, unless otherwise shown on the Drawing or specified, shall comply with that of the various respective trades which normally perform the particular items or work.

F. Remove temporary work, such as enclosures, signs, guards, and the like when such

temporary work is no longer required or when directed at the completion of the work. 3.04 MAINTENANCE

A. Maintain the plant site free from accumulations of waste, debris and rubbish, caused by the demolition and removal operations.

B. Provide on-site dump containers for collection of waste materials, debris and rubbish,

and shall wet down dry materials to lay down and prevent blowing dust. C. At reasonable intervals during the progress of the demolition and removal work or as

directed by the ENGINEER, the CONTRACTOR shall clean the site and properties, and dispose of waste materials, debris and rubbish.

3.05 JOB CONDITIONS

A. The CONTRACTOR shall execute the demolition and removal work to prevent damage or injury to structures and adjacent features and so as not to interfere with the use, and free and safe passage to and from adjacent structures.

B. Closing or obstructing roadway or parking areas adjacent to the work by the placement

or storage of materials will not be permitted. All operations shall be conducted with a minimum interference to plant operations.

C. Repair damage done to facilities to remain, or to any property belonging to the

COUNTY. D. The CONTRACTOR shall carry out the operations so as to avoid interference with plant

operations and work in the existing facilities.

E. At least 48 hours prior to commencement of a demolition or pipeline removal, the CONTRACTOR shall notify the ENGINEER in writing of their proposed schedule therefore. No removals shall be started until it is acceptable to the ENGINEER. CONTRACTOR shall notify all property owners affected by the demolition work at least 48 hours prior to the start of any demolition activities.

F. The CONTRACTOR shall comply with and have documented Confined Space Entry

Space Procedures available at the project at all times as required by OSHA 29 CFR 1910.146. The CONTRACTOR shall also comply with any State and/or Local requirements if more restrictive than the Federal requirements.

G. The CONTRACTOR shall comply with safe working practices for handling asbestos

material, cleaning, burning, welding operations and all health and safety regulations and requirements of OSHA and local health regulatory agencies. This requirement shall be


01540-4

accomplished without supervision from the COUNTY. The CONTRACTOR shall

provide portable sanitary toilet and wash-up facilities at the work site. H. The CONTRACTOR shall comply with all Local, State and Federal regulations

concerning emissions or disposal of solid, particulate, liquid, or gaseous matter as a result of the demolition operations. This compliance shall be accomplished without supervision from the COUNTY. No additional compensations for changes in the laws, regulations, or the interpretation thereof shall be granted by the COUNTY. No burning of trash on the site shall be permitted. Any fines imposed on the COUTNY by any regulatory agency as a result of the CONTRACTOR's non-compliance with environmental regulations shall be paid or reimbursed by the CONTRACTOR.

I. Explosives shall not be used in the execution of this Contract.

3.07 DUST CONTROL

A. The CONTRACTOR shall use temporary enclosures and other suitable methods to limit the amount of dust and dirt rising and scattering in the air to the lowest practical level. Existing electrical and mechanical equipment to remain shall be protected from damage, dust, and debris.

3.08 STATEMENT OF RESPONSIBILITIES REGARDING ASBESTOS A. Submit a written advanced notice form a minimum of 10 days prior to initiation of the

demolition, removal or disturbance of asbestos concrete pipe to the following: 1. Broward County Environmental Protection & Growth Management 115 S. Andrews Ave., Room A-240 Ft. Lauderdale, FL 33301 2. ENGINEER - END OF SECTION –


01560-1

SECTION 01560 – TEMPORARY ENVIRONMENTAL CONTROLS PART 1 -- GENERAL 1.01 EXPLOSIVES AND BLASTING

A. The use of explosives on the Work will not be permitted. 1.02 DUST ABATEMENT

A. The CONTRACTOR shall furnish all labor, equipment, and means required and shall carry out effective measures wherever and as often as necessary (as determined by the ENGINEER) to prevent its operation from producing dust in amounts damaging to property, cultivated vegetation, or domestic animals, or causing a nuisance to persons living in or occupying buildings in the vicinity. The CONTRACTOR shall be responsible for any damage resulting from any dust originating from its operations. The dust abatement measures shall be continued until the CONTRACTOR is relieved of further responsibility by the ENGINEER. No separate payment will be allowed for dust abatement measures and all costs thereof shall be included in the CONTRACTOR’s bid price.

1.03 RUBBISH CONTROL

A. During the progress of the Work, the CONTRACTOR shall keep the site of the Work and other areas used by it in a neat and clean condition, and free from any accumulation of rubbish. The CONTRACTOR shall dispose of all rubbish and waste materials of any nature occurring at the Work site, and shall establish regular intervals of collection and disposal of such materials and waste. The CONTRACTOR shall also keep its haul roads free from dirt, rubbish, and unnecessary obstructions resulting from its operations. Disposal of all rubbish and surplus materials shall be off the site of construction in accordance with local codes and ordinances governing locations and methods of disposal, and in conformance with all applicable safety laws, and to the particular requirements of Part 1926 of the OSHA Safety and Health Standards for Construction.

1.04 SANITATION

A. Toilet Facilities: Fixed or portable chemical toilets shall be provided wherever needed for the use of employees. Toilets at construction job sites shall conform to the requirements of Part 1926 of the OSHA Standards for Construction.

B. Such facilities shall be made available when the first employees arrive on the Work, shall

be properly secluded from public observation, and shall be constructed and maintained in suitable numbers and at such points and in such manner as may be required.

C. The CONTRACTOR shall maintain the sanitary facilities in a satisfactory and sanitary

condition at all time and shall enforce their use. It shall rigorously prohibit the committing of nuisances on the site of the Work, on the lands of the COUNTY, or on adjacent property.

D. The COUNTY and the ENGINEER shall have the right to inspect any building or other

facility erected, maintained, or used by the CONTRACTOR, to determine whether or not the sanitary regulations have been complied with.


01560-2

E. Sanitary and Other Organic Wastes: The CONTRACTOR shall establish a regular daily collection of all sanitary and organic wastes. All wastes and refuse from sanitary facilities provided by the CONTRACTOR or organic material wastes from any other source related to the CONTRACTOR's operations shall be disposed of away from the site in a manner satisfactory to the ENGINEER and in accordance with all laws and regulations pertaining thereto.

1.05 CHEMICALS

A. All chemicals used during project construction or furnished for project operation, whether defoliant, soil sterilant, herbicide, pesticide, disinfectant, polymer, paint, fuel, solvent or reactant of other classification, shall show approval of either the U.S. Environmental Protection Agency or the U.S. Department of Agriculture. The handling, storage, use and disposal of all such chemicals and disposal of residues shall be in strict accordance with all applicable rules and regulations of Federal, State and local jurisdictional agencies and the printed instructions of the manufacturer and all regulatory requirements. Copies of antidote literature shall be kept at the storage site and at the CONTRACTOR's job site office. A supply of antidotes shall be kept at the CONTRACTOR's office.

1.06 NOISE CONTROL

A. Noise resulting from the CONTRACTOR's work shall not exceed the noise levels and other requirements stated in local ordinances. The CONTRACTOR shall be responsible for curtailing noise resulting from its operation. It shall, upon written notification from the ENGINEER or noise control officers, make any repairs, replacements, adjustments, additions and furnish mufflers when necessary to fulfill requirements.

1.07 EROSION ABATEMENT AND WATER POLLUTION

A. It is imperative that any CONTRACTOR dewatering operation not contaminate or disturb the environment of the properties adjacent to the Work. The CONTRACTOR shall, therefore, schedule and control its operations to confine all runoff water from disturbed surfaces, water from dewatering operations that becomes contaminated with silt, muck and other deleterious matter, fuels, oils, bitumens, calcium chloride, chemicals and other polluting materials.

B. The CONTRACTOR shall construct temporary silting basin(s) of adequate size and provide

all necessary temporary materials, operations and controls including, but not limited to, filters, coagulants, screens, and other means necessary to attain the required discharge water quality.

C. The CONTRACTOR shall be responsible for providing, operating and maintaining materials

and equipment used for conveying the clear water to the point of discharge. All pollution prevention procedures, materials, equipment and related items shall be operated and maintained until such time as the dewatering operation is discontinued. Upon the removal of the materials, equipment and related items, the CONTRACTOR shall restore the area to the condition prior to its commencing work.

D. The CONTRACTOR shall be responsible for acquiring all applicable permits for discharge

of waters as necessary, except as may have otherwise been provided in other sections of these specifications.


01560-3

1.08 PRECAUTIONS DURING ADVERSE WEATHER

A. During adverse weather, and against the possibility thereof, the CONTRACTOR shall take all necessary precautions so that the Work may be properly done and satisfactory in all respects. When required, protection shall be provided by use of tarpaulins, wood and building paper shelters, or other acceptable means. The CONTRACTOR shall be responsible for all changes caused by adverse weather.

B. The ENGINEER may suspend construction operations at any time when, in its judgment,

the conditions are unsuitable or the proper precautions are not being taken, whatever the weather conditions may be, in any season.

1.09 HURRICANE AND STORM WARNINGS

A. The CONTRACTOR shall take all precautions necessary to protect the job site during hurricane and storm watches and warnings.

1.10 PERIODIC CLEANUP AND BASIC SITE RESTORATION

A. During construction, the CONTRACTOR shall regularly remove from the site all accumulated debris and surplus materials of any kind which results from its operations. Unused equipment and tools shall be stored at the CONTRACTOR's yard or base of operations for the project.

B. The CONTRACTOR shall perform the cleanup work on a regular basis and as frequently as

ordered by the ENGINEER. Basic site restoration in a particular area shall be accomplished immediately following the installation or completion of the required facilities in that area. Furthermore, such work shall also be accomplished, when ordered by the ENGINEER, if partially completed facilities must remain incomplete for some time period due to unforeseen circumstances.

C. Upon failure of the CONTRACTOR to perform periodic clean-up and basic restoration of the

site to the ENGINEER's satisfaction, the ENGINEER may, upon five days prior written notice to the CONTRACTOR, employ such labor and equipment as it deems necessary for the purpose, and all costs resulting therefrom shall be charged to the CONTRACTOR and deducted from amounts of money that it may be due.



01570-1

SECTION 01570 - TRAFFIC REGULATIONS AND MAINTENANCE OF TRAFFIC

PART 1 -- GENERAL

1.01 TRAFFIC CONTROL

A. CONTRACTOR shall obey all traffic laws and comply with all the requirements, rules and regulations of the City of Lauderdale Lakes and FDOT, and other local authorities having jurisdiction, to maintain adequate warning signs, lights, barriers, etc., for the protection of traffic on public roadways and sidewalks.

B. The CONTRACTOR shall maintain traffic and protect the public from all damage to persons and property within the Contract Limits, in accordance with the Contract Documents and all applicable State, City and local regulations. The CONTRACTOR shall conduct the operations so as to maintain and protect access, for vehicular and pedestrian traffic, to and from all properties and business establishments adjoining or adjacent to those streets affected by the operations, and to subject the public to a minimum of delay and inconvenience. Suitable signs, barricades, railing, etc., shall be erected and the work outlined by adequate lighting at night. Danger lights shall be provided as required. Watch personnel and flag personnel shall be provided as may be necessary for the protection of traffic.

C. The CONTRACTOR and their personnel are cautioned against parking vehicles in the plant site not designated for CONTRACTOR parking. If necessary, the CONTRACTOR shall obtain offsite parking areas for their personnel.

D. All dirt spilled from the CONTRACTOR's trucks on existing pavements shall be removed by the CONTRACTOR whenever in the opinion of the ENGINEER the accumulation is sufficient to cause the formation of mud, dust, interference with traffic or create a traffic hazard.

PART 2 -- PRODUCTS - (Not Used) PART 3 -- EXECUTION - (Not Used)

- END OF SECTION -

. WTP 1A WATER STORAGE TANK

01600-1

SECTION 01600 - MATERIALS AND EQUIPMENT PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. The word "Products," as used herein, is defined to include purchased items for incorporation into the Work, regardless of whether specifically purchased for project or taken from CONTRACTOR's stock of previously purchased products. The word "Materials," is defined as products which must be substantially cut, shaped, worked, mixed, finished, refined, or otherwise fabricated, processed, installed, or applied to form units of Work. The word "Equipment" is defined as products with operational parts, regardless of whether motorized or manually operated, and particularly including products with service connections (wiring, piping, and other like items). Definitions in this paragraph are not intended to negate the meaning of other terms used in Contract Documents, including "specialties," "systems," "structure," "finishes," "accessories," "furnishings," special construction," and similar terms, which are self-explanatory and have recognized meanings in the construction industry.

1.02 QUALITY ASSURANCE

A. Source Limitations: To the greatest extent possible for each unit of Work, the CONTRACTOR shall provide products, materials, or equipment of a singular generic kind from a single source.

B. Compatibility of Options: Where more than one choice is available as options for

CONTRACTOR's selection of a product, material, or equipment, the CONTRACTOR shall select an option which is compatible with other products, materials, or equipment already selected. Compatibility is a basic general requirement of product/material selections.

1.03 DESIGN

A. Equipment and appurtenances shall be designed in conformity with the ASME, AIEE, NEMA and other generally accepted applicable standards and shall be rugged construction and of sufficient strength to withstand all stresses which may occur during fabrication, testing, transportation, installation and all conditions of operation. All bearings and moving parts shall be adequately protected by bushings or other acceptable means against wear, and provision shall be made for adequate lubrication by readily accessible devices. Details shall be designed for appearance as well as utility. Protruding members, joints, corners, gear covers, etc., shall be finished in appearance.

B. All exposed welds on machinery shall be ground smooth and the corners of structural shapes shall be rounded or chamfered.

1.04 PRODUCT DELIVERY-STORAGE-HANDLING

A. The CONTRACTOR shall deliver, handle, and store products in accordance with supplier's written recommendations and by means and methods that will prevent damage, deterioration, and loss including theft. Delivery schedules shall be controlled to minimize


01600-2

long-term storage of products at site and overcrowding of construction spaces. In particular, the CONTRACTOR shall provide delivery/installation coordination to ensure minimum holding or storage times for products recognized to be flammable, hazardous, easily damaged, or sensitive to deterioration, theft, and other sources of loss.

1.05 TRANSPORTATION AND HANDLING

A. Products shall be transported by methods to avoid product damage and shall be delivered in undamaged condition in supplier's unopened containers or packaging, dry.

B. The CONTRACTOR shall provide equipment and personnel to handle products, materials,

and equipment including those provided by COUNTY, by methods to prevent soiling and damage.

C. The CONTRACTOR shall provide additional protection during handling to prevent marring

and otherwise damaging products, packaging, and surrounding surfaces. 1.06 STORAGE AND PROTECTION

A. Products shall be stored in accordance with supplier's written instructions, with seals and labels intact and legible. Sensitive products shall be stored in weather-tight enclosures and temperature and humidity ranges shall be maintained within tolerances required by supplier's written instructions.

B. For exterior storage of fabricated products, they shall be placed on sloped supports above

ground. Products subject to deterioration shall be covered with impervious sheet covering; ventilation shall be provided to avoid condensation.

C. Loose granular materials shall be stored on solid surfaces in a well-drained area and shall

be prevented from mixing with foreign matter.

D. Storage shall be arranged to provide access for inspection. The CONTRACTOR shall periodically inspect to assure products are undamaged and are maintained under required conditions.

E. Storage shall be arranged in a manner to provide access for maintenance of stored items

and for inspection. 1.07 MAINTENANCE OF STORAGE

A. Stored products shall be periodically inspected on a scheduled basis. The CONTRACTOR shall maintain a log of inspections and shall make said log available to the ENGINEER on request.

B. The CONTRACTOR shall verify that storage facilities comply with supplier's product

storage requirements.

C. The CONTRACTOR shall verify that supplier-required environmental conditions are maintained continually.


01600-3

D. The CONTRACTOR shall verify that surfaces of products exposed to the elements are not adversely affected and that any weathering of finishes is acceptable under requirements of Contract Documents.

1.08 FASTENERS

A. All necessary bolts, anchor bolts, nuts, washers, plates and bolt sleeves shall be furnished by the CONTRACTOR in accordance with the manufacturers’ recommendations. Bolts shall have suitable washers and, where so required, their nuts shall be hexagonal.

1.09 SALVAGED AND EXCAVATED MATERIALS

A. In the absence of special provisions in other Sections of the Specifications, salvage materials, equipment or supplies that occur are the property of the COUNTY and shall be cleaned and stored as directed by the ENGINEER.

B. All excavated materials needed for backfilling operation shall be stored on site. Where

additional area is needed for stockpiling, it shall be obtained by the CONTRACTOR.



01660-1

SECTION 01660 – EQUIPMENT TESTING / START-UP

PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. Equipment testing and startup are requisite to satisfactory completion of the contract and, therefore, shall be completed within the contract time. The CONTRACTOR shall allow sufficient time in its construction schedule to complete testing, trouble shooting and start-up activities.

B. As construction of the project enters the final stages of completion, the CONTRACTOR

shall, in accordance with the requirements set forth in the Contract Documents, attend to the following items:

1. Schedule equipment manufacturer's visits to site.

2. Calibration of instruments and controls.

3. Perform required testing, adjusting and balancing of project components.

4. Schedule start-up and initial operation.

5. Furnish skilled personnel during initiation operation to provide backup

maintenance services to equipment, as necessary.

6. Furnish operation and maintenance training to COUNTY's personnel per requirements of the Contract Documents.

1.02 EQUIPMENT TESTING

A. The CONTRACTOR shall provide the services of an experienced and authorized representative of the supplier of each item of equipment (excluding minor items of equipment specifically exempted by the ENGINEER in writing), who shall visit the site of the Work and inspect, check, adjust if necessary, and approve the equipment installation. In each case, the CONTRACTOR shall arrange to have the supplier's representative revisit the job site as often as necessary until any and all trouble is corrected and the equipment installation and operation are satisfactory to the ENGINEER. The CONTRACTOR shall provide effective coordination of all parties necessary for complete system testing, including component suppliers, subcontractors, the ENGINEER, and the COUNTY.

B. The CONTRACTOR shall require that each supplier's representative furnish to the

ENGINEER a written report addressed to the COUNTY, and copied to the ENGINEER, certifying that the equipment has been properly installed and lubricated, is in accurate alignment, is free from any undue stress imposed by connecting piping or anchor bolts, has been operated satisfactorily under full-load conditions is ready for operation and the COUNTY's operating personnel have been instructed in the operation, maintenance and


01660-2

lubrication of the equipment.

C. The CONTRACTOR shall be responsible for scheduling all operations testing. The CONTRACTOR is advised that the ENGINEER and the COUNTY's operating personnel will witness operations testing.

D. The supplier's representative shall instruct the COUNTY's operating personnel in correct

operation and maintenance procedures. The instruction shall demonstrate start-up, operation, control, adjustment, trouble-shooting, servicing, maintenance, and shutdown of each item of equipment. Such instruction shall be scheduled at a time arranged with the COUNTY at least 2 weeks in advance and shall be provided while the respective representative's equipment is fully operational. On-site instruction shall be given by qualified persons who have been made familiar in advance with the equipment and systems in the plant. The CONTRACTOR shall have submitted, and had accepted, the Operation & Maintenance (O&M) Manuals (specified in Section, entitled "Submittals") prior to commencement of training.

E. The CONTRACTOR shall notify the ENGINEER at least 14 days in advance of each

equipment test or COUNTY training session.

F. Training shall be provided to one shift of the COUNTY's personnel during normal working hours.

G. The CONTRACTOR shall furnish all personnel, power, water, chemicals, fuel, oil,

grease, and all other necessary equipment, facilities, and services required for conducting the tests except as otherwise accepted by the ENGINEER.

1.03 STARTUP

A. The CONTRACTOR shall provide the effective coordination of all parties necessary for the successful startup, including suppliers, subcontractors, the ENGINEER, and the COUNTY.

B. It is not the intent of the ENGINEER to instruct the CONTRACTOR in the startup of the

facilities; however, the ENGINEER will be available prior to and during startup to provide technical support to the CONTRACTOR.

C. The CONTRACTOR shall be required to startup the equipment, under direction of the

ENGINEER and COUNTY, and operate it for a continuous 7-day (24 hours per day) period at design conditions. The CONTRACTOR shall be available at all times during this period to provide necessary maintenance support services as may be deemed necessary by the COUNTY and/or ENGINEER.

D. Not less than 3 months prior to startup, the CONTRACTOR shall submit to the

ENGINEER for review, a detailed schedule of operations which will be necessary to effect a successful initial operation and sustained period of operation for the duration of the required startup period.


01660-3

E. The startup shall not be commenced until all required leakage tests, disinfection, and equipment tests, as applicable, have been completed to the satisfaction of the ENGINEER.

F. All defects in materials or work which appear during this startup period shall be

immediately corrected by the CONTRACTOR. Time lost for equipment repairs, wiring corrections, control point settings, or other reasons which actually interrupt the startup may, at the discretion of the ENGINEER, be justifiable cause for extending the startup test duration.

G. During the startup, the CONTRACTOR shall provide the services of authorized

representatives of the suppliers, in addition to those services required under operations testing, as necessary, to correct faulty equipment operation.



01700-1

SECTION 01700 - PROJECT CLOSEOUT

PART 1 -- GENERAL


A. Final Cleaning

1. At the completion of the work, the CONTRACTOR shall remove all rubbish from and about the site of the work, and all temporary structures, construction signs, tools, scaffolding, materials, supplies and equipment which the CONTRACTOR or any of their Subcontractors may have used in the performance of the work. CONTRACTOR shall broom clean paved surfaces and rake clean other surfaces of grounds.

2. CONTRACTOR shall maintain cleaning until project, or portion thereof, is

occupied by the COUNTY.

B. Final Cleanup; Site Rehabilitation

1. Before finally leaving the site, the CONTRACTOR shall wash and clean all exposed surfaces which have become soiled or marked, and shall remove from the site of work all accumulated debris and surplus materials of any kind which result from this operation, including construction equipment, tools, sheds, sanitary enclosures, etc. The CONTRACTOR shall leave all equipment, fixtures, and work, which was installed, in a clean condition. The completed project shall be turned over to the COUNTY in a neat and orderly condition.

2. The site of the work shall be rehabilitated or developed in accordance with other

sections of the Specifications and the Drawings. In the absence of any portion of these requirements, the CONTRACTOR shall completely rehabilitate the site to a condition and appearance equal or superior to that which existed just prior to construction, except for those items whose permanent removal or relocation was required in the Contract Documents or ordered by the COUNTY.

C. Final Inspection

1. Final cleaning and repairing shall be so arranged as to be finished upon

completion of the construction work. The CONTRACTOR will make final cleaning and repairing, and any portion of the work finally inspected and accepted by the ENGINEER shall be kept clean by the CONTRACTOR, until the final acceptance of the entire work.

2. When the CONTRACTOR has finally cleaned and repaired the whole or any

portion of the work, the CONTRACTOR shall notify the ENGINEER that it is ready for final inspection of the whole or a portion of the work and the ENGINEER will thereupon inspect the work. If the work is not found satisfactory, the ENGINEER will order further cleaning, repairs, or replacement.


01700-2

3. When such further cleaning or repairing is completed, the ENGINEER, upon further notice, will again inspect the work. The "Final Payment" will not be processed until the CONTRACTOR has complied with the requirements set forth, and the ENGINEER has made their final inspection of the entire work and is satisfied that the entire work is properly and satisfactorily constructed in accordance with the requirements of the Contract Documents.

D. Project Close Out

1. As construction of the project enters the final stages of completion, the

CONTRACTOR shall, in concert with accomplishing the requirements set forth in the Contract Documents, attend to or have already completed the following items as they apply to this contract:

a. Required testing of project components.

b. Scheduling start-up and initial operation.

c. Scheduling and furnishing skilled personnel during initial operation.

d. Correcting or replacing defective work, including completion of items

previously overlooked or work which remains incomplete, all as evidenced by the ENGINEER's "Punch" Lists.

e. Attend to any other items listed herein or brought to the CONTRACTOR's

attention by the ENGINEER.

2. Before the Certificate of Substantial Completion is issued, the CONTRACTOR shall submit to the ENGINEER (or to the COUNTY if indicated) certain records, certifications, etc., which are specified elsewhere in the Contract Documents. A partial list of such items appears below, but it shall be the CONTRACTOR's responsibility to submit any other items which are required in the Contract Documents:

a. Test results of project components.

b. Performance Affidavits for tank.

c. Certification of equipment or materials in compliance with Contract

Documents.

d. Operation and maintenance instructions or manuals for equipment.

e. One set of neatly marked-up record drawings showing as-built changes and additions to the work under this Contract.

f. Any special guarantees or bonds (Submit to COUNTY).


01700-3

PART 2 – PRODUCTS (Not Used) PART 3 – EXECUTION (Not Used) - END OF SECTION -


SECTION 02015 - MOBILIZATION, SITE PREPARATION AND DEMOBILIZATION

PART 1 -- GENERAL


A. The Work specified in this section consists of all Work necessary to move in personnel and equipment and prepare the site for construction, complete and to remove the same personnel and equipment from the site when construction is complete.

B. The limits of the CONTRACTOR’s staging area and other applicable restrictions are shown on the Drawings.

PART 2 -- PRODUCTS

2.01 TEMPORARY UTILITIES

A. The CONTRACTOR shall provide all temporary facilities required for performing the Work as specified in Section - 01510 Temporary Utilities.

PART 3 -- EXECUTION

3.01 LAYOUT

A. The CONTRACTOR shall set up construction facilities in a neat and orderly manner within designated areas as noted on the drawings of the Contract documents. It shall accomplish all required Work in accordance with applicable portions of these specifications and shall confine its operations to Work areas as shown on the drawings.

3.02 DEMOBILIZATION

A. At the completion of Work the CONTRACTOR shall remove its personnel, equipment, and temporary facilities from the site in a timely manner. The CONTRACTOR shall also be responsible for transporting all unused materials belonging to the COUNTY to a place of storage on site designated by the ENGINEER and for removing from the site and disposing of all other materials and debris resulting from the construction. It shall then return all areas used for its activities to a condition as noted on the Contract Documents.

- END OF SECTION -


02110-1

SECTION 02110 CLEARING AND GRUBBING PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. Clear and grub the areas to be occupied by the facilities to be constructed including all areas to be excavated, filled, paved or planted as shown on the Drawings and as specified herein.

1.02 DEFINITIONS

A. Clearing shall consist of the cutting, removal and satisfactory disposal of all trees, stumps, brush, shrubs, sod, fencing, rubbish and any other objectionable material shown on the Drawings to be removed.

B. Grubbing shall consist of the removal and disposal of all stumps larger than 1-1/2 inches

in diameter and other objectionable material to a depth of at least 12 inches below the ground surface.

PART 2 -- PRODUCTS (Not Used) PART 3 -- EXECUTION 3.01 PROTECTION OF ADJACENT AREAS

A. The CONTRACTOR shall protect areas shown on the Drawings or designated by the ENGINEER to remain protected from damage by construction operations by erecting suitable barriers of other acceptable means. Areas outside the limits of construction as shown on the Drawings shall be protected and no equipment or materials shall be stored or allowed to damage these areas.

3.02 DISPOSAL

A. All roots, vegetation and other refuse shall be removed from the site and disposed of by the CONTRACTOR. Burning of any material on the site will not be permitted.

- END OF SECTION -


SECTION 02210 - SITE GRADING

PART 1 -- GENERAL


A. The CONTRACTOR shall perform grading Work within the limits, elevations and grades indicated on the Drawings and as specified herein.

1.02 RELATED WORK SPECIFIED ELSEWHERE

A. Section 02224 - Excavation and Backfill for Structures

B. Section 02526 - Concrete Pavement and Walkways

1.03 QUALITY CONTROL

A. The site shall be graded to the required elevations. Spot elevations are shown on the Drawings and the finished surfaces shall be uniformly sloped between these locations.

B. Suitable excavated material shall be used in the formation of embankments. The CONTRACTOR shall provide all additional fill material required to complete the embankments.

PART 2 -- PRODUCTS

2.01 FILL

A. Suitable fill material shall be noncohesive, nonplastic, granule mixture of local sand and limerock, shall be free from vegetation, organic material or muck and shall contain not more than 10 percent material by weight which passes the No. 200 sieve. Broken concrete shall not be used in the fill. Fill material containing limerock shall have sufficient sand to fill the voids in the limerock, and no individual rocks or pieces of hard material that will not pass a 6-inch diameter ring shall be used in the fill; except that the upper 4-inches of all backfill or fills shall not contain any rock or hard material that will not pass a 3-inch diameter ring. All fill material shall be provided by the CONTRACTOR from any excess suitable on-site material or from off-site sources, all subject to review and acceptance by the ENGINEER prior to use. The CONTRACTOR shall be responsible for determining the volume of material required for the site.

PART 3 -- EXECUTION

3.01 GRADING AND COMPACTION

A. Fill material shall be placed in lifts not to exceed 8-inches and compacted to a density of not less than 95 percent of maximum density at optimum moisture as determined by ASTM D 1557. Fill material shall be within plus or minus 2 percentage points of optimum moisture content.


3.02 FINE GRADING

A. After structures, bases and pavements are completed and the yard piping trenches backfilled, the disturbed areas of the site shall be fine graded. All construction debris, regardless of size, shall be removed. The completed surface shall be shaped and sloped to drain away from the structures. The completed surface shall be within 0.1 foot of the elevations shown on the Drawings, unless otherwise accepted by the ENGINEER. Minor adjustments to line and grade may be required as the Work progresses in order to satisfy field conditions.

- END OF SECTION -


02222-1

SECTION 02222 - EXCAVATION AND BACKFILL FOR UTILITIES PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. Excavate, grade and backfill as required for the site underground piping systems, as shown on the Drawings and specified herein.


A. Division 3 - Concrete

B. Section 15000 - Piping, General

C. Division 16 - Electrical 1.03 SUBMITTALS

A. General: Submit information and samples to the ENGINEER for review as specified herein in accordance with the Section 01300 - Submittals.

B. Dewatering: The CONTRACTOR shall submit to the ENGINEER its proposed methods

of handling trench water and the locations at which the water will be disposed of. Methods shall be acceptable to the ENGINEER and meet all local regulatory agency requirements before starting the excavation.

C. Bedding and Backfill Materials: The CONTRACTOR shall notify the ENGINEER of the

off-site sources of bedding and backfill materials, and submit to the ENGINEER a representative sample weighing approximately 50 lbs.

D. Sheeting System: Drawings of any proposed sheeting system and design computations

shall be submitted to the ENGINEER prior to commencement of construction activities at the affected work; however, the review of these Drawings shall in no way relieve the CONTRACTOR of the responsibility to provide a safe and satisfactory sheeting and shoring system. Sheeting and shoring shall be designed by the CONTRACTOR, and the proposed design shall be sealed by a Professional Engineer registered in the State of Florida. If the ENGINEER is of the opinion that at any point sufficient or proper supports have not been provided, it may direct the CONTRACTOR to install additional supports at the CONTRACTOR's expense.


A. An independent testing laboratory will be retained by the COUNTY to do appropriate testing as described in Section 01400 - Quality Control. The CONTRACTOR shall schedule its Work so as to permit a reasonable time for testing before placing succeeding lifts and shall keep the laboratory informed of its progress.


02222-2

1.05 GROUNDWATER

A. The CONTRACTOR shall be responsible for anticipating groundwater conditions and shall provide positive control measures as required. Such measures shall ensure stability of excavations, groundwater pressure control, prevention of tanks, pipes, and other structures from settling or being lifted by hydrostatic pressures, and avoiding the disturbance of subgrade bearing materials.

1.06 TRENCH SAFETY ACT COMPLIANCE

A. The CONTRACTOR by signing and executing the contract is, in writing, assuring that it will perform any trench excavation in accordance with the Florida Trench Safety Act, Section 553.60 et.seq. The CONTRACTOR further identified the separate item(s) of cost of compliance with the applicable trench safety standards as well as the method of compliance as noted in the "Trench Safety Act Compliance Statement" of the front-end documents.

B. The CONTRACTOR acknowledges that this cost is included in the applicable items of

the Proposal and Contract and in the Grand Total Bid and Contract Price.

C. The CONTRACTOR is, and the COUNTY and ENGINEER are not, responsible to review or assess the CONTRACTOR's safety precautions, programs or costs, or the means, methods, techniques or technique adequacy, reasonableness of cost, sequences or procedures of any safety precaution, program or cost, including but not limited to, compliance with any and all requirements of Florida Statute Section 553.60 et. seq. cited as the "Trench Safety Act". The CONTRACTOR is, and the COUNTY and ENGINEER are not, responsible to determine if any safety or safety related standards apply to the project, including but not limited to, the "Trench Safety Act".

1.07 PROTECTION OF PROPERTY AND STRUCTURES

A. The CONTRACTOR shall, at its own expense, sustain in place and protect from direct or

indirect injury, all pipes, pipe supports, poles, conduits, walls, buildings, and all other structures, utilities, and property in the vicinity of its Work. Such sustaining shall be done by the CONTRACTOR. The CONTRACTOR shall take all risks attending the presence or proximity of pipes, poles, conduits, walls, buildings, and all other structures, utilities, and its Work. It shall be responsible for all damage, and assume all expenses, for direct or indirect injury and damage, caused by its Work, to any such pipe, structures, etc., or to any person or property, by reason of injury to them, whether or not such structures, etc., are shown on the Drawings.

B. Barriers shall be placed at each end of all excavations and at such places as may be

necessary along excavations to warn all pedestrian and vehicular traffic of such excavations. Barricades with flashing lights shall also be placed along excavation from sunset each day to sunrise of the next day until such excavation is entirely refilled, compacted, and paved. All excavations shall be barricaded where required to meet OSHA, local and Federal Code requirements, in such a manner to prevent persons from falling or walking into any excavation within the site fenced property limits.

PART 2 -- PRODUCTS


02222-3

2.01 MATERIALS

A. General: Materials shall be furnished as required from on-site excavations or from acceptable off-site sources as required. The CONTRACTOR shall notify the ENGINEER of the sources of each material at least ten calendar days prior to the anticipated use of the materials.

B. Pipe Bedding: In general, clean sandy excavated materials, that are free from organics,

clay and construction debris, can be used as pipe bedding when construction is in a dry condition and when the bedding is not sided by muck. Pipe bedding material shall be able to pass through a 3/4-inch sieve. Separation of suitable material for pipe bedding from other material shall be made during the excavation.

C. Screened gravel shall be used for small diameter (less than 24 inches) and plastic pipe

bedding when either the trench is within the water table or when the bedding is sided by muck or muck-like material. Screened gravel shall consist of hard, durable particles of proper size and gradation, and shall be free from organic material, wood, trash, sand, loam, clay, excess fines, and other deleterious materials. The gravel shall be graded within the following limits:

Sieve Size Percent Finer by Weight

1 inch

100

½ inch

99

2 inch

65

No. 4

2

D. Crushed stone shall be used for bedding of 24-inch and larger diameter pipe. Crushed

stone shall consist of hard, durable, subangular particles of proper size and graduation, and clay, excess fines, and other deleterious materials. The stone shall be graded within the following limits:

Sieve Size Percent Finer by Weight

1 ½ inch

100

1 inch

95 to 100

2 inch

25 to 60

No. 4

0 to 10

No. 8

0 to 5

E. Sand for bedding polyvinyl chloride pipe and conduit shall be a dry screened sand.

Sand shall be graded sand with 100 percent passing a 1/2 inch sieve and not more than 5 percent passing a No. 200 sieve.


02222-4

F. Backfill: In general, clean sandy excavated material, that is free from organics, clay and construction debris can be used for backfill material. All material to be used as select backfill shall be able to pass a 3/4-inch sieve. If, in the ENGINEER's opinion, excavation material is unsuitable for backfill purposes, imported material having a sand equivalent value of not less than 20 percent shall be used for this portion of the trench backfill. All backfill material (placed above select backfill) shall be able to pass through a 6-inch ring. If suitable backfill is not available from the excavations, it shall be obtained from off-site sources.

PART 3 -- EXECUTION 3.01 EXCAVATION

A. The CONTRACTOR shall perform all excavation of every description and of whatever substance encountered, to the dimensions, grades and depths shown on the Drawings, or as directed. All excavations shall be made by open cut. All existing utilities such as pipes, poles, electrical lines and structures shall be carefully located, supported and protected from injury; in case of damage, they shall be restored at the CONTRACTOR's expense.

B. Pipe trenches for piping shall be excavated to a width within the limits of the top of the

pipe and the trench bottom so as to provide a clearance on each side of the pipe barrel, measured to the face of the excavation, or sheeting if used, of 8 inches to 12 inches. Where the pipe size exceeds 12 inches, the clearance shall be from 12 inches to 18 inches. All pipe trenches shall be excavated to a level where suitable material is reached, a minimum of 8 inches below the excavated depth, that will allow for a minimum of 36 inches of covering unless otherwise indicated on the Drawings. Excavation depths in other types of materials and conditions shall be made as hereinafter specified.

C. In areas where trench widths are not limited by right-of-way and/or easement widths,

property line restrictions, existing adjacent improvements, including pavements, structures and other utilities, and maintenance of traffic, the trench sides may be sloped to a stable angle of repose of the excavated material but only from a point one foot above the crown of the pipe. A substantially and safely constructed movable shield, "box" or "mule" may be used in place of sheeting when the trench is opened immediately ahead of the shield and closed immediately behind the shield as pipe laying proceeds inside the shield.

D. Ladders or steps shall be provided for and used by personnel to enter and leave

trenches.

E. Excavation for appurtenances shall be sufficient to provide a clearance between their outer surfaces and the face of the excavation or sheeting, if used, of not less than 12 inches.

F. Excavated unsuitable material shall be removed from the site and disposed of by the

CONTRACTOR. Materials removed from the trenches shall be stored and in such a manner that will not interfere unduly with any on-site operations, traffic on public


02222-5

roadways and sidewalks and shall not be placed on private property. In congested areas, such materials as cannot be stored adjacent to the trench or used immediately as backfill shall be removed to other convenient places of storage acceptable to the COUNTY at the CONTRACTOR's expense.

G. Excavated material that is suitable for use as backfill shall be used in areas where

sufficient material is not available from the excavation. Suitable material in excess of backfill requirements shall be either used on the site as directed by the ENGINEER or disposed of by the CONTRACTOR.

3.02 SHEETING AND BRACING

A. The CONTRACTOR shall furnish, place and maintain sheeting and bracing to support sides of the excavation or support to adjacent structures as necessary to provide safe Working conditions in accordance with OSHA requirements, and to protect pipes, structures and other Work from possible damage. Where wood sheeting or certain designs of steel sheeting are used, the sheeting shall be cut off at a level of 2 feet above the top of the installed pipe and that portion below the level shall be left in place.

B. If interlocking steel sheeting is used, it may be removed providing removal can be

accomplished without disturbing adjacent structures, the bedding, pipe or alignment of the pipe. Any damage to the pipe bedding, pipe or alignment of the constructed utility caused by the removal of sheeting shall be cause for rejection of the affected portion of the Work. The COUNTY may permit sheeting to be left in place at the request and expense of the CONTRACTOR.

C. If the ENGINEER is of the opinion that at any point sufficient or proper supports, have

not been provided, it may order additional supports put in at the CONTRACTOR's expense. The CONTRACTOR shall be responsible for the adequacy of all sheeting used and for all damage resulting from sheeting and bracing failure or from placing, maintaining and removing it.

3.03 REMOVAL OF WATER

A. General: It is a basic intent of these Specifications that excavations shall be free from water before pipe or structures are installed.

B. The CONTRACTOR shall provide pumps, and other appurtenant equipment necessary

to remove and maintain water at such a level as to permit construction in a dry condition. The CONTRACTOR shall continue dewatering operations until backfilling has progressed to a sufficient depth over the pipe to prevent flotation or movement of the pipe in the trench or so that it is above the water table. If at any point during the dewatering operation it is determined that fine material is being removed from the excavation sidewalls, the dewatering operation shall be stopped. If any of the subgrade or underlying material is disturbed by movement of groundwater, surface water, or any other reason, it shall be replaced at the CONTRACTOR's expense with crushed stone or gravel.

C. The CONTRACTOR shall use dewatering systems that include automatic starting

devices, and standby pumps that will ensure continuous dewatering in the event of an


02222-6

outage of one or more pumps. D. Disposal: Water from the trenches and excavation shall be disposed of in such a

manner as will not cause injury to public health, to public or private property, to the Work completed or in progress, to the surface of parking areas or streets, cause any interference with the use of the same by the public, or cause pollution of any waterway or stream. The CONTRACTOR shall submit its proposed methods of handling trench water and locations at which the water will be disposed of. The CONTRACTOR retains unit responsibility for acquiring all necessary permits, and meeting all local regulatory agency requirements prior to the start of excavation.

3.04 TRENCH STABILIZATION

A. No claim for extras, or additional payment will be considered for cost incurred in the stabilization of trench bottoms which are rendered soft or unstable as a result of construction methods, such as improper or inadequate sheeting, dewatering or other causes. In no event shall pipe be installed when such conditions exist and the CONTRACTOR shall correct such conditions so as to provide proper bedding or foundations for the proposed installation at no additional cost to the COUNTY before placing the pipe or structures.

3.05 PIPE BEDDING

A. Pipe trenches shall be excavated as described in Article 3.01. The resulting excavation shall be backfilled with acceptable pipe bedding material, up to the level of the centerline of the proposed pipe barrel. This backfill shall be tamped and compacted to provide a proper bedding for the pipe and shall then be shaped to receive the pipe. Bedding shall be provided under the branch of all fittings to furnish adequate support and bearing under the fitting.

B. Any excavation below the levels required for installation of the pipe bedding shall be

backfilled with acceptable bedding material, tamped, compacted and shaped to provide proper support for the proposed pipe, at the CONTRACTOR's expense.

3.06 BACKFILL

A. Pipelines: Pipeline trenches shall be backfilled to a level 12 inches above the top of the pipe with select backfill obtained from the excavation. Such material shall be placed in 6-inch layers, each compacted to the densities specified in Article 3.07. Only hand operated mechanical compacting equipment shall be used within six inches of the installed pipe.

B. After the initial portion of backfill has been placed as specified above, and after all

excess water has completely drained from the trench, backfilling of the remainder of the trench may proceed. The remainder of the backfill shall be selected material obtained from the excavation and shall be placed in horizontal layers, the depth of which shall not exceed the ability of the compaction equipment employed, and in no event shall exceed a depth of 12 inches. Each layer shall be moistened, tamped, puddled, rolled or compacted to the densities specified in Article 3.07.


02222-7

C. Maintenance Access Structures (MAS) and Vaults: Any excavation below the levels required for the proper construction of MAS or vaults shall be filled with Class B Concrete. The use of earth, rock, sand or other materials for this purpose will not be permitted.

3.07 COMPACTION AND DENSITIES

A. Compaction of backfill shall be 100 percent of the maximum density where the trench is located under structures or paved areas, and 95 percent of the maximum density elsewhere. More thorough compaction may be required when Work is performed in other regulatory agencies jurisdictions, such as the FDOT. Methods of control and testing of backfill construction are:

1. Maximum density of the material in trenches shall be determined by ASTM D 1557.

2. Field density of the backfill material in place shall be determined by ASTM D 1556

or D 2922.

B. Testing: Laboratory and field density tests, which in the opinion of the ENGINEER are necessary to establish compliance with the compaction requirements of these Specifications, shall be ordered by the ENGINEER. The CONTRACTOR shall coordinate and cooperate with the testing laboratory. The testing program will be implemented by the ENGINEER establishing depths and locations of tests. Modifications to the program will be made as job conditions change.

C. Field Density Testing Frequency for pipeline backfill shall be as follows:

1. Pipelines within the plant site: For each pipe perform one field density test after

the backfill is 12 inches above the top of the pipe. Perform an additional field density test every 12-inches of backfill.

2. New and removed pipe lines within the storage tank site: Perform field density

checks at the locations and frequencies as directed by the ENGINEER.

D. Trench backfill which does not comply with the specified densities, as indicated by such tests, shall be reworked and recompacted until the required compaction is secured, at no additional cost to the COUNTY. The costs for retesting such Work shall be paid for by the CONTRACTOR.

3.08 ADDITIONAL EXCAVATION AND BACKFILL

A. Where organic material, such as roots, muck, or other vegetable matter, or other material which, in the opinion of the ENGINEER, will result in unsatisfactory foundation conditions, is encountered below the level of the proposed pipe bedding material, it shall be removed to a depth of two feet below the outside bottom of the pipe or to greater depths as directed by the ENGINEER and removed from the site. Sheeting shall be installed if necessary to maintain pipe trenches within the limits identified by the ENGINEER. The resulting excavation shall be backfilled with suitable backfill material,


02222-8

placed in 12-inch layers, tamped and compacted up to the level of the bottom of the proposed pipe bedding material. Sufficient compaction of this material shall be performed to protect the proposed pipe against settlement. Construction shall then proceed in accordance with the provisions of Article 3.05 "Pipe Bedding".

B. Additional excavation (more than two feet below the pipe) as indicated on the trench

detail shall be performed only when ordered by the ENGINEER. Where organic or other material is encountered in the excavation, the CONTRACTOR shall bring the condition to the attention of the ENGINEER and obtain the ENGINEER’s determination as to whether or not the material will require removal, prior to preparing the pipe bedding. The excavation of material up to a depth of two feet below the outside bottom are incidental items of construction and the Work shall be done at the CONTRACTOR's expense. Where ordered by the ENGINEER, the additional excavation, backfill and additional sheeting, if required, shall be paid in accordance with the COUNTY Change Order procedure.

- END OF SECTION -


SECTION 02224 - EXCAVATION AND BACKFILL FOR STRUCTURES

PART 1 -- GENERAL


A. This section consists of excavation, dewatering if required, backfill and compaction under structures required for a complete installation as shown on the Drawings and specified herein.


A. Section 02110 – Clearing and Grubbing

B. Section 03300 - Cast-In-Place Concrete

1.03 DEFINITIONS

A. Maximum Density: Maximum weight in pounds per cubic foot of a specific material.

B. Optimum Moisture: Percentage of water in a specific material at maximum density.

1.04 SUBMITTALS

A. General: Submit information and samples as specified herein to the ENGINEER for review in accordance with Section 01300 - Submittals.

B. Sheeting System: When a sheeting system is required, drawings of the sheeting system and design computations shall be submitted to the ENGINEER prior to commencement of construction activity at the affected work. However, the review of these drawings shall in no way relieve the CONTRACTOR of the responsibility to provide a safe and satisfactory sheeting and shoring system. Sheeting and shoring shall be designed by the CONTRACTOR, and the proposed design shall be sealed by a Professional Engineer registered in the State of Florida. If the ENGINEER is of the opinion that at any point sufficient or proper supports have not been provided, it may order additional supports to be put in at the CONTRACTOR's expense.

C. Dewatering: The CONTRACTOR shall submit its proposed methods of handling groundwater and the locations at which the water will be disposed of. Methods shall be acceptable to the ENGINEER. The CONTRACTOR retains unit responsibility for requiring all necessary permits and meeting all local regulatory agency requirements prior to the start of the excavation.

D. Structural Fill Material: The CONTRACTOR shall notify the ENGINEER of the off-site sources of structural fill and submit to the ENGINEER the grain size distribution, moisture retaining properties of the proposed fill. The CONTRACTOR shall submit a representative sample weighing approximately 50 lbs.


E. Required Procedures:

1. Obtain all necessary permits for its dewatering activities from the jurisdictional agencies including, but not limited to the South Florida Water Management District, as applicable. Submit copies of permits to the ENGINEER.

2. The CONTRACTOR shall not place any footing or tank foundation reinforcement until the excavations have been tested for compaction.


A. An independent testing laboratory will be retained by the CONTRACTOR to do appropriate testing as described in Section 01400 - Quality Control. The CONTRACTOR shall schedule its Work so as to permit a reasonable time for testing before placing succeeding lifts and shall keep the laboratory informed of its progress. In the event any test shows the work is not in conformance with these contract documents, the cost of any subsequent testing to show conformance shall be borne by the CONTRACTOR.

1.06 JOB CONDITIONS

A. The CONTRACTOR shall satisfy itself as to the character and amount of different soil materials, groundwater and the subsurface conditions to be encountered in the Work to be performed. Information and data, when furnished, are for the CONTRACTOR's general information. However, it is expressly understood that any interpretation or conclusion drawn therefrom is totally the responsibility of the CONTRACTOR. ENGINEER and COUNTY assumes no liability for the accurateness of the data reported.

B. The CONTRACTOR shall locate existing underground utilities in areas of work. Test pits and hand excavation in critical areas will be required prior to initiating work.

C. All existing utilities including piping, electrical conduits, electrical ductbanks and telephone cable that are shown on the contract documents to be relocated, shall be relocated prior to initiating earthwork. The CONTRACTOR shall coordinate relocation of utilities with utility companies having jurisdiction in the area.

1.07 GROUNDWATER

A. The CONTRACTOR shall be responsible for anticipating groundwater conditions and shall provide positive control measures as required. Such measures shall ensure stability of excavations, groundwater pressure control, prevention of tanks, pipes, and other structures from being lifted by hydrostatic pressures, and avoiding the disturbance of subgrade bearing materials.

1.08 PROHIBITION OF BLASTING

A. The use of explosives for excavation Work is strictly prohibited on this project.


1.09 PROTECTION OF PROPERTY AND STRUCTURES

A. The CONTRACTOR shall, at its own expense, sustain in place and protect from direct or indirect injury, all pipes, poles, conduits, walls, buildings, and all other structures, utilities, and property in the vicinity of its Work. Such sustaining shall be done by the CONTRACTOR. The CONTRACTOR shall take all risks attending the presence of proximity of pipes, poles, conduits, walls, buildings, and all other structures, utilities, and property in the vicinity of its Work. The CONTRACTOR shall be responsible for all damage, and assume all expenses, for direct or indirect injury and damage, caused by its Work, to any such pipe, structures, etc., or to any person or property, by reason of injury to them, whether or not such structures, etc., are shown on the Drawings.

PART 2 -- PRODUCTS

2.01 STRUCTURAL FILL MATERIAL

A. Materials shall be furnished as required from on-site excavations or from acceptable off-site sources as required. Structural fill material shall consist of limerock and fine to medium sand with less than 12 percent passing the No. 200 sieve, free of rubble, organics, clay, debris, and other unsuitable material. Broken Portland cement or asphaltic concrete will not be considered an acceptable fill material.

B. Unsuitable fill Material: Classified as A-2-4, A-2-5, A-2-6, A-2-7, A-4, A-5, A-6, A-7, and A-8, in accordance with AASHTO designation M145. Also peat and other highly organic soils.

C. Backfill Material: Backfill against walls shall be suitable material from on-site or off-site sources that does not contain any rock larger than ½-inches.

2.02 CRUSHED STONE

A. Crushed stone placed below foundation slabs shall be hard, durable, sub-angular particles of proper size and gradation, and shall be free from organic materials, wood, trash, sand, caulk, excess fines, and other deleterious materials. Maximum aggregate size shall be 3/4 inches.

PART 3 -- EXECUTION

3.01 SITE PREPARATION

A. Clear and grub all surface vegetation, excavating and removing all material clean to a suitable bearing soil area plus a six foot margin from the exterior foundation lines. Remove all tree stumps, concentration of roots and other deleterious materials. Stockpile usable topsoil for landscaped areas as directed by the ENGINEER.

B. Site Preparation for the ground storage tank shall consist of removing a three (3) foot thick layer of existing soil from within the foot print of the proposed tank plus an additional five feet all around the tank footprint. All fill material used on the site below the tank shall be from off-site sources. Once the three (3) foot layer of soil has been removed, the subgrade shall be proof-rolled and compacted using vibratory compaction


to the requirements of subsection 3.07. Soil which rut or deflect under the vibratory roller shall be replaced with dry structural fill meeting the requirements of section 2.01.

3.02 EXCAVATION

A. General: All excavation shall be made in such a manner, and to such widths, as will give ample room for properly constructing and inspecting the structures they are to contain. Excavation shall be made in accordance with the details shown on the Drawings, and as specified herein. Attention shall be given to the handling of storm water runoff.

B. Excavated unsuitable material shall be removed from the site and disposed of by the CONTRACTOR.

C. Excavated material that is suitable for use as backfill may be used for grading on site where sufficient material is not available. Material in excess of backfill requirements shall be disposed off-site by the CONTRACTOR.

3.03 UNAUTHORIZED EXCAVATION

A. Excavation work carried outside of the Work limits required by the Contract Documents shall be at the CONTRACTOR's expense, and shall be backfilled by the CONTRACTOR at its own expense with suitable material, as directed by the ENGINEER. Where, in the judgment of the ENGINEER, such over-excavation requires use of lean concrete or crushed stone, the CONTRACTOR, at its expense shall furnish and place such materials.

3.04 SHEETING AND BRACING

A. Walls of the excavation shall be sloped and, if required to protect the safety of personnel, the general public, this or other Work or structure, or excavation walls, the excavation shall be properly sheeted and braced for conditions encountered and OSHA requirements.

B. Excavation for the structures shall be sufficient to provide a clearance between their outer surfaces and the face of the excavation, sheeting, or bracing, of not less than 2 feet. Materials encountered in the excavation which have a tendency to slough or flow into the excavation, undermine the bank, weaken the overlying strata, or are otherwise rendered unstable by the excavation operation shall be retained by sheeting, stabilization, grouting or other acceptable methods.

C. Sheeting may be removed (unless specifically noted to be left in place) provided its removal will not jeopardize existing or new pipes or structures. Any sheeting left in place shall be cut-off 2 feet below finish grade, or as directed. The CONTRACTOR will not receive extra compensation for sheeting left in place or the cut off work required.

3.05 REMOVAL OF WATER

A. It is the basic intent of these Specifications that excavations shall be free from water before pipe or structures are installed. Reference the Section 01010 - Summary of Work for specific requirements pertaining to on-site dewatering.


B. The CONTRACTOR shall provide pumps, well points, and other appurtenant equipment necessary to remove and maintain water at such a level as to permit construction in a dry condition except where authorized tremie concrete construction Work is shown or permitted. The groundwater level shall be controlled so as to permit the placing and curing of concrete and the maintenance of supporting foundations and adjacent Work and structures. The dewatering system and points of discharge shall meet all local regulatory requirements and be subject to review and acceptance by the ENGINEER prior to the commencement of work. The CONTRACTOR shall retain unit responsibility for meeting the requirements of all local jurisdictional agencies.

C. The CONTRACTOR shall use dewatering systems that include automatic starting devices, and standby pumps that will ensure continuous dewatering in the event of an outage of one or more pumps. It shall be totally responsible for protecting structures from flotation until final acceptance of the Work. The CONTRACTOR shall also modify the dewatering system during the course of construction to satisfy faults, legitimate complaints or legal requirements.

D. Groundwater shall be maintained two to three feet below the excavation in order to permit compaction in dry conditions.

3.06 BACKFILLING AND COMPACTION

A. General: Select structural fill material shall be used for all backfilling Work. Fills under mats and footing shall be placed in the dry with loose lift thicknesses of 8 inches or less. Each lift of fill and all subgrades under structures shall be compacted to achieve a minimum of 95% modified Proctor maximum dry density in accordance with ASTM D 1557. Testing shall be as noted at the end of this Section. The CONTRACTOR shall coordinate and cooperate with the testing laboratory as described in Article 1.05. Materials which yield excessively during the compaction shall be undercut and replaced with well compacted structural fill.

B. Compaction must achieve a minimum density of 95 percent of soils modified Proctor Density as tested for the depth of 2 to 3 feet below foundation level.

1. Proof-roll the exposed stripped and excavated surface area by means of an approved heavy vibratory roller (Dynapac CA25 or equal) until ten (minimum) passes have been made and a soil density of 95 percent of maximum modified Proctor Density (ASTM D-1557) has been achieved twenty-four inches below the exposed compacted surface. Test compaction as specified. Add water if necessary to bring up moisture to optimum levels. Replace all material if determined to be deleterious in areas that "yield" during the final rolling operation and replace with suitable fill material.

2. Heavy vibratory equipment (Dynapac CA25 or equal) should be used only in areas greater than 75 feet from existing structures. Within 75 feet of any existing structure, non-vibratory compaction equipment such as a heavy rubber-tired front-end loader with a minimum bucket capacity of three (3) cubic yards should be used. The bucket should be kept full during compaction operations to increase weight. A sufficient number of passes should be made within the construction area to compact the in-place soil to a minimum density of 95% (ASTM D-1557) as tested for the depth of two (2) feet below footing bottoms and slabs on-grade.


3. If groundwater is within twelve to twenty-four inches from the ground surface, it will be necessary to lower the ground water to permit effective compaction. Lowering of the groundwater may be accomplished by excavating four to five feet deep ditches around the construction area and pumping from sumps in the bottom of ditches.

C. Equipment and Miscellaneous Pads:

1. Equipment Pads and Slabs on Grade: Cut, fill and compact subgrades for concrete slabs to required grade. Compact top 8-inches of concrete slab subgrade in cut sections and all fill material to a density of not less than 95 percent of its maximum density 12" below the surface as determined by ASTM D-1557.

2. Test compaction of all structural fill by a testing lab as specified in Article 3.07.

D. Final Grades: Final fill grades shall be within 0.1 foot of elevations shown. Unless otherwise shown on the Drawings, surfaces shall be sloped for drainage or other purposes.

E. Backfill Against Structures: Backfill against concrete or masonry structure shall not be performed until the Work has been reviewed by the ENGINEER and backfilling permitted. Backfill against walls shall also be deferred until the structural slab for floors above the top fill line have been placed and attained design strength (or earlier at the discretion of the ENGINEER). Partial backfilling against adequately braced walls may be considered by the ENGINEER on an individual situation basis. Where walls are to be waterproofed all Work shall be completed and membrane materials dried or cured according to the manufacturer’s instructions before backfilling.

3.07 TESTING

A. All soil testing and earthwork monitoring will be done by a testing company in conformance with Paragraph 1.05. Notify the testing company in time to be on hand to make the tests required by these specifications. The testing company will inform the project superintendent of its findings for designating areas which will require corrective Work.

B. Optimum moisture content of fill material will be determined by Modified Proctor Method (ASTM D-1557). Field density tests will be conducted to verify compaction in accordance with ASTM D-1556, ASTM D-2927, or ASTM D-2922.

C. Compaction tests that fail to pass after additional compaction will continue to be reworked by the CONTRACTOR until the specified minimum compaction is achieved. Two additional tests shall be taken for each failed test. Cost of all rework and retests shall be borne by the CONTRACTOR.

D. Field Density Tests for Each Structure

Stripped Area 1 Test /1500 S.F. (2 Min below each structure or pad)

Filled Area 1 Test/1500 S.F./Each Layer (3 Min below each


structure or pad)

Bottom of Wall Footings 1 Test/75 L.F. (3 Min below each structure or pad)

Backfill within Foundation Walls 1 Test/750 S.F./ Each Layer

Column Footings 1 Test/Every 2 footings

E. Optimum Moisture Content

Existing Stripped Area (Proctor) 1 Test (min)/Structure

Backfill Material Proctor 1 Test/500 C.Y./Source

- END OF SECTION -


SECTION 02281 - TERMITE CONTROL

PART 1 -- GENERAL


A. The CONTRACTOR shall provide soil treatment below slabs-on-grade for subterranean insects.

B. The CONTRACTOR shall provide soil treatment at interior and exterior foundation perimeter for subterranean insects.

1.02 REFERENCE SPECIFICATIONS, CODES AND STANDARDS

A. EPA - Federal Insecticide, Fungicide and Rodenticide Act.

1.03 SUBMITTALS

A. Applicator: Company specializing in soil treatment for termite control with five years documented experience and with a Professional Entomologist as part of the Organization. Submit qualifications of proposed company for acceptance by the ENGINEER.

B. Materials: Provide certification that toxicants conform to requirements of authority having jurisdiction. Toxicants shall be in water emulsion in strength as approved by Federal, State and Local Regulatory Agencies.

C. Material Packaging: Manufacturer's labels and seals identifying content.

D. Submittal shall meet requirements of Section entitled "Submittals".

1.04 REGULATORY CONTROL

A. Conform to State of Florida and EPA requirements for application licensing and authority to use toxicant chemicals.

1.05 WARRANTY

A. Provide five year bonded guarantee for material and installation.

B. Bonded Guarantee: Cover against invasion or propagation of subterranean termites, damage to building or building contents caused by termites; repairs to building or building contents so caused.

C. Inspect Work annually and report in writing to COUNTY.

D. COUNTY reserves right to renew bonded guarantee for an additional five years.


PART 2 -- PRODUCTS

2.01 DELIVERY

A. Chemicals shall be delivered to the project site in a transport equipped with a Working gauge capable of indicating the correct number of gallons being applied to required areas.

B. CONTRACTOR shall give ENGINEER forty-eight (48) hours written notice before any application begins. Application shall not start without ENGINEER on job site to record gauge readings at start and completion of application.

PART 3 -- EXECUTION

3.01 INSPECTION

A. Verify the soil surfaces are sufficiently dry to absorb toxicant and ready to receive treatment.

B. Beginning of application means acceptance of soil conditions.

3.02 APPLICATION

A. Application shall be observed by ENGINEER.

B. Apply toxicant 12 hours prior to installation of vapor barrier under slab-on-grade or finish grading outside foundation walls.

C. Apply toxicant in accordance with manufacturer's instruction.

D. Coordinate soil treatment at foundation perimeter with finish grading and landscaping Work to avoid disturbance of treated soil. Retreat disturbed treated soil.

3.03 RETREATMENT

A. If inspection identifies the presence of termites, retreat soil and retest.

B. Use same toxicant as for original treatment.

- END OF SECTION -


02510-1

SECTION 02510 - ASPHALTIC CONCRETE PAVEMENT PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. Construct asphaltic concrete pavement in accordance with the lines, grades and typical section as indicated on the Drawings, specified herein and as required for a complete installation.

1.02 SUBMITTALS

A. The CONTRACTOR shall submit its proposed formula for the asphaltic concrete paving for review in accordance with the Section 01300 - Submittals.


A. The phrase "DOT Specifications" shall refer to the Florida Department of Transportation Standard Specifications for Road and Bridge Construction. The DOT Specifications, are referred to herein and are hereby made a part of this Contract to the extent of such references, and shall be as binding upon the Contract as through reproduced herein in their entirety.

PART 2 -- PRODUCTS 2.01 MATERIALS

A. Limerock Base: The limerock base shall consist of either one or two courses of Miami Oolite limerock in accordance with Section 200 and 911 of the DOT Specifications.

B. Prime Coat: The material used for the prime coat shall be cut-back Asphalt Grade

RC-70 conforming to Sections 300 and 916 of the DOT Specifications for prime to be used on Miami Oolite formation limerock.

C. Tack Coat: The material used for the tack coat shall be Emulsified Asphalt Grade RS-2

conforming to Sections 300 and 916 of the DOT Specifications.

D. Asphaltic Concrete: The materials and construction of the asphaltic concrete patch and surface courses shall be Type S-III Asphaltic Concrete conforming to Sections 330, 331 and 916 of the DOT Specifications.


02510-2

PART 3 -- EXECUTION 3.01 INSTALLATION

A. Subgrade: Roadway subgrades shall be stabilized to the minimum depth shown on the Drawings to a Limerock Bearing Ratio of not less than 40. Stabilizing shall be Type B as defined in Section 160 of the DOT Specifications. Stabilization may require the addition and thorough mixing in of crushed limerock, course limerock screenings, or any other stabilizing material acceptable to the ENGINEER. The stabilizing material shall be applied in such quantity that, after mixing and blending, the subgrade will have a LBR of not less than 40. Stabilizing material shall be mixed or blended in the subgrade material by plowing, scarifying, disking, harrowing, blading and mixing with rotary tillers until the mixed materials are of uniform bearing value throughout the width and depth of the layer being processed.

B. At least three density determinations shall be made on each day's final compaction

operations on each course, and the density determinations shall be made at more frequent intervals if deemed necessary by the ENGINEER.

C. Limerock Base: The limerock base shall be constructed in accordance with Section 200

of the DOT Specifications, to the thickness and width indicated on the Drawings.

D. After spreading of the base material is completed, the entire surface shall be scarified and shaped so as to produce the exact grade and cross section after compaction. For double course base, this scarifying shall extend a depth sufficient to penetrate slightly the surface of the first course. The maximum depth of each lift shall be 8-inches.

E. When the material does not have the proper moisture content to insure the required

density, wetting or drying shall be required. If the material is deficient in moisture, water will be added and uniformly mixed in by disking the base course to its full depth. If the material contains an excess of moisture, it shall be allowed to dry before being compacted. As soon as proper conditions of moisture are attained, the material shall be compacted to an average density not less than 98 percent maximum density as determined in more than one course, the density shall be obtained in each lift of the base.

F. During final compacting operations, if blading of any areas is necessary to obtain the

true grade and cross section, the compacting operations for such areas shall be completed prior to making the density determination on the finished base.

G. Unless otherwise directed by the ENGINEER, the surface shall be "hard-planed" with a

blade grader immediately prior to the application of the prime coat to remove the thin glaze or cemented surface and to allow free penetration of the prime material. The materials planed from the base shall be removed from the base area.

H. 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 course, the


02510-3

CONTRACTOR shall remove such cracks or checks by rescarifying, reshaping, adding base material where necessary and recompacting, at no additional cost to the COUNTY

I. Mixing Base and Subgrade: If at any time the subgrade material shall become mixed

with the base course material, the CONTRACTOR shall, without additional compensation, dig out and remove the mixture, reshape and compact the subgrade and replace the materials removed with clean base material, which shall be shaped and compacted as specified above.

J. Prime Coat: The prime coat shall be applied at a rate of 0.15 gallons per square yard

and the Work performed in accordance with Section 300 of the DOT Specifications.

K. Tack Coat: The tack coat shall be applied at a rate between 0.02 and 0.10 gallons per square yard and the Work performed in accordance with Section 300 of the DOT Specifications.

L. Asphaltic Concrete: The spreading, compacting and jointing the wearing surface shall

be in accordance with Sections 330 and 331 of the DOT Specifications to the thickness indicated on the Drawings.

3.02 PAVEMENT REPAIR

A. All damage to pavement as a result of Work under this Contract shall be repaired in a manner satisfactory to the ENGINEER and at no additional cost to the COUNTY. The repair shall include the preparation of the subgrade, the placing and compacting of the limerock base, the priming of the base, the placing and maintaining of the surface treatment, all as specified herein.

B. The width of all repairs shall extend at least 12 inches beyond the limit of the damage.

The edge of the pavement to be left in place shall be cut to a true edge with a saw or other acceptable method so as to provide a clean edge to abut the repair. The line of the repair shall be reasonably uniform with no unnecessary irregularities.

- END OF SECTION -


02580-1

SECTION 02580

PAVEMENT MARKING AND TRAFFIC SIGNS

PART 1 -- GENERAL


A. The CONTRACTOR shall provide all striping pavement, traffic signs and parking stall wheel stops as indicated on the Drawings, specified herein and as required for a complete installation.

1.02 SUBMITTALS

A. The Contractor shall submit shop drawings and other information to the ENGINEER for review in accordance with section entitled "Submittals".

B. The CONTRACTOR shall furnish the manufacturer's certification that all signs furnished conform to these specifications and shall replace or repair at its expense all signs that fail to meet this requirement.


A. The phrase "DOT Specifications" shall refer to the Florida Department of Transportation Standard Specifications for Road and Bridge Construction. The DOT Specifications, are referred to herein and are hereby made a part of this Contract to the extent of such references, and shall be as binding upon the Contract as though reproduced herein in their entirety.

PART 2 -- PRODUCTS

2.01 PAVEMENT MARKING

A. Paint for pavement strips shall be Sherwin-Williams or Tnemec thermoplastic traffic paint or equal.

- END OF SECTION


02667-1

SECTION 02667 – HYDRAULIC STRUCTURES TESTING AND DISINFECTION

PART 1 – GENERAL


A. The CONTRACTOR shall perform all cleaning, flushing, testing, and disinfection of all constructed water storage structures and appurtenant piping, including conveyance of test water from COUNTY-designated source to point of use, and including all disposal thereof, complete and acceptable, all in accordance with the requirements of the Contract Documents.

B. The COUNTY will provide the CONTRACTOR with a maximum of two tank fills for the completion of leakage testing, disinfection and final filling. These two tank fills shall be free of charge. All water used in excess of this amount, due to CONTRACTOR caused failure, shall be paid for by the CONTRACTOR at the rate of $2.18 per 1,000 gallons.

C. Provide all temporary piping (i.e., a calibrated manometer) as required to measure the water level and water elevation in the tank. Assist the Resident Project Representative in recording water levels.

D. Provide a backflow prevention device as required by the Broward County Health

Department from the water source to the proposed tank.

1.02 STRUCTURES TO BE TESTED

A. The following structures shall be tested and disinfected:

1. New water storage tank at WTP 1A.

1.03 WATERTIGHTNESS OF STRUCTURES

A. It is the intent of these Specifications that all concrete work, sealing work around built-in items and penetrations be performed as required to ensure that groundwater, surface water, and water or liquids in tanks, channels and containers will not intrude into any equipment rooms, pipe trenches, habitable areas or other generally dry areas.

B. The required water tightness shall be achieved by quality concrete construction and

proper sealing of all joints and penetrations.

C. Each unit shall be tested separately and the leakage tests shall be made prior to backfilling and before equipment is installed.

D. The CONTRACTOR shall provide at its own expense all labor, material, temporary

bulkheads, pumps, water measuring devices, etc., necessary to perform the required tests.


02667-2

E. Built-In Items and Penetrations

1. All pipe sleeves, built-in items and penetrations shall be sealed as detailed and as

required to ensure a continuous watertight seal.

F. Notification by ENGINEER: If any leaks, in excess of the specified amount, are not remedied by the CONTRACTOR within four (4) weeks of notification by the ENGINEER, regardless of whether the cause of these leaks is or is not determined, the ENGINEER shall have the authority to have these leaks repaired by others. The cost of repairs, by others, shall be deducted from monies due or to become due to the CONTRACTOR.

1.04 PROPOSED GENERAL WORK SEQUENCE

A. The following general sequence is a suggested sequence of work for the completion of the hydraulic structures testing and disinfection. The suggested sequence is as follows:

1. Complete the construction of the storage tank with the exception of the connection

between the existing and proposed potable water piping. 2. Tank shall be cleaned thoroughly by scrubbing with an approved cleaning agent and

then hosing down all surfaces with a high pressure hose and nozzle of sufficient size to deliver a minimum flow of 50 gpm. All water, dirt and foreign material accumulated during this cleaning operation shall be discharged from the structure or otherwise removed.

3. Fill the tank with potable water to its maximum design volume from the COUNTY

approved source.

4. Record volume of water added to the tank.

5. Use water from the tank to flush construction debris from the proposed potable water piping. Top off the tank.

6. Perform leak testing of new tank. In conjunction with the tank leakage test, conduct

hydrostatic testing of the potable water piping in accordance with Section 15995.

7. Upon successful completion of the leakage testing, flush the tank.

8. Disinfect the new tank as described herein (including final tank fill). Additionally, disinfect the potable water piping and pumping equipment as described in Section 15995.

9. Coordinate with COUNTY’s testing lab for the laboratory to perform sampling and

analysis as required to demonstrate bacteriological clearance. Submit documentation to the ENGINEER in accordance with Section 01300 demonstrating satisfactory bacteriological testing results for the storage tank and the piping.


02667-3

10. Upon receipt of satisfactory test results the ENGINEER will request permission from

the Broward County Health Department (BCHD) to make the final connection between the existing and new systems.

11. Once this BCHD permission is obtained the ENGINEER will provide the

CONTRACTOR with a written statement authorizing the CONTRACTOR to make the final connection between the existing and new systems.

12. Once the final connection between the existing and new systems is successfully

completed the CONTRACTOR may initiate facility testing in accordance with Section 01660.

PART 2 -- PRODUCTS

2.01 MATERIALS REQUIREMENTS

A. All water holding structures shall be thoroughly cleaned after all work is completed and before the structure is coated, tested, disinfected, and placed in service. Cleaning agents shall not contain hazardous substances or deleterious compounds that would cause a violation of water quality or negative health effects if introduced into the water supply during disinfection and filling operations. Cleaning agents shall be submitted to ENGINEER for review prior to use.

B. Temporary valves, bulkheads, or other water control equipment and materials shall be as determined by the CONTRACTOR subject to the ENGINEER'S review. No materials shall be used which would be injurious to the construction or its future function.

PART 3 -- EXECUTION

3.01 GENERAL

A. The CONTRACTOR shall make all necessary provisions for conveying the water from the source to the points of use and conduct all disinfection and tank filling processes.

B. All hydraulic structures and appurtenant pressure piping shall be tested. All testing operations shall be done in the presence of the ENGINEER. The testing specified below must be satisfactorily completed prior to project completion.

C. Release and disposal of water from structures, after testing has been completed, shall be as acceptable to the ENGINEER.

D. Disinfection operations shall be scheduled by the CONTRACTOR as late as possible during the contract time period to assure the maximum degree of sterility of the facilities at the time that the project is to be placed into service. Bacteriological testing shall be performed by the CONTRACTOR. The COUNTY shall pay for laboratory testing in accordance with applicable sections of Division 1. Provide all necessary coordination


02667-4

and assist personnel with obtaining samples. Testing procedures and bacteriological results shall be acceptable to the Broward County Health Department.

E. Release and disposal of water from structures, after testing has been completed, shall be as acceptable to the ENGINEER.

3.02 HYDRAULIC STRUCTURES TESTING

A. General: Testing shall be performed prior to backfilling, except where otherwise acceptable to the ENGINEER. Testing shall not be performed sooner than 14 days after all portions of structure walls and associated roof systems have been completed. The test shall consist of filling the structure with water to the maximum operating water surface. All visible leakage shall be repaired in accordance with repair methods specified in applicable sections of Division 3 and 15 of these Specifications.

B. Leakage Test and Repairs: After the structure has been filled and visible leaks repaired, the water loss leakage test shall be performed as follows: An initial water level reading shall be made. Seven (7) days following the initial reading, a second reading shall be made. The structure shall be considered to have passed the test if water loss during the 7-day period, as computed from the 2 water level readings, does not exceed 0.2 percent of the total volume of water in the structure, after allowance is made for evaporation loss and rainfall gain. Method for calculating allowances shall be agreed upon by both ENGINEER and CONTRACTOR prior to testing. If intermediate readings or observed leakage indicate that the allowable leakage will be exceeded, the test may be terminated before the end of the 7-day period and appropriate action taken to correct the problem before commencing a new 7-day test period. Should the structure fail to pass the test, the test may be repeated once. If, at the end of 14 days, the structure still fails to pass the leakage test, the CONTRACTOR shall empty the structure as acceptable to the ENGINEER and shall examine the interior for evidence of any cracking or other conditions that might be responsible for the leakage. Any cracks shall be "vee'd" and sealed with polyurethane sealant in accordance with the Section entitled, "Cast-In-Place Concrete." Any evidence of leakage shall be repaired. Following these operations, the CONTRACTOR shall again test the structure. The structure will not be accepted as completed until the water loss leakage test is passed and all visible leakage repaired.

3.03 DISINFECTION OF STRUCTURES

A. Prior to disinfection, structures shall be cleaned thoroughly by scrubbing with an approved cleaning agent and then hosing down all surfaces with a high pressure hose and nozzle of sufficient size to deliver a minimum flow of 50 gpm. All water, dirt and foreign material accumulated during this cleaning operation shall be discharged from the structure or otherwise removed.

B. All structures which store or convey potable water shall be disinfected by chlorination. Chlorination of structures shall be performed in accordance with the requirements of ANSI/AWWA C652 entitled, Disinfection of Water-Storage Facilities, using a combination of chlorination Methods 2 and 3 as modified herein.


02667-5

C. Chlorination: A strong chlorine solution of approximately 200 mg/L shall be sprayed on all interior surfaces of the structure. Following this, the structure shall be partially filled with water to a depth of approximately one foot. During the partial filling operation, a chlorine water mixture shall be injected by means of a solution-feed chlorinating device in such a way as to give a uniform chlorine concentration during the entire filling operation. The point of application shall be such that the chlorine solution will mix readily with the inflowing water. The dosage applied to the water shall be sufficient to provide a chlorine residual of at least 50 mg/L upon completion of the partial filling operation. Precautions shall be taken to prevent the strong chlorine solution from flowing back into the lines supplying the water. After the partial filling has been completed, sufficient water shall be drained from the lower ends of appurtenant piping to ensure filling the lines with the heavily chlorinated water.

D. Retention Period: Chlorinated water shall be retained in the partially filled structure and appurtenant piping long enough to destroy all non-spore-forming bacteria, and in any event, for at least 24 hours. After the chlorine-treated water has been retained for the required time, the free chlorine residual in the structure and appurtenant piping shall be at least 25 mg/L when tested according to Standard Methods. All valves shall be operated while the lines are filled with the heavily chlorinated water.

E. Final Filling of Structure: After the free chlorine residual has been checked, and has been found to satisfy the above requirement, the water level in the structure shall be raised to its final elevation by addition of potable water and held for 24 hours. Before final filling is commenced, the quantity of heavily-chlorinated water remaining in the structure after filling the piping shall, unless otherwise acceptable to the ENGINEER, be sufficient, when the water level is raised to its final elevation to produce a free chlorine residual of between 1 and 2 mg/L. After the tank has been filled, the strength of the chlorinated water shall be determined. If the free chlorine residual is less than 1 mg/L, an additional dosage shall be applied to the water in the tank. After 24 hours, the free chlorine residual shall be no less than 1 mg/L or an additional dosage shall be applied and the residual tested again after 24 hours. If the free chlorine residual is greater than 2 mg/L, the structure shall be partially emptied and additional potable water added. In no case shall water be released prior to the expiration of the required retention period.

3.04 BACTERIOLOGICAL SAMPLING AND TESTING

A. Disinfected water storage facilities shall be sampled and tested in accordance with ANSI/AWWA C652.

3.05 CONNECTIONS TO EXISTING SYSTEM

A. Where connections are to be made to an existing potable water system, HTH shall be added to all points of connection.

- END OF SECTION -


02900-1

SECTION 02900 - TREES, PLANTS, AND GROUND COVER PART 1 GENERAL

1.01 SECTION INCLUDES:

A. Preparation of subsoil and topsoil. B. Topsoil bedding. C. New and Relocation of trees, plants, and ground cover. D. Mulch. E. Maintenance. F. Tree Pruning.

1.02 SCOPE

A. The work shall consist of furnishing all labor, supplies, equipment and materials

necessary to complete the planting of all trees, palms, shrubs and ground covers in the locations shown on the drawings, and all other work associated with and incidental to the landscape planting work as shown on the drawings and specified under this section.

B. All plant materials and references in this section are not necessarily required on

this project; however, when indicated or required by drawings or specifications, they shall be applicable.

C. All plant material shall be of the specific size and quality indicated on the drawings;

shall be installed, maintained and watered in strict accordance with good horticultural practices.

D. The CONTRACTOR is responsible for the complete removal of all existing plant

material necessary to implement the construction plans. E. Unless otherwise noted, the CONTRACTOR is responsible for the replacement of

any existing lawn or other landscape area, damaged during the construction process to original or better condition.

F. The CONTRACTOR is responsible for the growing of all plant materials indicated

on the plans that the CONTRACTOR cannot guarantee to be available at the time of the project installation.

G. CONTRACTOR submitting a proposal for this contract is responsible to inspect the

site to acquaint themselves with the site conditions, including but not limited to existing and proposed utilities in area of work.


02900-2

1.03 REFERENCES

A. ANSI Z60.1 - Nursery Stock. B. NAA (National Arborist Association) - Pruning Standards for Shade Trees. C. State of Florida Standards- Nursery Stock.

1.04 DEFINITIONS

A. Weeds: Include Crab Grass, Bermuda Grass, Johnson Grass, Poison Ivy, Nut

Sedges, Bindweed, Goose Grass, Crowfoot Grass, Torpedo Grass, Spurges, Spreading Dayflower, Guinea Grass, Bull Paspalum, Sandbur, Love Grass, Finger Grass, Paricum Grasses, Foxtail, Smut Grass, Amaranth, Chickweeds, Ragwood, Spanish Needles, Thistle, Horseweed, Dogfennel, Cudweed, Hawksbeard, Dollarweed, Pepperweed, Beggarweeds, Sida, Oxalis, Pusley, Penneywort, Matchweed, and Punctureweed.

B. Plants: Living trees, plants, and ground cover specified in this Section, and

described in ANSI Z60.1. 1.05 SUBMITTALS

A. Section 01700 - Contract Closeout: Procedures for submittals. B. Maintenance Data: Include cutting and trimming method. C. Planting soil. Requests for substitutions from the specified product shall be

accompanied by documentation from a qualified agricultural testing laboratory that indicates that the proposed planting soil meets the requirements of the specifications.

D. Water storing polymer. E. Mulch. F. Staking and guying materials.


A. Nursery Qualifications: Company specializing in growing and cultivating the plants

with documented experience. B. Installer Qualifications: Company specializing in installing and planting the plants

with documented experience. C. Tree Pruner Qualifications: Company specializing in pruning trees with proof of

Arborist Certification.


02900-3

D. Tree Pruning: NAA- Pruning Standards for Shade Trees. E. Maintenance Services: Performed by installer.

1.07 CONTRACTOR SUPERVISION

A. The CONTRACTOR shall provide a competent superintendent and any necessary

assistants on the project when work is in progress. B. The superintendent shall not be changed during the project without the consent of

the COUNTY unless the superintendent leaves the CONTRACTOR'S employment. C. The superintendent shall represent the CONTRACTOR and in the

CONTRACTOR's absence all directions given by the ENGINEER shall be binding as if given to the CONTRACTOR.

D. The CONTRACTOR's superintendent shall supervise the CONTRACTOR's

employees on the job site and be responsible for their actions and conduct on the job site.

1.08 PROTECTION OF WORK AND PROPERTY

A. The CONTRACTOR shall continuously maintain adequate protection of all work

from damage and shall protect the COUNTY’s property from injury or loss arising in connection with CONTRACTOR’s work.

B. The CONTRACTOR is responsible for contacting the necessary entities to

determine the locations of all underground utilities on the site. C. The CONTRACTOR shall take care to avoid damage to any existing buildings,

equipment, piping, pipe coverings, electrical systems, sewers, sidewalks, landscaping, grounds, aboveground or underground installations or structures of any kind, and shall be responsible for any damage that occurs as a result of the work.

D. The CONTRACTOR shall adequately protect the work and all adjacent property

as provided and required by law. E. Utilities noted on the plans are anticipated locations only. The utilities shown

may not include all underground utilities on the site, and the locations indicated may not be as installed.

1.09 REGULATORY REQUIREMENTS

A. Plant Materials: Certified by State Department of Agriculture.

1.10 DELIVERY, STORAGE, AND HANDLING


02900-4

A. Deliver, store, protect and handle products to site under provisions of Section

01600. B. Protect and maintain plant life until planted. C. Deliver plant life materials immediately prior to placement. Keep plants moist.

1.11 ENVIRONMENTAL REQUIREMENTS

A. Do not install plant life when ambient temperatures may drop below 35°F. B. Do not install plants when wind velocity exceeds 30 mph.

1.12 WARRANTY

A. Provide one-year warranty under provisions of Section 01700. B. Warranty: Include coverage for one continuous growing season; replace dead or

unhealthy plants. C. Replacements: Plants of same size and species as specified, planted in the next

growing season, with a new warranty commencing on date of replacement. 1.13 REQUIRED INSPECTIONS

A. During the planting process, the CONTRACTOR shall request the following

inspections. Inspections shall be made and work approved prior to beginning subsequent phases of the planting process.

B. An inspection shall be requested to review:

1. The quality grade of the trees and any damage to trunks or limbs caused

during the installation process. Damage to trees will downgrade the materials in accordance with "Grades and Standards-Revised".

2. The finished grade of the tree installation. 3. The removal of binding materials on top of the tree ball in accordance with

these specifications. C. This inspection shall be requested and made before any sodding or mulching work

occurs. All of the above items will be reviewed at a single inspection.

PART 2 PRODUCTS 2.01 NOMENCLATURE


02900-5

A. All plant material shall conform to the names given in Hortus Third, published by the Macmillian Publishing Co., Inc., copyright 1976. Names of varieties not included therein shall conform to names accepted in the trade.

2.02 GRADE STANDARDS

A. All plant material shall be nursery grown, except where specified as collected

material, and shall comply with all required inspections, grading standards and plant regulations as set forth by the latest editions of the Florida Department of Agriculture's "Grades and Standards for Nursery Plants, 2nd Edition: February 1998.

B. All plant material shall have a growth habit that is normal for that species and shall

be sound, healthy, vigorous, and free from insects, plant diseases and injuries. C. Unless otherwise specified, all plant material shall be Florida No. 1 or better until

the expiration of the required maintenance period. D. Plant material showing signs of die-back or leaf-drop after planting will not be

accepted. E. Plant material shall not have chlorosis in any foliage.

2.03 INSPECTION AND TRANSPORTING

A. Movement of nursery stock shall comply with all Federal and State regulations.

2.04 PLANTING SOIL

A. All plant material, unless otherwise specified shall be planted with planting soil

consisting of approximately 50% sand and 50% muck by volume. B. Planting soil shall be as manufactured by Atlas Peat and Soil, Inc.- Mix 5050 or

other equivalent manufactured soil mixture. C. If a substitute is proposed, the CONTRACTOR shall provide sufficient analytical

information from a qualified testing laboratory so that the 50/50 ratio of muck to sand can be ascertained.

D. . A water-storing polymer shall be uniformly mixed within the planting soil at the rates

recommended by the polymer manufacturer. 2.05 PLANT REQUIREMENTS

A. Balled and Burlapped Plants: The root ball shall be properly protected and kept

moist until planted. Whenever possible, the plant shall be handled only by the earth ball and not by the plant itself. The diameter of the ball must be sufficient to


02900-6

encompass all of the fibrous and feeding root system necessary for the development of the plant.

B. Container-Grown Plants: Plants that have become "pot bound" will not be

acceptable. A container cutter shall be used unless the root ball system slips easily and unbroken from the container. Plants shall not be removed from the can until immediately before planting. Containerized trees with circling roots shall not be accepted.

C. Collected Plants: Plant material that has not been taken from active nursery

operations shall be dug with a root ball spread at least 1/3 greater than nursery grown plants and shall not be planted before inspection and acceptance at the site.

D. Palms: All palm species except Sabal palmetto shall have roots adequately

wrapped before transporting. All Sabal palms shall be slicks. Sabal palms shall have a hurricane cut. Sabal palms shall be installed on site at the earliest opportunity in the construction process. Palm trees showing signs of dieback or dead fronds will not be accepted. Sabal palms will not be accepted with burn marks. Any damaged palm tree will be rejected. All Sabal palms shall be from Palm Beach County or other sandy soils. All Sabal palms shall be Florida Fancy. The balls of all Sabal palms shall be sufficiently large to support the head of the palm. The Contractor shall treat all palms as required to prevent infestation by the palmetto weevil.

2.06 WATER STORING POLYMER

A. The polymer shall be a super absorbent sodium based polymer with chemically

identical partial sizes of .5 mm to 2.8 mm. The polymer shall be non-toxic. The polymer shall be incorporated into all planting soil at the rate recommended by the polymer manufacturer.

2.07 WATER

A. All water is to be supplied and applied by the CONTRACTOR. All watering shall

be by water truck. PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that prepared subsoil and planters are ready to receive work. B. Verify that required underground utilities are available, in proper location, and

ready for use. 3.02 EXISTING VEGETATION REMOVAL


02900-7

A. The CONTRACTOR shall remove all existing vegetation necessary to implement

the project construction plans. 3.03 GRADING OF PLANTING AREAS

A. Unless otherwise specified, all planting areas bordered by pavement, sidewalk or

curb shall have a finished grade (not including mulch) 3" below the grade established by the adjacent pavement, sidewalk or curb.

3.04 EXCAVATION OF PLANT HOLES

A. Tree Holes: Tree holes shall be roughly cylindrical in shape with the sides

approximately vertical. All holes shall be deep enough to allow for a 6" layer of planting soil under the ball. Plants shall be centered in the holes. Holes to accommodate tree ball sizes less than 24" in diameter shall be at least 18" in diameter greater that the diameter of the ball. Holes to accommodate balls 2' and larger in diameter must be at least 2' in diameter greater that the diameter of the ball. Holes to accommodate balls 5' and larger must be at least 36" in diameter greater than the diameter of the ball.

B. Shrub Holes: Shrub holes shall be roughly cylindrical in shape with the sides

approximately vertical. All holes shall be deep enough to allow for a 2" layer of planting soil under the ball. Plants shall be centered in the holes. Holes to accommodate shrub balls shall be 8" greater in diameter than the size of the ball of the plant supplied.

C. Removal of Subsoil: Dispose of excess subsoil removed from planting

excavations. D. The CONTRACTOR shall be responsible for the complete removal of all shell

rock or other road bases that encroach more than 12" into the planting areas. Remove or roto-till all compacted soils as required to provide for good soil percolation. All voids resulting from such excavations shall be filled with clean, well-draining planting soil.

3.05 SETTING OF PLANTS

A. Plants shall rest on the prepared hole bottom and final grade around the plant

shall conform to the surrounding grade. Plants shall be set straight and plumb. The balls of balled and burlap plants that cannot be planted immediately shall be covered with moist soil, mulch or other protection to prevent drying. All plants shall be watered as necessary before and after planting.

B. The CONTRACTOR should note that there are not individual irrigation bubblers

on most of the trees on this project. The CONTRACTOR will be responsible for providing hand watering to properly establish all trees and palms, and to maintain


02900-8

them in a healthy condition. C. Cut and remove all metal, wire, rope, nylon, twine or other materials (excluding

burlap) from the tops of all root balls. Mulch should not be placed until an inspection has been requested to verify that all such materials have been removed from the top of the root balls, and that the trees have been installed at the proper grade.

3.06 BACKFILLING

A. All backfill to be used in planting shall be comprised of the specified planting soil

combined with the water-storing polymer. The backfill shall be firmly tamped and settled by watering to within 1/3 of the top of the planting hole and thoroughly puddled with water to eliminate all air pockets before bringing backfill up to the finished grade. There shall be a 6" high water basin, no smaller than the plant hole, constructed around each plant for watering purposes. Hedge and mass shrub planting should have the dike encompassing the entire grouping of plants. The soil used to make the dike shall consist of planting soil. The dike should be removed prior to beginning the mulching or sodding operation.

3.07 INSTALLATION OF GROUND COVERS

A. All areas to receive ground covers shall be sub-graded to accept a 2" thick layer of

clean, weed free, 100% organic pulverized muck. Roto-till or hand spade the muck into the existing soil to a depth of 4". Plant the ground cover as specified on the drawings.

3.08 STAKING AND GUYING

A. The CONTRACTOR shall stake all trees and palms. The CONTRACTOR shall be

responsible for the replacement or adjustment of all trees, palms or shrubs that fall or lean during the guarantee period, regardless of the reason for the plant material's displacement. The CONTRACTOR shall be responsible for any damage caused by the falling or leaning of trees. All tree staking shall be accomplished in a neat and clean manner.

B. Trees shall be securely anchored as per the tree installation detail on the drawings.

Stakes shall be spaced evenly around the trunk of the trees. Trees may also be staked as specified in Grades and Standards for Nursery Plants, 2nd Edition: February 1998, page 27.

C. Palms will be staked as specified in Grades and Standards for Nursery Plants, 2nd

Edition: February 1998, page 27. 3.09 PRUNING


02900-9

A. All broken or damaged roots shall be cut off smoothly. The tops of all new or

relocated trees shall be pruned in a manner complying with standard horticultural practices. All pruning will be accomplished as directed by the COUNTY or designated representative. The CONTRACTOR shall be responsible for the initial pruning of all tree and shrubs as directed by the COUNTY or designated representative. A certified Arborist shall make all pruning of limbs in excess of 2" in diameter.

3.10 MULCHING

A. Within one week after plant installation, apply mulch material or equal in a

minimum 2" thick layer over all tree, shrub and ground cover planting areas, unless otherwise specified. All mulch layers shall be of the specified thickness at the time of the final acceptance of the work.

B. Place a layer of mulch or equal at least 2" in depth in a circle around all trees

located in lawn areas. The diameter of the circle shall be 18" in diameter larger than the ball of the plant provided. Pull the mulch away so that it is not in direct contact with the trunk of the tree.

3.11 DISPOSAL OF SURPLUS MATERIALS AND SITE CLEANUP

A. Surplus excavated materials from plant holes shall be properly disposed of off the

site. All debris and other objectionable material created through planting operations and landscape construction shall be removed completely from the site.

B. All preservation areas shall be cleared of trash and debris. The CONTRACTOR

shall be responsible for the removal of trash and debris that was existing at the start of construction, as well as materials that have been deposited during the construction process.

C. All rocks and other debris shall be removed from all planting and lawn areas.

3.12 CONDITIONS OF PLANTING

A. Plant material shall be maintained by watering, removing dead branches,

resetting plants to proper grade or upright position and any other operation necessary to assure good maintenance and compliance with the drawings and specifications. The CONTRACTOR shall keep all guy wires tight and all tree staking properly adjusted. All plants shall remain healthy, vigorous and undamaged throughout the establishment period.

3.13 ESTABLISHMENT PERIOD


02900-10

A. The CONTRACTOR will be responsible for the proper maintenance, survival and condition of all plantings from the time of installation until the final acceptance of the landscape and irrigation work by the COUNTY and the ENGINEER. Final acceptance will not be granted prior to "substantial completion" of the entire project. Necessary replacement of plants during the guarantee period shall be the responsibility of the CONTRACTOR. All plantings shall be alive and in good growing condition at the time of final acceptance. The rating of each plant according to Florida Grades and Standards shall be equal to or better than that called for on the drawings and specified in this section at the time of final acceptance.

3.14 COMPLETION AND ACCEPTANCE

A. Completion of the work shall mean full compliance and conformity with the

provisions expressed or implied in the drawings and in the specifications, and acceptance of the work by the COUNTY and the ENGINEER. Upon satisfactory completion of the work, the ENGINEER will perform an inspection of the work to determine if the planting work is ready for acceptance.

3.15 GUARANTEE AND REPLACEMENT

A. All plant material shall be guaranteed for a minimum of one year after "Substantial

Completion" of project or final acceptance of the landscape and irrigation work by the COUNTY and the ENGINEER, whichever is later. The guaranteeing of plant material shall be construed to mean complete replacement with plant material of the same species, size, quality and grade as that of the original material. The CONTRACTOR at its expense shall replace plant material not in healthy growing condition, or with questionable survival ability at the end of the guarantee period. During the guarantee period it shall be the CONTRACTOR's responsibility to immediately replace any dead material.

3.16 MAINTENANCE PROVISIONS

A. The CONTRACTOR is responsible for complete maintenance of all landscaping

until "Substantial Completion" of the project or final acceptance of the landscape and irrigation work by the COUNTY and the ENGINEER, whichever is later. Maintenance shall include, but not be limited to: 1. Watering of all plant materials as required to provide good conditions for

plant health and growth. 2. Removal of all weeds from the planting beds within one week after their

appearance. 3. Pruning of all shrubs and trees as directed by the COUNTY or its

designated representative. - END OF SECTION -


02905-1

SECTION 02905 - GRASS SODDING PART 1 GENERAL 1.01 SECTION INCLUDES:

A. Preparation and Placing of subsoil. B. Fertilizing. C. Sod installation. D. Maintenance.

1.02 SCOPE

A. The work consists of performing all grass sodding and related work as indicated on drawings and described in this section.

B. Unless otherwise indicated, the CONTRACTOR is responsible for the repair of any

existing lawn areas disturbed during the construction process.

C. The CONTRACTOR is responsible for the irrigation of all lawn areas on the project, Including those not covered by an irrigation system.

D. The CONTRACTOR is responsible for the all maintenance to the Bermuda

grass lawns during a minimum 2-month grow in period. 1.03 REFERENCES AND RELATED DOCUMENTS

A. ASPA (American Sod Producers Association) - Guideline Specifications to Sodding. B. The provisions of the General Conditions, Supplementary Conditions, and the

Sections included under, Division 1, General Requirements, are included as part of this section.

1.04 DEFINITIONS

A. Weeds: Include Crab Grass, Bermuda Grass, Johnson Grass, Poison Ivy, Nut Sedges, Bindweed, Goose Grass, Crowfoot Grass, Torpedo Grass, Spurges, Spreading Dayflower, Guinea Grass, Bull Paspalum, Sandbur, Love Grass, Finger Grass, Paricum Grasses, Foxtail, Smut Grass, Amaranth, Chickweeds, Ragwood, Spanish Needles, Thistle, Horseweed, Dogfennel, Cudweed, Hawksbeard, Dollarweed, Pepperweed, Beggarweeds, Sida, Oxalis, Pusley, Penneywort, Matchweed, and Punctureweed.

1.05 SUBMITTALS

A. Provide submittals per Section 01300. B. Section 01700 - Contract Closeout: Procedures for submittals.


02905-2


A. Sod: Minimum age of 18 months, with root development that will support its own weight without tearing, when suspended vertically by holding the upper two corners.

B. Submit sod certification for grass species and location of sod source. C. Sod Producer: Company specializing in sod production and harvesting with

minimum three years of experience, and certified by the State of Florida. D. Installer: Company approved by the sod producer.

1.07 DELIVERY, STORAGE, AND PROTECTION

A. Section 01600 - Material and Equipment: Transport, handle, store, and protect products. B. Deliver sod on pallets. Protect exposed roots from dehydration. C. All sod delivered to the site, shall be laid within 8 hours.

1.08 PROJECT CONDITIONS

A. CONTRACTOR shall inspect the site and plans to become aware of the project conditions and requirements before submitting a bid.

B. Sequence installation to ensure orderly and expeditious utility connections.

1.09 CONTRACTOR SUPERVISION A. The CONTRACTOR shall provide a competent superintendent and any

necessary assistants on the project when work is in progress. B. The superintendent shall not be changed during the project without the

consent of the ENGINEER unless the superintendent leaves the CONTRACTOR's employment.

C. The superintendent shall represent the CONTRACTOR and in the

CONTRACTOR's absence all directions given to superintendent by the ENGINEER shall be binding as if given to the CONTRACTOR.

D. The CONTRACTOR's superintendent shall supervise the CONTRACTOR's

employees on the job site and be responsible for their actions and conduct on the job site.


02905-3

1.10 PROTECTION OF WORK AND PROPERTY

A. The CONTRACTOR shall continuously maintain adequate protection of all its work from damage and shall protect the COUNTY’s property from injury or loss arising in connection with its work.

B. The CONTRACTOR is responsible for contacting the necessary entities to

determine the locations of all underground utilities on the site. C. The CONTRACTOR shall take care to avoid damage to any existing buildings,

equipment, piping, pipe coverings, electrical systems, sewers, sidewalks, landscaping, grounds, aboveground or underground installations or structures of any kind, and shall be responsible for any damage that occurs as a result of its work.

D. CONTRACTOR shall adequately protect i ts work and all adjacent property as

provided and required by law. E. Utilities noted on the plans are anticipated locations only. The utilities shown

may not include all underground utilities on the site, and the locations indicated may not be as installed.

PART 2 PRODUCTS 2.01 GRASS SOD

A. Sod shall be the recognized Argentine Bahia or St. Augustine Floratam. Bermuda, whichever is called for on the drawings. B. Argentine Bahia and St. Augustine sod shall be well matted with roots; shall

be of firm tough texture having a compact top growth and heavy root development. Bahia sod shall be sand based. St. Augustine sod shall be muck based. Both types of sod shall contain no significant amounts (more than 2% of canopy) of Bermuda grass, weeds or any other objectionable vegetation. The soil embedded in the sod shall be free from fungus, vermin and other diseases and shall have been mowed at least three times with an approved lawn mower with final mowing not more than 7 days before the sod is cut. The sod shall be taken up in commercial size rectangles measuring 16" x 24". The soil base of the sod shall be of a uniform thickness.

C. Sod shall be sufficiently thick to insure a dense stand of live grass. Sod shall

be live, fresh, and uninjured at the time of planting. Plant sod within 48 hours after harvesting.

D. Use only sod certified free of fire ants. Before delivering any sod to the

project, the CONTRACTOR shall furnish to the COUNTY and the ENGINEER written certification from the supplier that the sod is free of fire ants.


02905-4

2.02 WATER

A. CONTRACTOR shall supply and apply all water. 2.03 ROLLER

A. CONTRACTOR shall use a roller(s) appropriately sized to achieve the required lawn surface grade.

2.04 TOP SOIL

A. Top soil for St. Augustine Floratam Lawns: Top soil shall be comprised of 50% sand and 50% organic muck by volume. Top soil shall be as provided by Atlas Peat and Soil, Inc. - Mix 5050, or other equivalent manufactured soil mixture accepted in writing by the COUNTY. To propose a substitute, the CONTRACTOR shall provide verification from an approved agricultural testing laboratory that the substitute meets the required 50/50 ratio.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that prepared soil base is ready to receive the work of this section. 3.02 GENERAL: The order of work for sod installation shall be as follows:

A. Bahia Brass Lawns:

1. Removal of debris and existing vegetation not noted to remain. 2. Rota-tilling of all compacted areas. 3. Subgrading. 4. Removal of additional debris as required. 5. Fine grading. 6. Placement of sod. 7. Clean up. 8. Watering.

9. Maintenance (including watering of all areas regardless of whether or not a sprinkler system has been installed).

10. Rolling of sod as soon as practical. B. St. Augustine Floratam Lawns

1. Removal of debris and existing vegetation not noted to remain. 2. Rota-tilling of all compacted areas. 3. Subgrading. 4. Installation of muck top soils. 5. Rota-tilling of muck top soil into the existing soils. 6. Removal of additional debris as required.


02905-5

7. Fine grading. 8. Placement of sod. 9. Clean up. 10. Watering. 11. Maintenance (including watering of all areas regardless of whether or not

a sprinkler system has been installed). 12. Rolling of sod as soon as practical.

3.03 ROTO-TILLING:

A. Roto-till all lawn areas that have become compacted during the construction process as required to assure adequate percolation of water through the soil.

3.04 SUBGRADING:

A. Subgrade all areas to be sodded as required to produce the finish grades indicated on the grading plans and specifications.

B. Remove all existing shell rock or other road base that encroaches more than

12" into any lawn area, and fill any voids cause by road base removal with clean, well-draining, and properly compacted planting soil

3.05 INSTALLATION OF TOP SOIL AND SOIL AMENDMENTS

A. Install a minimum 2" thick layer of the required topsoil in all areas to be sodded with St. Augustine Floratam. Roto-till all topsoil into the existing soil until the top 4" of soil is a homogeneous mixture.

3.06 REMOVAL OF DEBRIS

A . Clean areas receiving grass of all stones larger than 1" in diameter, sticks, stumps, paper, glass and other debris.

3.07 FINE GRADING

A. After removal of debris, perform fine grading as required to bring all areas to receive grass to a smooth, even, and finished grade. Fine grade other areas receiving grass by raking to eliminate wind rows, ridges, depressions and other irregularities. The CONTRACTOR shall fine grade areas to be sodded as necessary to achieve a finished grade (top of the sod) as specified in this section.

B. All sodded areas bordered by sidewalks, asphalt pavement, or curbs shall

have a finished grade (top of the sod's soil) that is flush (or less than ½” below) with the grade of the adjacent sidewalk, asphalt pavement, or curb.

C. All sodded areas bordered by planting areas shall have a finished grade (top

of the sod's soil) that is 1-1/2” above the soil level in the adjacent planting bed.


02905-6

3.08 PLACING OF SOD

A. Sod size shall be as previously specified. The setting of pieces shall be staggered in such a manner as to avoid continuous seams. Sod shall be moist and shall be placed on a moist earth bed. Carefully place sod by hand, edge to edge in rows at right angles to the slope, starting at the base of the area and working upward. On St. Augustine and Bahia lawns, install only full size (16" x 24") pieces of sod (except for cutting-in purposes). There shall be no voids between sod pieces, no overlapping of the edges of sod pieces, and the finished grade of all sodded areas smooth and even. Use clean sand to fill any developing voids or unevenness in the sod surface. Unless otherwise indicated by the grading plans, the CONTRACTOR shall ensure that the finished grade of sod does not vary more than 2" from a 10' long straight edge.

B. Sod located on slopes should be placed carefully enough so that rolling with a

power roller is not necessary. Sod located around retention areas, along pavement areas or in swales may be staked at the discretion of the CONTRACTOR. The repair of any erosion or sod relocation necessary prior to the sod becoming firmly rooted to the existing soil will be the responsibility of the CONTRACTOR. Stakes, if used, shall not interfere with walking on, or the mowing of, the sodded areas.

C. The CONTRACTOR shall ensure that the finished grade of sod placed directly

adjacent to buildings or other walls does not vary more than 2" from a 10' long straight edge.

3.09 CLEAN UP

A. Upon completion of the work, all debris, fertilizer bags, pallets etc. shall be removed from the site. Any paved areas including curbs and sidewalks shall be thoroughly swept.

3.10 WATERING

A. Watering of the sodded areas will be the responsibility of the CONTRACTOR. B. Sources from which water will be available shall be installed prior to sodding

and shall be in operation for watering sodded areas. C. In areas where a permanent irrigation system is not to be installed under this

contract, the CONTRACTOR shall provide necessary temporary irrigation facilities for performing watering as required to establish and maintain turf areas in a healthy and green condition. The CONTRACTOR shall note that there are areas of this work that are not to be irrigated by an irrigation system.

3.11 ROLLING AND TOP DRESSING OF THE SOD


02905-7

A. Where ever possible, within one month of the laying of the sod pieces, the sod shall be pressed firmly into contact with the sod bed by rolling with a suitably sized mechanical roller or other approved equipment. The rolling operation shall provide a smooth and even surface conforming to the grades shown on the grading plan, and insure knitting of sod without displacement of sod or deformation of the surfaces.

B. All developed unevenness or depressions in the lawn surfaces shall be top

dressed as required to achieve a smooth and even finish. Top dressing shall not be applied more than 1” thick. In the case that the lawn surface requires more than 1” of correction, the uneven areas must be removed, re-graded and re-sodded.

3.12 GUARANTEE AND REPLACEMENT

A. All sod work shall be guaranteed up until the end of the maintenance period. Replacement of defective or distressed grass materials shall be performed at no additional cost to the COUNTY. During the guarantee period, it shall be the CONTRACTOR's responsibility to immediately replace any dead material.

3.13 COMPLETION AND ACCEPTANCE

A. Completion of work shall mean full compliance and conformity with the provisions expressed or implied in drawings and in the specifications. Upon satisfactory completion of the work, the ENGINEER will perform an inspection of the work to determine if the sodding work is ready for acceptance.

3.14 MAINTENANCE PROVISIONS- ST. AUGUSTINE AND BAHIA GRASS

A. The CONTRACTOR shall be responsible for complete maintenance of all St. Augustine and Bahia lawn areas until "Substantial Completion" of the project or final acceptance of the landscape and irrigation work by the COUNTY and the ENGINEER, whichever is later. Maintenance shall include, but not be limited to:

1. Mowing all lawn areas no less than every other week, and the removal of all visible amounts of grass clippings from the lawn areas. The lawn shall never be allowed to exceed 5" in height for St. Augustine grass and 8" in height for Bahia grass.

2. Edging of all walks, roadways, and planting beds no less than every other week. 3. Watering and fertilizing as specified, and as required to maintain all lawn areas in a good condition for plant growth. Grass is required to be in a healthy and green condition at the time of final acceptance.


02905-8

END OF SECTION


SECTION 03100 – CONCRETE FORMWORK

PART 1 -- GENERAL


A. The CONTRACTOR shall design and furnish all materials for concrete formwork, bracing, and supports and shall design and construct all falsework, all in accordance with the provisions of the Contract Documents.

1.02 RESPONSIBILITY

A. The design and engineering of the formwork as well as safety considerations are the responsibility of the CONTRACTOR.


A. Section 03200 - Concrete Reinforcement

B. Section 03300 - Cast-in-Place Concrete

C. Section 03315 - Grout

D. Section 03350 - Concrete Finishes


A. Without limiting the generality of other requirements of these Specifications, all work specified herein shall conform to or exceed the requirements of the Florida Building Code and the applicable requirements of the following documents to the extent that the provisions of such documents are not in conflict with the requirements of this Section.

1. Codes and Standards

a. The Building Code, as referenced herein, is the Florida Building Code (FBC).

2. Government Standards

a. PS 1 U.S. Product Standard for Concrete Forms, Class I.

3. Commercial Standards

a. ACI 347 Recommended Practice for Concrete Formwork.

b. ACI 318R Building Code Requirements for Reinforced Concrete.



A. The variation from established grade or lines shall not exceed 1/4 inch in 10 feet and there shall be no offsets or visible bulges or waviness in the finished surface. All tolerances shall be within the "Suggested Tolerances" specified in ACI 347. The CONTRACTOR shall grind smooth all fins and projections between formwork panels as directed by the ENGINEER.

B. Curved forms shall be used for curved and circular structures that are cast-in-place. Straight panels will not be acceptable for forming curved structures.

PART 2 -- PRODUCTS

2.01 FORM MATERIALS

A. Except as otherwise expressly accepted by the ENGINEER, all lumber brought on the job site for use as forms, shoring, or bracing shall be new material. All forms shall be smooth surface forms and shall be of the following materials:

Footing sides - Construction grade Hem Fir or Douglas Fir

Walls - Steel or plywood panel

Columns - Steel, plywood or fiberglass

Roof and floor Slabs - Plywood

All other work - Steel panels, plywood or tongue and groove lumber

B. Materials for concrete forms, formwork, and falsework shall conform to the following requirements:

1. Lumber shall be Southern Pine, construction grade or better, in conformance with U.S. Product Standard PS20.

2. Plywood for concrete formwork shall be new, waterproof, synthetic resin bonded, exterior type Douglas Fir or Southern Pine plywood manufactured especially for concrete formwork and shall conform to the requirements of PS I for Concrete Forms, Class I, and shall be edge sealed. Thickness shall be as required to support concrete at the rate it is placed, but not less than 5/8-inch thick.

2.02 PREFABRICATED FORMS

A. Form materials shall be metal, wood, plywood, or other acceptable material that will not adversely affect the concrete and will facilitate placement of concrete to the shape, form, line, and grade indicated. Metal forms shall be an acceptable type that will accomplish such results. Wood forms for surfaces to be painted shall be Medium Density Overlaid plywood, MDO Ext. Grade.


2.03 FORMWORK ACCESSORIES

A. Exterior corners in concrete members shall be provided with 3/4-inch chamfers. Re-entrant corners in concrete members shall not have fillets unless otherwise shown.

B. Form ties shall be provided with a plastic cone or other suitable means for forming a conical hole to insure that the form tie may be broken off back of the face of the concrete. The maximum diameter of removable cones for rod ties, or of other removable form-tie fasteners having a circular cross-section, shall not exceed 1-1/2 inches; and all such fasteners shall be such as to leave holes of regular shape for reaming.

C. Form ties for water-retaining structures shall have integral waterstops. Removable taper ties may be used when acceptable to the ENGINEER. Taper ties shall not be used to cast water retaining structural walls. At other locations, a preformed neoprene or polyurethane tapered plug sized to seat at the center of the wall shall be inserted in the hole left by the removal of the taper tie.

D. Form release agent shall be a blend of natural and synthetic chemicals that employs a chemical reaction to provide quick, easy and clean release of concrete from forms. It shall not stain the concrete and shall leave the concrete with a paintable surface. Formulation of the form release agent shall be such that it would minimize formation of "Bug Holes" in cast-in-place concrete.

PART 3 -- EXECUTION

3.01 EXAMINATION

A. Forms to confine the concrete and shape it to the required lines shall be used wherever necessary. The CONTRACTOR shall assume full responsibility for the adequate design of all forms, and any forms which are unsafe or inadequate in any respect shall promptly be removed from the Work and replaced at the CONTRACTOR's expense. A sufficient number of forms of each kind shall be provided to permit the required rate of progress to be maintained. The design and inspection of concrete forms and falsework, shall comply with applicable Local, State and Federal regulations. Plumb and string lines shall be installed before concrete placement and shall be maintained during placement. Such lines shall be used by CONTRACTOR's personnel and by the ENGINEER and shall be in sufficient number and properly installed. During concrete placement, the CONTRACTOR shall continually monitor plumb and string line form positions and immediately correct deficiencies.

B. Concrete forms shall conform to the shape, lines, and dimensions of members as called for on the Drawings, and shall be substantially free from surface defects, and sufficiently tight to prevent leakage. Forms shall be properly braced or tied together to maintain their position and shape under a load of freshly-placed concrete.

C. All forms shall be true in every respect to the required shape and size, shall conform to the established alignment and grade, and shall be of sufficient strength and rigidity to maintain their position and shape under the loads and operations incident to placing and vibrating the concrete. Suitable and effective means shall be provided on all forms for holding adjacent edges and ends of panels and sections tightly together and in


accurate alignment so as to prevent the formation of ridges, fins, offsets, or similar surface defects in the finished concrete. Plywood, 5/8 inch and greater in thickness, may be fastened directly to studding if the studs are spaced close enough to prevent visible deflection marks in the concrete. The forms shall be tight so as to prevent the loss of water, cement and fines during placing and vibrating of the concrete. Specifically, the bottom of wall forms that rest on concrete footings or slabs shall be provided with a gasket to prevent loss of fines and paste during placement and vibration of concrete. Such gasket may be a 1 to 1-1/2-inch diameter polyethylene rod held in position to the underside of the wall form. Adequate clean-out holes shall be provided at the bottom of each lift of forms. The size, number, and location of such clean-outs shall be as acceptable to the ENGINEER.

D. Concrete construction joints will not be permitted at locations other than those shown or specified, except as may be acceptable to the ENGINEER. When a second lift is placed on hardened concrete, special precautions shall be taken in the way of the number, location, and tightening of ties at the top of the old lift and bottom of the new to prevent any unsatisfactory effect whatsoever on the concrete. Pipe stubs and anchor bolts shall be set in the forms where required.

3.02 EARTH FORMS

A. All vertical surfaces of concrete members shall be formed, except where placement of the concrete against the ground is called for on the Drawings. Not less than 1 inch of concrete shall be added to the thickness of the concrete member as shown where concrete is permitted to be placed against trimmed ground in lieu of forms. Such permission will be granted only for members of comparatively limited height and where the character of the ground is such that it can be trimmed to the required lines and will stand securely without caving or sloughing until the concrete has been placed.

3.03 FOOTINGS, SLAB EDGES AND GRADE BEAMS

A. Provide wood side forms for all footings, slab edges and grade beams.

3.04 APPLICATION - FORM RELEASE AGENT

A. Apply form release agent on formwork in accordance with manufacturer's recommendations.

3.05 INSERTS, EMBEDDED PARTS AND OPENINGS

A. Embedded Form Ties: Holes left by the removal of form tie cones shall be reamed with suitable toothed reamers so as to leave the surface of the holes clean and rough before being filled with mortar as specified for in Section 03350 - Concrete Finishes. Wire ties for holding forms will not be permitted. No form-tying device or part thereof, other than metal, shall be left embedded in the concrete. Ties shall not be removed in such manner as to leave a hole extending through the interior of the concrete members. The use of snap-ties which cause spalling of the concrete upon form stripping or tie removal will not be permitted. If steel panel forms are used, rubber grommets shall be provided where the ties pass through the form in order to prevent loss of cement paste. Where metal rods extending through the concrete are used to support or to strengthen forms,


the rods shall remain embedded and shall terminate not less than 1-inch back from the formed face or faces of the concrete.

3.06 FORM CLEANING

A. Forms may be reused only if in good condition and only if acceptable to the ENGINEER. Light sanding between uses will be required wherever necessary to obtain uniform surface texture on all exposed concrete surfaces. Exposed concrete surfaces are defined as surfaces which are permanently exposed to view. Unused tie rod holes in forms shall be covered with metal caps or shall be filled by other methods acceptable to the ENGINEER.

3.07 FORMWORK TOLERANCES

A. Unless otherwise indicated on drawings, formwork shall be constructed so that the concrete surfaces will conform to the tolerance limits listed in ACI 347.

3.08 FORM REMOVAL

A. Remove top forms on sloping surfaces of concrete as soon as removal operations will not allow the concrete to sag. Perform any needed repairs or treatment required on sloping surfaces at once and follow immediately with the specified curing.

B. The CONTRACTOR shall be responsible for the removal of forms and shores. Forms or shores shall not be removed before test cylinders have reached the specified minimum 28 day comprehensive strength for the class of concrete specified in Section 03300 -Cast-in-Place Concrete, nor sooner than listed below:

1. Grade beam side forms 3 days

2. Wall forms 3 days

3. Column forms 3 days

4. Beam and girder side forms 3 days

5. Beam bottoms and slab forms/shores 14 days

3.09 MAINTENANCE OF FORMS

A. Forms shall be maintained at all times in good condition, particularly as to size, shape, strength, rigidity, tightness, and smoothness of surface. Forms, when in place, shall conform to the established alignment and grades. Before concrete is placed, the forms shall be thoroughly cleaned. The form surfaces shall be treated with a nonstaining mineral oil or other lubricant acceptable to the ENGINEER. Any excess lubricant shall be satisfactorily removed before placing the concrete. Where field oiling of forms is required, the CONTRACTOR shall perform the oiling at least two weeks in advance of their use. Care shall be exercised to keep oil off the surfaces of steel reinforcement and other metal items to be embedded in concrete.

- END OF SECTION –


SECTION 03200 – CONCRETE REINFORCEMENT

PART 1 -- GENERAL


A. The CONTRACTOR shall furnish, fabricate and place all concrete reinforcing steel, welded wire fabric, couplers, and concrete inserts for use in reinforced concrete and shall perform all appurtenant work, including all the wires, clips, supports, chairs, spacers, and other accessories, all in accordance with the Contract Documents.


A. Section 01300 - Submittals

B. Section 03100 - Concrete Formwork

C. Section 03300 - Cast-In-Place Concrete

D. Section 03315 - Grout


A. Without limiting the generality of other requirements of these specifications, all Work specified herein shall conform to or exceed the requirements of the Florida Building Code and the applicable requirements of the following documents to the extent that the provisions of such documents are not in conflict with the requirements of this Section.

1. Codes and Standards

a. The Building Code, as referenced herein, is the Florida Building Code (FBC).

2. Commercial Standards

a. ACI 315R -92 Details and Detailing of Concrete Reinforcement.

b. CRSI Concrete Reinforcing Steel Institute Manual of Standard Practice

c. ACI 305 Hot Weather Concreting

d. ACI 318 Building Code Requirements for Reinforced Concrete.

e. WRI Manual of Standard Practice for Welded Wire Fabric.

f. AWS Dl.4 Structural Welding Code - Reinforcing Steel.

g. ASTM A 185 Specification for Welded Steel Wire Fabric for Concrete Reinforcement.


h. ASTM A 615 Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

1.04 SUBMITTALS

A. The CONTRACTOR shall submit detailed placing and shop fabricating drawings, prepared in accordance with ACI 315 and ACI Detailing Manual - (SP66) for all reinforcing steel. These drawings shall be made to such a scale as to clearly show joint locations, openings, the arrangement, spacing and splicing of the bars. Where opening sizes are dependent on equipment selection the CONTRACTOR shall indicate all necessary dimensions to define steel lengths and placing details.

B. Details of the concrete reinforcing steel and concrete inserts shall be submitted by the CONTRACTOR at the earliest possible date after receipt by the CONTRACTOR of the Notice to Proceed. Said details of reinforcing steel for fabrication and erection shall conform to ACI 315 and the requirements specified and shown. The shop bending diagrams shall show the actual lengths of bars, to the nearest inch measured to the intersection of the extensions (tangents for bars of circular cross section) of the outside surface. The shop Drawings shall include bar placement diagrams which clearly indicate the dimensions of each bar splice.

C. Where mechanical couplers are shown on the Drawings to be used to splice reinforcing steel, the CONTRACTOR shall submit manufacturer's literature which contains instructions and recommendations for installation for each type of coupler used; certified test reports which verify the load capacity of each type and size of coupler used; and shop Drawings which show the location of each coupler with details of how they are to be installed in the formwork.

D. If reinforcing steel is spliced by welding at any location, the CONTRACTOR shall submit mill test reports which shall contain the information necessary for the determination of the carbon equivalent as specified in AWS Dl.4. The CONTRACTOR shall submit a written welding procedure for each type of weld for each size of bar which is to be spliced by welding, merely a statement that AWS procedures will be followed is not acceptable. Welding of rebar shall be done only where shown on the Drawings or allowed in writing by the ENGINEER.

1.05 INSPECTIONS

A. The City Building Inspectors and the Special Structural Inspector (if required) retained by the COUNTY will perform inspections of the formwork and reinforcing steel prior to concrete placement. The CONTRACTOR shall provide a seven day written notice scheduling the inspections. No concrete shall be placed until the inspections specified herein are completed and the work is approved for concrete placements. The CONTRACTOR shall coordinate inspections with the City Building Department only after the Special Structural Inspector or its authorized agent has completed the required inspections. The COUNTY or the ENGINEER will not be responsible for concrete placement delays caused by rejection of the work by the inspectors.


PART 2 -- PRODUCTS

2.01 REINFORCEMENT

A. All reinforcing steel for all reinforced concrete construction shall conform to the following requirements:

1. Bar reinforcement shall conform to the requirements of ASTM A 615 for Grade 60 Billet Steel Reinforcement with supplementary requirement S-1, and shall be manufactured in the United States.

2. Welded wire fabric reinforcement shall conform to the requirements of ASTM A 185 and the details shown on the Drawings; provided, that welded wire fabric with longitudinal wire of W9.5 size wire or smaller shall be either furnished in flat sheets or in rolls with a core diameter of not less than 10 inches; and provided further, that welded wire fabric with longitudinal wires larger than W9.5 size shall be furnished in flat sheets only. All welded wire fabric reinforcement shall be galvanized.

2.02 ACCESSORY MATERIALS

A. Bolsters, chairs, spacers and other devices for supporting and fastening reinforcing in place shall be galvanized wire type complying with CRSI recommendations on grade with gray plastic tipped legs.

B. Metal bar supports for reinforcing steel for wastewater structures shall be Class 2, Type B stainless steel protected bar supports (CRSI).

C. Tie Wire: Galvanized 16 gauge annealed type.

D. Concrete blocks (dobies), used to support and position reinforcing steel, shall have the same or higher compressive strength as specified for the concrete in which it is located. Concrete blocks shall only be used bottom mat of reinforcing steel for slabs on grade.

E. Couplers used to mechanically splice reinforcing steel shall be Linton Standard Copler - A2 manufactured by ERICO Products, Inc. or equal. Bars shall be shop threaded to receive couplers.

2.03 FABRICATION

A. Reinforcing steel shall be accurately formed to the dimensions and shapes shown on the Drawings, and the fabricating details shall be prepared in accordance with ACI 315 and ACI 318, except as modified by the Drawings. Stirrups and tie bars shall be bent around a pin having a diameter not less than 1-1/2 inch for No. 3 bars, 2-inch for No. 4 bars, and 2-1/2 inch for No. 5 bars. Bends for other bars shall be made around a pin having a diameter not less than 6 times the minimum thickness, except for bars larger than 1 inch, in which case the bends shall be made around a pin of 8 bar diameters. Bars shall be bent cold.

B. The CONTRACTOR shall fabricate reinforcing bars for structures in accordance with bending diagrams, placing lists, and placing Drawings. Said Drawings, diagrams, and


lists shall be prepared by the CONTRACTOR as specified under Section 01300 - Submittals, herein.

C. Fabricating Tolerances: Bars used for concrete reinforcing shall meet the following requirements for fabricating tolerances:

1. Sheared length: + 1 inch

2. Depth of truss bars: + 0, - 2 inch

3. Stirrups and ties: + 2 inch

4. All other bends: + 1 inch

2.04 DOWEL ADHESIVE SYSTEM

A. Where shown on the Contract Drawings, reinforcing bars anchored into hardened concrete with a dowel adhesive system shall use a two-component adhesive mix and shall be injected with a static mixing nozzle following manufacturer's instructions. The embedment depth of the bar shall be per manufacturer's recommendations, so as to provide a minimum allowable bond strength that is equal to 125 percent of the yield strength of the bar, unless noted otherwise on the Drawings. The adhesive system shall be "Sikadur Injection Gel" as manufactured by Sika Corporation, "Epcon System" as manufactured by ITW Ramset / Redhead, "HIT HY-150 System" as manufactured by Hilti, Inc., or equal. ENGINEER's approval is required for use of this system in locations other than those shown on the Contract Drawings.

PART 3 -- EXECUTION

3.01 FABRICATION

A. Reinforcing steel shall be stored above ground on platforms or other supports and shall be protected from the weather at all times by suitable covering. It shall be stored in an orderly manner and plainly marked to facilitate identification.

B. No fabrication shall commence until approval of Shop Drawings has been obtained and all bars shall be shop fabricated unless approved by the ENGINEER to be bent in the field. Bars shall not be straightened or rebent in a manner that will injure the material. Heating of any bars will not be permitted.

C. Welded wire fabric shall be furnished and installed as flatmats.

3.02 TEMPERATURE REINFORCEMENT

A. Unless otherwise shown on the Drawings or in the absence of the steel being shown, the minimum cross sectional area of horizontal and vertical reinforcing steel in the tank slab shall be 0.0033 times the gross concrete area and the minimum cross sectional area of steel perpendicular to the principal steel in slabs shall be 0.0020 times the gross concrete area. Temperature steel shall not be spaced further apart than five times the slab thickness, nor more than 18 inches.


3.03 PLACEMENT

A. Reinforcing steel shall be accurately positioned as shown on the approved Shop Drawings, and shall be supported and wired together to prevent displacement, using annealed iron wire ties or suitable clips at intersections. All reinforcing steel shall be supported by concrete, plastic or metal supports, spacers or metal hangers which are strong and rigid enough to prevent any displacement of the reinforcing steel. Where concrete is to be placed on the ground, supporting concrete blocks or dobies shall be used, in sufficient numbers to support the bars without settlement, but in no case shall such support be continuous. All concrete blocks used to support reinforcing steel shall be tied to the steel with wire ties which are embedded in the blocks. For concrete over formwork, the CONTRACTOR shall furnish concrete, metal, plastic, or other acceptable bar chairs and spacers.

B. Tie wires shall be bent away from the forms in order to provide the specified concrete coverage.

C. Bars additional to those shown on the Drawings which may be found necessary or desirable by the CONTRACTOR for the purpose of securing reinforcement in position shall be provided by the CONTRACTOR at its own expense.

D. Unless otherwise specified, reinforcement placing tolerances shall be within the limits specified in Section 7.5 of ACI 318 except where in conflict with the requirements of the Building Code.

E. Bars may be moved as necessary to avoid interference with other reinforcing steel, conduits, or embedded items. If bars are moved more than one bar diameter, or enough to exceed the above tolerances, the resulting arrangement of bars shall be as acceptable to the ENGINEER.

F. Welded wire fabric reinforcement placed over horizontal forms shall be supported on slab bolsters having gray, plastic-coated standard type legs as specified in Article 2.02 herein. Slab bolsters shall be spaced not less than 30 inches on centers, shall extend continuously across the entire width of the reinforcing mat, and shall support the reinforcing mat in the plane shown on the Drawings.

G. Welded wire fabric placed over the ground shall be supported on wired concrete blocks (dobies) spaced not more than 3 feet on centers in any direction. The construction practice of placing welded wire fabric on the ground and hooking into place in the freshly placed concrete shall not be used.

H. The clear distance between parallel bars shall be not less than the nominal diameter of the bars nor less than 1-1/3 times the maximum size of the coarse aggregate, nor less than one inch.

I. The clear distance between bars shall also apply to the distance between a contact splice and adjacent splices or bars.

J. Reinforcing bar splices shall only be used at locations shown on the Drawings. When it is necessary to splice reinforcement at points other than where shown, the character of the splice shall be as acceptable to the ENGINEER.


K. The length of lap for reinforcing bars, unless otherwise shown on the Drawings shall be in accordance with ACI 318, Section 12.15.1 for a class B splice.

L. Laps of welded wire fabric shall be in accordance with the ACI 318. Adjoining sheets shall be securely tied together with No. 14 tie wire, one tie for each 2 running feet. Wires shall be staggered and tied in such a manner that they cannot slip.

M. Reinforcing shall not be straightened or rebent in a manner which will injure the material. Bars with kinks or bends not shown on the Drawings shall not be used. All bars shall be bent cold, unless otherwise permitted by the ENGINEER. No bars partially embedded in concrete shall be field-bent except as shown on the Drawings or specifically permitted by the ENGINEER.

3.04 CLEANING AND PROTECTION

A. Reinforcing steel shall at all times be protected from conditions conducive to corrosion until concrete is placed around it.

B. The surfaces of all reinforcing steel and other metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar and other foreign substances immediately before the concrete is placed. Where there is delay in depositing concrete, reinforcing shall be reinspected and, if necessary recleaned.

- END OF SECTION -


SECTION 03300 – CAST-IN-PLACE CONCRETE

PART 1 -- GENERAL


A. The CONTRACTOR shall furnish all materials for concrete in accordance with the provisions of this Section and shall form, mix, place, cure, repair, finish, and do all other work as required to produce finished concrete, all in accordance with the requirements of the Contract Documents.

B. The requirements in this section shall apply to the following types of concrete:

1. Class A Concrete: Normal weight concrete used at all locations, unless otherwise noted.

2. Class B Concrete: Normal weight concrete where proportions are designed such that the maximum aggregate size is 3/8" (pearock). Class B concrete shall be used only at locations specifically identified on the Drawings.

3. Class C Concrete: Normal weight concrete used in electrical/instrumentation ductbanks, pipe encasements and sidewalks.

4. Flowable fill: Lean concrete proportioned without the use of coarse aggregate primarily for use as pipe backfill. Flowable fill shall be utilized only at locations indicated on the Drawings.

5. Tremie concrete: Concrete indicated to be placed underwater.

6. Grouts are specified in Section 03315 - Grout.



B. Section 01400 - Quality Control

C. Section 03100 - Concrete Formwork

D. Section 03200 - Concrete Reinforcement

E. Section 03315 - Grout

F. Section 03350 - Concrete Finishes

G. Section 03370 - Concrete Curing

H. Section 03480 - Precast Concrete Specialties


I. Section 05500 - Metal Fabrications

J. Section 09900 - Painting


A. Without limiting the generality of other requirements of these Specifications, all work specified herein shall conform to or exceed the requirements of the Florida Building Code (FBC) and the applicable requirements of the following documents to the extent that the provisions of such documents are not in conflict with the requirements of this Section.

B. Codes and Standards

1. The Building Code, as referenced herein, shall be the Florida Building Code (FBC).

C. Federal Specifications

1. UU-B-790A (Int.Amd. 1) Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellant and Fire Resistant).

D. Commercial Standards

1. ACI 214 Recommended Practice for Evaluation of Strength Test Results of Concrete.

2. ACI 318 Building Code Requirements for Reinforced Concrete.

3. ACI 301 Specifications for Structural Concrete for Buildings.

4. ACI 315 Details and Detailing of Concrete Reinforcement.

5. ACI 347 Recommended Practice for Concrete Formwork.

6. ASTM C 31 Methods of Making and Curing Concrete Test Specimens in the Field.

7. ASTM C 33 Specification for Concrete Aggregates.

8. ASTM C 39 Test Method for Compressive Strength of Cylindrical Concrete Specimens.

9. ASTM C 94 Specification for Ready-Mixed Concrete.

10. ASTM C 114 Method for Chemical Analysis of Hydraulic Cement.

11. ASTM C 136 Method for Sieve Analysis of Fine and Coarse Aggregate.

12. ASTM C 143 Test Method for Slump of Portland Cement Concrete.

13. ASTM C 150 Specification for Portland Cement.


14. ASTM C 156 Test Method for Water Retention by Concrete Curing Materials.

15. ASTM C 157 Test Method for Length Change of Hardened Cement Mortar and Concrete.

16. ASTM C 192 Method of Making and Curing Concrete Test Specimens in the Laboratory.

17. ASTM C 260 Specification for Air-Entraining Admixtures for Concrete.

18. ASTM C 494 Specification for Chemical Admixtures for Concrete.

1.04 SUBMITTALS

A. The design mix to be used shall be prepared by qualified persons and submitted for review. The design of the mix is the responsibility of the CONTRACTOR subject to the limitations of the specifications. Review processing of this submission will be required only as evidence that the mix has been designed by qualified persons and that the minimum requirements of the specifications have been met. Such review will in no way alter the responsibility of the CONTRACTOR to furnish concrete meeting the requirements of the specifications relative to strength and slump. If in the progress of the work the sources of materials change in characteristics or the CONTRACTOR requests a new source in writing, the CONTRACTOR shall, at their expense submit new test data and information for the establishment of a new design mix. Submit mix designs for all classes of concrete.

B. Where ready-mix concrete is used, the CONTRACTOR shall provide delivery tickets at the time of delivery of each load of concrete. In addition to the information required by ASTM C94, each ticket shall show the mix number, cement content and water/cement ratio.

C. Location of all proposed construction joints.

D. Manufacturer's data on all admixtures.

E. Concrete mix designs for each type of mix proposed and its intended locations.

F. A schedule of all concrete placement with volume of concrete planned to be placed each day.

G. A layout of all structures with all planned construction joint locations.


A. Plant equipment and facilities shall meet all requirements of the Check List for Certification of Ready Mixed Concrete Production facilities of the National Ready Mixed Concrete Association and ASTM C 94.

B. Tests for compressive strength and slump of concrete will be performed as specified herein. Test for determining slump will be in accordance with the requirements of ASTM C 143.


C. The cost of all tests during construction, will be borne by the COUNTY. However, the CONTRACTOR shall be charged for the cost of any additional tests and investigation on work performed which does not meet the Specifications.

D. Concrete for testing shall be supplied by the CONTRACTOR at no cost to the COUNTY, and the CONTRACTOR shall provide assistance to the ENGINEER in obtaining samples. The CONTRACTOR shall dispose of and clean up all excess material.

E. Construction Tolerances

1. The CONTRACTOR shall set and maintain concrete forms and perform finishing operations so as to ensure that the completed work is within the tolerances specified herein. Surface defects and irregularities are defined as finishes are to be distinguished from tolerances. Tolerance is the specified permissible variation from lines, grades, or dimensions shown. Where tolerances are not stated in the Specifications, permissible deviations will be in accordance with ACI 347 and Section 03100 - Concrete Formwork.

1.06 FIELD SAMPLES

A. Field Compression Tests

1. Compression test specimens shall be taken during construction from the first placement of each class of concrete specified herein and at intervals thereafter as selected by the ENGINEER to ensure continued compliance with these Specifications. At least one set of test specimens shall be made for each 50 yards of concrete placed. Each set of test specimens shall be a minimum of 5 cylinders.

2. Compression test specimens for concrete shall be made in accordance with ASTM C 31. Specimens shall be 6-inch diameter by 12-inch high cylinders.

3. Compression test shall be performed in accordance with ASTM C 39. Two test cylinders will be tested at 7 days and 2 at 28 days. The remaining cylinder will be held to verify test results, if needed.

B. Evaluation and Acceptance of Concrete

1. Evaluation and acceptance of the compressive strength of concrete shall be according to the requirements of ACI 318, Chapter 5 "Concrete Quality Mixing and Placing", and as specified herein.

2. If any concrete fails to meet these requirements, immediate corrective action shall be taken to increase the compressive strength for all subsequent batches of the type of concrete affected.

3. All concrete which fails to meet the ACI requirements and these specifications, is subject to removal and replacement at the cost of the CONTRACTOR.


1.07 PRE-CONCRETE CONFERENCE

A. At least 35 days prior to start of the Concrete construction schedule, the CONTRACTOR shall conduct a meeting to review the proposed mix designs and to discuss the required methods and procedures to achieve the required concrete construction. The CONTRACTOR shall send a pre-concrete conference agenda to all attendees 20 days prior to the schedule date of the conference.

B. The CONTRACTOR shall require responsible representatives of every party who is concerned with concrete work to attend the concrete, including but not limited to the following:

1. CONTRACTOR superintendent.

2. For concrete design mix – Laboratory retained for trial batching and tests.

3. For field quality control – Concrete subcontractor, Concrete producer, Admixture manufacturer(s), Concrete pumping contractor.

C. Minutes of the meeting shall be recorded, typed and printed by CONTRACTOR and distributed by the CONTRACTOR to all parties concerned within five days of the meeting. One copy of the minutes shall also be transmitted to the ENGINEER.

D. The minutes shall include a statement by the admixture manufacturer(s) indicating that the proposed mix design and placing techniques can produce the concrete quality required by these specifications.

E. The ENGINEER will be present at the conference. The CONTRACTOR shall notify the ENGINEER at least 20 days prior to the schedule date of the conference.

PART 2 --PRODUCTS

2.01 CONCRETE MATERIALS

A. Materials shall be delivered, stored, and handled so as to prevent damage by water or breakage. Only one brand of cement shall be used. Cement reclaimed from cleaning bags or leaking containers shall not be used. All cement shall be used in the sequence of receipt of shipments.

B. All materials furnished and stored for the work shall comply with the requirements of ACI 301, as applicable.

C. Materials for concrete shall conform to the following requirements:

1. Cement shall be standard brand portland cement conforming to ASTM C 150 for Type II. Portland cement shall contain not more than 0.60 percent alkalies. The term "alkalies" referred to herein is defined as the sum of the percentage of sodium oxide and 0.658 times the percentage of potassium oxide (Na20 + 0.658 K20). These oxides shall be determined in accordance with ASTM C 114. A single brand of cement shall be used throughout the Work, and prior to its use, the brand shall be acceptable to the ENGINEER. The cement shall be suitably protected from


exposure to moisture until used. Cement that has become lumpy shall not be used. Sacked cement shall be stored in such a manner so as to permit access for inspection and sampling. Certified mill test reports for each shipment of cement to be used shall be submitted to the ENGINEER if requested regarding compliance with these Specifications.

2. Water shall be potable, clean, and free from objectionable quantities of silty organic matter, alkali, salts and other impurities. The water shall be considered potable, for the purposes of this Section only, if it meets the requirements of the local governmental agencies.

3. Aggregates shall be obtained from pits acceptable to the ENGINEER, shall be non-reactive, and shall conform to the FBC and ASTM C 33. Maximum size of coarse aggregate shall be as specified in Article 2.04, Paragraph B of this Section. Lightweight sand for fine aggregate will not be permitted.

a. Coarse aggregates shall consist of clean, hard, durable gravel, crushed gravel, crushed rock or a combination thereof. The coarse aggregates shall be prepared and handled in two or more size groups for combined aggregates with a maximum size not greater than 1 inch. When the aggregates are proportioned for each batch of concrete, the two size groups shall be combined.

b. Fine aggregates shall be manufactured sand that is hard and durable.

c. Combined aggregates shall be well graded from coarse to fine sizes, and shall be uniformly graded between screen sizes to produce a concrete that has optimum workability and consolidation characteristics. Where a trial batch is required for a mix design, the final combined aggregate gradations will be established during the trial batch process.

d. When tested in accordance with "Potential Reactivity of Aggregates (Chemical Method)" (ASTM C 289), the ratio of silica released to reduction in alkalinity shall not exceed 1.0.

e. When tested in accordance with "Organic Impurities in Sands for Concrete" (ASTM C 40), the fine aggregate shall produce a color in the supernatant liquid no darker than the reference standard color solution.

f. When tested in accordance with "Resistance to Abrasion of Small size Coarse Aggregate by Use of the Los Angeles Machine" (ASTM C 131), the coarse aggregate shall show a loss not exceeding 42 percent after 500 revolutions, or 10.5 percent after 100 revolutions.

g. When tested in accordance with "Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate" (ASTM C 88), the loss resulting after five cycles shall not exceed 10 percent for fine or coarse aggregate when using sodium sulfate.


2.02 ADMIXTURES

A. Air-entraining agent meeting the requirements of ASTM C 260, shall be used. Sufficient air-entraining agent shall be used to provide a total air content of 3 to 5 percent. Air-entraining admixture shall be “Sika AER” by Sika Corp., “MB-VR” by master Builders, “AEA-92” by Euclid Chemical Company, “Darex AEA” by Grace, or approved equal.

B. Admixtures shall be required at the ENGINEER's discretion or, if not required, may be added at the CONTRACTOR's option to control the set, effect water reduction, and increase workability. In either case, the addition of an admixture shall be at the CONTRACTOR's expense. The use of an admixture shall be subject to acceptance by the ENGINEER. Concrete containing an admixture shall be first placed at a location determined by the ENGINEER. If the use of an admixture is producing an inferior end result, the CONTRACTOR shall discontinue use of the admixture. Admixtures specified herein shall conform to the requirements of ASTM C 494. The required quantity of cement shall be used in the mix regardless of whether or not an admixture is used. Admixtures shall contain no free chloride ions, be non-toxic after 30 days, and shall be compatible with and made by the same manufacturer as the air entraining admixture.

1. Set controlling admixture shall be either with or without water-reducing properties. Where the air temperature at the time of placement is expected to be consistently over 80 degrees Fahrenheit, a set retarding admixture such as Sika Chemical Corporation's Plastiment, Master Builder's Pozzolith 200N or equal shall be used. Where the air temperature at the time of placement is expected to be consistently under 40 degrees Fahrenheit, a set accelerating admixture such as Sika Chemical Corporation's Plastocrete 161FL, Master Builder's Pozzolith NC534, or equal shall be used.

2. Low range water reducer shall be added to all structural concrete, and shall conform to ASTM C 494, Type A. It shall be either a hydroxylated carboxylic acid type or a dydroxylated polymer type. The quantity of admixture used and the method of mixing shall be in accordance with the manufacturer's instructions and recommendations.

3. Water reducing and retarding admixture shall be in conformance with ASTM C 494 Type D free of chlorides, "Pozzolith 200N" by Master Builders, "WRDA-64" by Grace or equal.

4. High range water reducer shall be sulfonated polymer conforming to ASTM C 494, Type F or G.

5. If the high range water reducing agent is added to the concrete at the batch plant, it shall be second generation Type G, Daracem 100, as manufactured by W.R. Grace & Co.; Eucon 537 as manufactured by Euclid Chemical Co. or equal. High range water reducer shall be added to the concrete after all other ingredients have been mixed and initial slump has been verified.

6. If the high range water reducer is added to the concrete at the job site, it shall be used in conjunction with a low range water reducer and shall be Rheobuild 1000 as manufactured by Master Builders; ADVA 100 as manufactured by W.R. Grace &


Co., or equal. Concrete shall have a slump of 3 inches + ½ inch prior to adding the high range water reducing admixture at the job site. The high range water reducing admixture shall be accurately measured and pressure injected into the mixer as a single dose by an experienced technician. A standby system shall be provided and tested prior to each day's operation of the job site system.

7. Concrete shall be mixed at mixing speed for a minimum of 30 mixer revolutions after the addition of the high range water reducer.

8. The CONTRACTOR shall submit certification from each admixture manufacturer that all admixtures utilized in the design mix are compatible with one another and properly proportioned.

9. Prohibited Admixtures: Calcium chloride, thiocyanate or admixtures containing more than 0.05 percent chloride ions are not permitted.

10. Certification: Written conformance to the above mentioned requirements and the chloride ion content of the admixture will be required from the admixture manufacturer prior to Mix design review by the ENGINEER.

11. Synthetic Fibers: Monofilament or fibrillated polypropylene fibers for secondary reinforcing of concrete members when called for on Drawings. Product shall have a UL rating. Product shall be "Fiberstrand" by The Euclid Chemical Co., "Fibermesh"' by Fibermesh, Inc., or equal.

12. For Class A, Class B and Class C Concrete, flyash may be added at the option of the CONTRACTOR. However, the weight added shall be limited to 20 percent of total cementitious materials (cement and flyash). Flyash shall conform to ASTM C618; Type F.

2.03 ACCESSORIES

A. Epoxy adhesives shall be the following products for the applications specified to be used in strict accordance with manufacturer's recommendations.

1. For bonding freshly-mixed, plastic concrete to hardened concrete, Sikadur 32 Hi-Mod, LPL Epoxy Adhesive, as manufactured by Sika Chemical Corporation; Concresive 1001-LPL, as manufactured by Adhesive Engineering Company; or equal.

2. For bonding hardened concrete or masonry to steel, Colma-Dur Gel, Sikadur Hi-Mod Gel, or equal.

3. Epoxy grouting of vertical and horizontal dowels in existing concrete: A two-component structural epoxy gel such as Rawl/Sika Foil-Fast Epoxy Injection Gel or Sikadur injection gel as manufactured by Sika Chemical Corp. or approved equal. Place with pneumatic or manual injection gun.


2.04 CONCRETE MIX

A. Concrete shall be composed of cement, admixtures, aggregates and water. These materials shall be of the qualities specified. The exact proportions in which these materials are to be used for different parts of the work will be determined by the CONTRACTOR. In general, the mix shall be designed to produce a concrete capable of being deposited so as to obtain maximum density and minimum shrinkage and, where deposited in forms, to have good consolidation properties and maximum smoothness of surface. Mix designs with more than 41 percent of sand of the total weight of fine and coarse aggregate shall not be used for Class A Concrete. The aggregate gradations shall be formulated to provide fresh concrete that will not promote rock pockets around reinforcing steel or embedded items. The proportions shall be changed whenever necessary or desirable to meet the required results at no additional cost to the COUNTY. All changes shall be subject to review by the ENGINEER.

B. The proportions of cement, aggregates, admixtures and water used in the concrete shall be based on tests of grading and moisture content of materials, slump of concrete mixture, strength of concrete and the following factors:

1. Class A Concrete (All cast-in-place and precast concrete unless otherwise noted).

Minimum cementitious materials content, per cubic yard

without flyash added: 611 lbs.

with flyash added: 494 lbs.


0.42

Slump range 3 inches to 4 inches with water reducing admixture 3-inch maximum before addition of high range water reducing admixture. 8-inch maximum after addition of high range water reducing admixture

Coarse Aggregate #57 per ASTM C33

Compressive strength at 28 days – F’c 4,000 psi

Air Content 3% ± 1%

2. Class B Concrete (At locations shown on the Drawings)


517 lbs.

Maximum water-cementitious materials ratio, by weight

0.50

Slump, maximum 5 inches

Compressive strength at 28 days - F’c 4,000 psi

Coarse Aggregate Pearock

Air Content 3% +/- 1%


3. Class C Concrete (Sidewalks, pipe encasements in the dry, thrust blocks and electrical duct banks)


500 lbs.


0.60


Compressive strength at 28 days - F'c 3,000 psi

Coarse Aggregate #57 per ASTM C33

Air Content 3% +/- 1%

4. Flowable Fill (In lieu of pipe bedding, select backfill)


100 lbs.


5.0

Slump, maximum 30 +/- 5 inches

Compressive strength at 28 days - F'c 50 - 150 psi

Coarse Aggregate none

Fine Aggregate limestone screenings

5. Tremie Concrete (Concrete placed under water)


700 lbs.


0.45


Compressive strength at 28 days - F'c 4,000 psi

C. All Class A concrete, unless noted otherwise on the Drawings, shall be air entrained concrete and contain the high range water-reducing admixture (superplasticizer). A water reducing admixture may be added to the mix at the CONTRACTOR's option.

D. The mix proportions used shall be changed, subject to the limitation specified herein, whenever such change is necessary or desirable to secure the required strength, density, workability, and surface finish and the CONTRACTOR shall be entitled to no additional compensation because of such changes.


2.05 CONSISTENCY

A. The quantity of water entering into a batch of concrete shall be just sufficient, with a normal mixing period, to produce a concrete which can be worked properly into place without segregation, and which can be compacted by the vibratory methods herein specified to give the desired density, impermeability and smoothness of surface. The quantity of water shall be changed as necessary, with variations in the nature or moisture content of the aggregates, to maintain uniform production of a desired consistency. The consistency of the concrete in successive batches shall be determined by slump tests in accordance with ASTM C 143. Slumps shall be 4 inches + 1 inch measured at the form. Slump with high range water reducers shall be 6 inches + 1 inch at the form.

2.06 READY-MIXED CONCRETE

A. Ready-mixed concrete shall be used meeting the requirements as to materials, batching, mixing, transporting, and placing as specified herein and in accordance with ASTM C 94.

B. Ready-mixed concrete shall be delivered to the site of the work, and discharge shall be completed within one and one-half hour after the addition of the cement to the aggregates or before the drum has been revolved 300 revolutions, whichever is first. Upon delivery from the truck concrete temperature shall not exceed 90 degrees Fahrenheit.

C. Truck mixers shall be equipped with electrically-actuated counters by which the number of revolutions of the drum or blades may be readily verified. The counter shall be of the resettable, recording type. The counters shall be actuated at the time of starting mixers at mixing speeds.

D. Each batch of concrete shall be mixed in a truck mixer for not less than 100 revolutions of the drum or blades at the rate of rotation designated by the manufacturer of equipment. Additional mixing, if any, shall be at the speed designated by the manufacturer of the equipment as agitating speed. All materials including mixing water shall be in the mixer drum before actuating the revolution counter for determining the number of revolution of mixing.

PART 3 -- EXECUTION

3.01 PROPORTIONING AND MIXING

A. Proportioning of the concrete mix shall conform to the requirements of Chapter 3 "Proportioning" of ACI 301; provided, that the maximum slump for any concrete shall not exceed the limits specified in this Section of the Specifications.

B. Mixing of concrete shall conform to the requirements of Chapter 7 of ACI 301 Specifications.

C. Retempering of concrete or mortar which has partially hardened will not be permitted.


3.02 PREPARATION

A. Earth surfaces shall be thoroughly wetted by sprinkling, prior to the placing of any concrete, and these surfaces shall be kept moist by frequent sprinkling up to the time of placing concrete thereon. The surface shall be free from standing water, mud, and debris at the time of placing concrete.

B. No concrete shall be placed until the reinforcement steel and formwork have been erected in a manner acceptable to the ENGINEER. The CONTRACTOR shall notify the ENGINEER not less than two working days prior to Concrete Placement, allowing one day for review and any corrective measures which are required.

C. Joints in Concrete

1. Concrete surfaces upon or against which concrete is to be placed shall be given a roughened surface for good bond and a bonding agent shall be placed.

2. After the surfaces have been prepared all approximately horizontal construction joints shall be covered with a layer of mortar approximately one-inch thick. The mortar shall have the same proportions of cement and sand as the regular concrete mixture. The water-cement ratio of the mortar in place shall not exceed that of the concrete to be placed upon it, and the consistency of the mortar shall be suitable for placing and working in the manner hereinafter specified. The mortar shall be spread uniformly and shall be worked thoroughly into all irregularities of the surface. Wire brooms shall be used where possible to scrub the mortar into the surface. Concrete shall be placed immediately upon the fresh mortar.

D. Placing Interruptions

1. When placing of concrete is to be interrupted long enough for the concrete to take a set, the working face shall be given a shape by the use of forms or other means, that will secure proper union with subsequent work; provided that construction joints shall be made only where acceptable to the ENGINEER. Cold joints will be sufficient cause for rejection of the work.

E. Embedded Items

1. No concrete shall be placed until all formwork, installation of parts to be embedded, reinforcing steel, and preparation of surfaces involved in the placing have been completed and accepted by the ENGINEER at least four hours before placement of concrete. All surfaces of forms and embedded items that have become encrusted with dried grout from concrete previously placed shall be cleaned of all such grout before the surrounding or adjacent concrete is placed.

2. All inserts or other embedded items shall conform to the requirements herein.

F. All reinforcement, anchor bolts, sleeves, inserts, and similar items shall be set and secured in the forms where shown on the Drawings or by shop drawings and shall be acceptable to the ENGINEER before any concrete is placed. Accuracy of placement is the responsibility of the CONTRACTOR.


G. All anchor bolts called for on the drawings shall be cast-in-place in the concrete. Drilled, impact, adhesive or other types of anchors shall not be substituted for anchor bolts unless otherwise shown on the Drawings. Anchor bolts shall conform to the requirements set forth in the Section 05500 - Metal Fabrications.

H. Casting New Concrete Against Old

1. Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age), the surface of the old concrete shall be thoroughly cleaned and roughened by sand-blasting (exposing aggregate) prior to the application of an epoxy bonding agent.

I. No concrete shall be placed in any structure until all water entering the space to be filled with concrete has been properly cut off or has been diverted by pipes, or other means, and carried out of the forms, clear of the work. No concrete shall be deposited underwater, except where shown on the Drawings to be placed by the tremie method, nor shall the CONTRACTOR allow still water to rise on any concrete until the concrete has attained its initial set. Water shall not be permitted to flow over the surface of any concrete in such manner and at such velocity as will injure the surface finish of the concrete. Pumping or other necessary dewatering operations for removing ground water, if required, will be subject to the review of the ENGINEER.

J. Corrosion Protection

1. Pipe, conduit, dowels, and other ferrous items required to be embedded in concrete construction shall be so positioned and supported prior to placement of concrete that there will be a minimum of 2 inches clearance between said items and any part of the concrete reinforcement. Securing such items in position by wiring or welding them to the reinforcement will not be permitted.

2. Openings for pipes, inserts for pipe hangers and brackets, and the setting of anchors shall, where practicable, be provided for during the placing of concrete.

3. Anchor bolts shall be accurately set, and shall be maintained in position by templates while being embedded in concrete.

4. The surfaces of all metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar, and other foreign substances immediately before the concrete is placed.

3.03 PLACING CONCRETE

A. Placing of concrete shall conform to the applicable requirements of Chapter 8 of ACI 301 and the requirements of this Section.

B. Non-Conforming Work or Materials

1. Concrete which upon or before placing is found not to conform to the requirements specified herein shall be rejected and immediately removed from the Work. Concrete which is not placed in accordance with these Specifications, or which is


of inferior quality, shall be removed and replaced by and at the expense of the CONTRACTOR.

C. Unauthorized Placement

1. No concrete shall be placed except in the presence of duly authorized representative of the ENGINEER. The CONTRACTOR shall notify the ENGINEER at least 24 hours in advance of placement of any concrete.

D. Placement in Wall Forms

1. Concrete shall not be dropped through reinforcement steel or into any deep form, whether reinforcement is present or not, causing separation of the coarse aggregate from the mortar on account of repeatedly hitting rods or the sides of the form as it falls, nor shall concrete be placed in any form in such a manner as to leave accumulation of mortar on the form surfaces above the placed concrete. In such cases, some means such as the use of hoppers and, if necessary, vertical ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in a manner that it may reach the place of final deposit without separation. In no case shall the free fall of concrete exceed 4 feet below the ends of ducts, chutes, or buggies.

2. Concrete shall be uniformly distributed during the process of depositing and in no case after depositing shall any portion be displaced in the forms more than 6 feet in horizontal direction. Concrete in forms shall be deposited in uniform horizontal layers not deeper than 2 feet; and care shall be taken to avoid inclined layers or inclined construction joints except where such are required for sloping members. Each layer shall be placed while the previous layer is still soft. The rate of placing concrete in forms shall not exceed 5 feet of vertical rise per hour.

E. Casting New Concrete Against Old

1. An epoxy adhesive bonding agent shall be applied to set surfaces of construction joints according to the manufacturer's written recommendations.

F. Conveyor Belts and Chutes

1. All ends of chutes, hopper gates, and all other points of concrete discharge throughout the CONTRACTOR's conveying, hoisting and placing system shall be so designed and arranged that concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyor belts, if used, shall be of a type acceptable to the ENGINEER. Chutes longer than 50 feet will not be permitted. Minimum slopes of chutes shall be such that concrete of the specified consistency will readily flow in them. If a conveyor belt is used, it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyor belts and chutes shall be covered. Sufficient illumination shall be provided in the interior of all forms so that the concrete at the places of deposit is visible from the deck or runway.

G. Placement in Slabs


1. Concrete placed in sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the pour. As the work progresses, the concrete shall be vibrated and carefully worked around the slab reinforcement, and the surface of the slab shall be screeded in an up-slope direction.

H. Temperature of Concrete

1. The temperature of concrete when it is being placed shall be not more than 90 degrees F. Concrete ingredients shall not be heated to a temperature higher than that necessary to keep the temperature of the mixed concrete, as placed, from falling below the specified minimum temperature. If concrete is placed when the weather is such that the temperature of the concrete would exceed 90 degrees Fahrenheit, the CONTRACTOR shall employ effective means, such as precooling of aggregates and mixing water using ice or placing at night, as necessary to maintain the temperature of the concrete, as it is placed, below 90 degrees F. The CONTRACTOR shall be entitled to no additional compensation on account of the foregoing requirements. During summer months concrete pours shall be scheduled in the morning or early part of the day when temperatures are cooler.

I. Pumping Equipment

1. Pumping equipment and procedures if used shall conform to the recommendations contained in the report of ACI Committee 304 on Placing Concrete by Pumping Methods, ACI 304.2R. The specified slump shall be measured at the point of discharge. The loss of slump in pumping shall not exceed 1-1/2 inches.

J. The order of placing concrete in all parts of the work shall be acceptable to the ENGINEER. In order to minimize the effects of shrinkage, the concrete shall be placed in units as bounded by construction joints shown on the Drawings. The placing of units shall be done by placing alternate units in a manner such that each unit placed shall have cured at least 7 days before the contiguous unit or units are placed, except that the corner sections of vertical walls shall not be placed until the 2 adjacent wall panels have cured at least 14 days.

K. The surface of the concrete shall be level whenever a run of concrete is stopped. To ensure a level, straight joint on the exposed surface of walls, a wood strip at least 3/4-inch thick shall be tacked to the forms on these surfaces. The concrete shall be carried about 1/2-inch above the underside of the strip. About one hour after the concrete is placed, the strip shall be removed and any irregularities in the edge formed by the strip shall be leveled with a trowel and all laitance shall be removed.

L. As concrete is placed in the forms or in excavations, it shall be thoroughly settled and compacted, throughout the entire depth of the layer which is being consolidated, into a dense, homogeneous mass, filling all corners and angles, thoroughly embedding the reinforcement, eliminating rock pockets, and bringing only a slight excess of water to the exposed surface of concrete during placement. Vibrators shall be high speed power vibrators (8000 to 10,000 rpm) of an immersion type in sufficient number and with (at least one) standby units as required.

M. Care shall be used in placing concrete around waterstops. The concrete shall be carefully worked by rodding and vibrating to make sure that all air and rock pockets


have been eliminated. Where flat-strip type waterstops are placed horizontally, the concrete shall be worked under the waterstops by hand, making sure that all air and rock pockets have been eliminated. Concrete surrounding the waterstops shall be given additional vibration, over and above that used for adjacent concrete placement to assure complete embedment of the waterstops in the concrete.

N. Concrete in walls shall be internally vibrated and at the same time, stirred, or worked with suitable appliances, tamping bars, shovels, or forked tools until it completely fills the forms or excavations and closes snugly against all surfaces. Subsequent layers of concrete shall not be placed until the layers previously placed have been worked thoroughly as specified. Vibrators shall be provided in sufficient numbers, with standby units as required, to accomplish the results herein specified within 15 minutes after concrete of the prescribed consistency is placed in the forms. The vibrating head shall be kept from contact with the surfaces of the forms. Care shall be taken not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents.

3.04 CONCRETE FINISHING

A. Concrete finishes are specified in Section 03350 - Concrete Finishes.

3.05 CURING AND PROTECTION

A. Curing is specified in Section 03370 - Concrete Curing.

3.06 PLACING CONCRETE UNDERWATER (TREMIE CONCRETE)

A. Placing concrete underwater will be permitted only when shown on the Drawings. Concrete deposited under water shall be carefully placed in a compacted mass in final position by means of a tremie, a closed bottom dump bucket or other approved method. Care must be exercised to maintain still water at the point of deposit. Concrete shall not be placed in running water. The consistency of the concrete shall be regulated to prevent segregation of materials. The method of depositing concrete shall be regulated such that the concrete enters the mass of the previously place concrete from within, displacing water with a minimum disturbance to the surface of the concrete.

B. Tremie shall consist of a tube having a diameter of not less than 10 inches and constructed in sections having flanged couplings fitted with gaskets. The tremie shall be supported to permit free movement of the discharge and over the entire top surface of the work and shall permit rapid lowering when necessary to choke off or retard the flow. The discharge end shall be entirely sealed at all times and the tremie tube kept full to the bottom of the hopper. When a batch is dumped into the hopper, the tremie shall be slightly raised, but not out of the concrete at the bottom, until the batch discharges to the bottom of the hopper. The flow shall then be stopped by lowering the tremie. The flow shall be continuous until the placement has been completed.

3.07 PLACING CONCRETE UNDER PRESSURE (PUMPING)

A. Where concrete is conveyed and placed by mechanically applied pressure, the equipment shall have the capacity for the operation. The operation of the pump shall be such that a continuous stream of concrete without air pockets is produced. To


obtain the least line resistance, the layout of the pipeline system shall contain a minimum number of bends with no change in pipe size. If two sizes of pipe must be used, the smaller diameter should be used at the pump end and the larger at the discharge end. When pumping is completed, the concrete remaining in the pipelines, if it is to be used, shall be ejected in such a manner that there will be no contamination of the concrete or separation of the ingredients.

B. No aluminum parts shall be in contact with the concrete during the entire placing of concrete under pressure at any time.

C. Prior to placing concrete under pressure, the CONTRACTOR shall submit the concrete mix design together with test results from a recognized testing laboratory proving the proposed mix meets all requirements. In addition, at the CONTRACTOR’s option, an actual pumping test under field conditions may be performed prior to use of the accepted mix. This test requires a duplication of anticipated site conditions from beginning to end. The batching and truck mixing shall be the same as will be used; the same pump and operator shall be present and the pipe and pipe layouts will reflect the maximum height and distance contemplated.

D. If the pumped concrete does not produce satisfactory end results, the CONTRACTOR shall discontinue the Pumping operation and proceed with the placing of concrete using conventional methods.

E. The pumping equipment must have two cylinders and be designed to operate with one cylinder only in case the other one is not functioning. In lieu of this requirement, the CONTRACTOR may have a standby pump on the site during pumping.

F. The minimum diameter of the hose (conduits) shall be four inches.

G. Pumping equipment and hoses (conduits) that are not functioning properly shall be replaced.

3.08 ORDER OF PLACING CONCRETE

A. In order to minimize the effects of shrinkage, the concrete shall be placed in units as bounded by construction joints shown on the Drawings and maximum lengths as indicated on Drawings. The placing of units shall be done by placing alternate units in a manner such that each unit placed shall have cured at least seven days before the contiguous unit or units are placed, except that the corner sections of vertical walls shall not be placed until the two adjacent wall panels have cured at least 14 days.

B. The surface of the concrete shall be level whenever a run of concrete is stopped.

3.09 DEFECTIVE CONCRETE

A. As soon as forms are removed, all exposed surfaces shall be carefully examined and any irregularities shall be immediately rubbed or ground in a satisfactory manner in order to secure a smooth, uniform, and continuous surface. Plastering or coating of surfaces to be smoothed will not be permitted. No repairs shall be made until reviewed by the ENGINEER. In no case will extensive patching of honeycombed concrete be permitted. Concrete containing minor voids, holes, honeycombing, or similar


depression defects shall be repaired as specified herein. Concrete containing extensive voids, holes, honeycombing, or similar depression defects, shall be completely removed and replaced. All repairs and replacements herein specified shall be promptly executed by the CONTRACTOR at its own expense.

B. Defective surfaces to be repaired as specified in Article 3.09, Paragraph A of this Section, shall be cut back from trueline a minimum depth of 1/2 inch over the entire area. Feathered edges will not be permitted. Where chipping or cutting tools are not required in order to deepen the area properly, the surface shall be prepared for bonding by the removal of all laitance or soft material, and not less than 1/32-inch depth of the surface film from all hard portions. The material used for repair proposed shall consist of a mixture of one sack of cement to 3 cubic feet of sand. For exposed walls, the cement shall contain such a proportion of Atlas white portland cement as is required to make the color of the patch match the color of the surrounding concrete.

C. Holes left by tie-rod cones shall be repaired in an acceptable manner with dry-packed cement grout or premixed patching material as accepted by the ENGINEER.

D. All repairs shall be built up and shaped in such a manner that the completed work will conform to the requirements of Article 3.04 or 3.09 of this Section, as applicable, using acceptable methods which will not disturb the bond, cause sagging, or cause horizontal fractures. Surfaces of said repairs shall receive the same kind and amount of curing treatment as required for the concrete in the repaired section.

E. Prior to backfilling, all cracks that may have developed shall be "vee'd" and filled with sealant. This repair method shall be done on the faces of members in contact with fill.

3.10 CARE AND REPAIR OF CONCRETE

A. The CONTRACTOR shall protect all concrete against injury or damage from excessive heat, lack of moisture, overstress, or any other cause until final acceptance by the COUNTY. Particular care shall be taken to prevent the drying of concrete and to avoid roughening or otherwise damaging the surface. Any concrete found to be damaged, or which may have been originally defective, or which becomes defective at any time prior to the final acceptance of the completed work, or which departs from the established line or grade, or which, for any other reason, does not conform to the requirements of the Contract Documents, shall be satisfactorily repaired or removed and replaced with acceptable concrete at the CONTRACTOR's expense.

3.11 CONCRETE SEALER

A. CONTRACTOR shall apply a sealer to the top surface of all finished concrete floor slabs and equipment pads which are to remain unpainted and not intended to be immersed unless stated otherwise. Sealer shall be Sikagard 701W as manufactured by Sika Corporation, or equal.

- END OF SECTION -


SECTION 03315 – GROUT

PART 1 -- GENERAL


A. The CONTRACTOR shall furnish all materials for grout in accordance with the provisions of this Section and shall form, mix place, cure, repair, finish, and do all other Work as required to produce finished grout, all in accordance with the requirements of the Contract Documents.



B. Section 03200 - Concrete Reinforcement

C. Section 03300 - Cast-In-Place Concrete


A. Specifications, codes, and standards shall be as specified in Section 03300 - Cast-In-Place Concrete, and as referred to herein.

B. Additional Commercial Standards

CRD-C 621 Corps of Engineers Specification for Nonshrink Grout

1.04 SUBMITTALS

A. The CONTRACTOR shall submit certified test results verifying the compressive strength, shrinkage, and expansion requirements specified herein; and manufacturer's literature containing instructions and recommendations on the mixing, handling, placement and appropriate uses for each type of grout used in the work.

PART 2 -- PRODUCTS

2.01 PREPACKAGED NON-SHRINK CEMENTITIOUS GROUT

A. Nonshrink grout shall be a prepackaged, inorganic, non-gas liberating, nonmetallic, cement-based grout requiring only the addition of water. Manufacturer's instructions shall be printed on each bag or other container in which the materials are packaged. The specific formulation for each class of nonshrink grout specified herein shall be that recommended by the manufacturer for the particular application.

B. Nonshrink grouts shall have a minimum 28 day compressive strength of 5000 psi (ASTM C109, restrained), shall have no shrinkage (0.0 percent) and a maximum 4.0 percent expansion in the plastic state when tested in accordance with ASTM C 827, and shall have no shrinkage (0.0 percent) and a maximum of 0.2 percent expansion in the hardened state when tested in accordance with CRD C 621.


C. Cement based grout shall be Five Star Grout as manufactured by Five Star Products, Inc., Fairfield, Connecticut, or equal.

D. Cementitious non-shrink grout shall be used at locations where there are no dynamic loads, the grout will not come in contact with wastewater or wastewater gases, and where non-shrink grout is identified on the Drawings. Applications include, but are not limited to, structural steel column base plates, gate frames and guides, and precast concrete to cast-in-place concrete joints.

2.02 PREPACKAGED NON-SHRINK EPOXY GROUT

A. Epoxy-based non-shrink grout shall be a three component, 100 percent solids, solvent-free system designed for machinery grouting. Applications include, but are not limited to, anchoring, pump and motor bases, and any other equipment imparting dynamic loads to the support system.

B. When non-shrink grout is identified on the Drawings in submerged (water or wastewater) or under wastewater gas environment, epoxy-based non-shrink grouts shall be used.

C. The epoxy grout shall be delivered to site as prepackaged, three-component systems composing of the resin, hardener, and specially blended aggregates. The components shall be stored as recommended by the manufacturer until use.

D. Non-shrink epoxy grout shall be Five Star DP Epoxy Grout by Five Star Products, Inc., Fairfield, Connecticut, or equal.

2.03 NON-BAGGED CEMENT GROUT

A. Non-bagged cement grout shall conform to the requirements specified for Class B concrete, except the coarse aggregate shall have 100 percent passing the 1/2-inch sieve and 85 percent passing the 3/8-inch sieves. The grout shall be placed within the tolerances shown on the Drawings.

2.04 DOWEL/ANCHOR BOLT ADHESIVE SYSTEM

A. When rebar or anchor bolts are specified to be drilled in and grouted on the Drawings, an adhesive system specified in Section 03200 - Concrete Reinforcement shall be used.

2.05 CURING MATERIALS

A. Curing materials shall be as recommended by the manufacturer.

2.06 CONSISTENCY

A. The consistency of grouts shall be that necessary to completely fill the space to be grouted for the particular application. Dry pack consistency is such that the grout is plastic and moldable but will not flow. Where "dry pack" is called for in the Contract Documents, it shall mean a grout of the above described consistency; the type of grout to be used shall be as specified herein for the particular application.


2.07 MEASUREMENT OF INGREDIENTS

A. Prepackaged grouts shall have ingredients measured by means recommended by the manufacturer.

PART 3 -- EXECUTION

3.01 GENERAL

A. All surface preparation, curing, and protection of cement grout shall be as specified in Section 03300 - Cast-in-Place Concrete. The finish of the grout surface shall match that of the adjacent concrete.

B. All mixing, surface preparation, handling, placing, consolidation, and other means of execution for prepackaged grouts shall be done according to the instructions and recommendations of the manufacturer.

3.02 CONSOLIDATION

A. Grout shall be placed in such a manner, for the consistency necessary for each application, so as to assure that the space to be grouted is completely filled.

- END OF SECTION -

03350-1 WTP 1A WATER STORAGE TANK

SECTION 03350 – CONCRETE FINISHES

PART 1 -- GENERAL


A. The CONTRACTOR shall furnish all materials, labor, and equipment required to provide finishes of all concrete surfaces specified herein and shown on the Drawings.


A. Section 03100 - Concrete Formwork


C. Section 03400 - Precast Concrete Specialties

D. Section 03315 - Grout

E. Section 09900 - Painting


A. Without limiting the generality of the other requirements of the specifications, all work herein shall conform to the applicable requirements of the following documents. All referenced specifications, codes, and standards refer to the most current issue available at the time of Bid.

1. ACI 301 -Specifications for Structural Concrete for Buildings

2. ACI 318 - Building Code Requirements for Reinforced Concrete

1.04 SUBMITTALS

A. Submit the following in accordance with Section 01300 - Submittals.

1. Manufacturer's literature on all products specified herein.

PART 2 -- PRODUCTS

2.01 CONCRETE FLOOR SEALER

A. Floor sealer is specified in Section 03300 – Cast – in place-concrete.

PART 3 -- EXECUTION

3.01 FINISHES ON FORMED CONCRETE SURFACES

A. After removal of forms, the finishes described below shall be applied in accordance with Article 3.05, Concrete Finish Schedule, of this Section. Unless the finish schedule specifies otherwise, all surfaces shall receive at least a Type I finish. The ENGINEER shall be the sole judge of acceptability of all concrete finish work.


1. Type I - Rough: All fins, burrs and other projections left by the forms shall be removed. All holes left by removal of ends of ties, and all other holes, depressions, or voids shall be filled solid with cement grout after first being thoroughly wetted. Honeycombs shall be chipped back to solid concrete as directed, prior to patching with cement grout. Holes shall be filled with a small tool that will permit packing the hole solidly with cement grout. Cement grout shall consist of one part cement to three parts sand, and the amount of mixing water shall be as little as consistent with the requirements of handling and placing. Color of cement grout shall match the adjacent wall surface.

2. Type II - Grout Cleaned: Where this finish is required, it shall be applied after completion of Type I finish. After the concrete has been predampened, a slurry consisting of one part cement (including an appropriate quantity of white cement in order to produce a color matching the surrounding concrete) and 1-1/2 parts sand passing the No. 16 sieve, by damp loose volume, shall be spread over the surface with clean burlap pads or sponge rubber floats. Any surplus shall be removed by scraping and then rubbing with clean burlap. The finish shall be kept damp for at least 36 hours after application.

3. Type III - Smooth Rubbed: Where this finish is required, it shall be applied after the completion of the Type I finish. No rubbing shall be done before the concrete is thoroughly hardened and the mortar used for patching is firmly set. A smooth, uniform surface shall be obtained by wetting the surface and rubbing it with a carborundum stone to eliminate irregularities. Unless the nature of the irregularities require it, the general surface of the concrete shall not be cut into. Corners and edges shall be slightly rounded by the use of the carborundum stone. Brush finishing or painting with grout or neat cement will not be permitted.

3.02 SLAB AND FLOOR FINISHES

A. The finishes described below shall be applied to floors, slabs, flow channels and top of walls in accordance with Article 3.05, Concrete Finish Schedule, of this Section. The ENGINEER shall be the sole judge of acceptability of all such finish work.

1. Type "A" - Screeded: This finish shall be obtained by placing screeds at frequent intervals and striking off to the surface elevation required.

2. Type "B" - Wood Floated: This finish shall be obtained after completion of a Type "A" finish by working a previously screeded surface with a wood float until the desired texture is reached. Floating shall begin when the water sheen has disappeared and when the concrete has sufficiently hardened so that a person's foot leaves only a slight imprint. If wet spots occur, water shall be removed with a squeegee. Care shall be taken to prevent the formation of laitance and excess water on the finished surface. The finished surface shall be true, even, and free from blemishes and other irregularities.

3. Type "C" - Cork Floated: This finish shall be similar to Type "B" but slightly smoother than that obtained with a wood float. It shall be obtained by power or band floating with cork floats.


4. Type "D" - Steel Troweled: This finish shall be obtained after completion of a Type "B" finish. When the concrete has hardened sufficiently to prevent excess fine material from working to the surface, the surface shall be compacted and smoothed with not less than two thorough and complete steel troweling operations. In areas which are to receive a floor covering such as tile, resilient flooring, or carpeting, only one troweling operation is required. The finish shall be brought to a smooth, dense surface, free from defects and blemishes.

5. Type "E" - Broom or Belt: This finish shall provide the surface with a transverse scored texture by drawing a broom or burlap belt across the surface immediately after completion of a Type "B" finish.

6. Type "F" - Raked Finish: This finish shall be provided by raking the surface as soon as the condition of the concrete permits by making depressions of +/-1/4 inch.

3.03 SEALING OF CONCRETE FLOOR

A. After installation of all equipment and piping, and after completion of other related construction activities, all floor slabs which are to remain unpainted and not intended to be immersed shall be sealed with a floor sealer unless stated otherwise. Remove all dirt, droppage, oil, grease, asphalt or other foreign matter with caustics and detergents as required prior to application. Sealer shall be applied in accordance with the manufacturer's recommendations.

B. This section does not apply to floor areas to receive floor coating at locations shown on the drawings. Floor coatings are specified in Section 09900.

3.04 FINISHES ON EQUIPMENT PADS

A. Formed surfaces of equipment pads shall receive a Type I finish.

B. Top surfaces of equipment pads, except those surfaces subsequently required to receive non-shrink grout and support equipment bases, shall receive a Type "D" finish, unless otherwise noted. Surfaces which will later receive non-shrink grout shall, before the concrete takes its final set, be made rough by removing the sand and cement that accumulates on the top to the extent that the aggregate will be exposed with irregular indentations in the surface up to 1/2 inch deep.


3.05 CONCRETE FINISH SCHEDULE

Item Type of Finish

Inner face of walls of tanks, flow channels, wet wells, perimeter walls, and miscellaneous concrete structures:

From 3 feet below water surface to bottom of wall I* From top of wall to 3 feet below water surface II* Exterior concrete walls below grade I Exterior exposed concrete walls and columns (including top of wall) to one foot below grade. All other exposed concrete surfaces not specified elsewhere

II

All interior exposed concrete vertical surfaces in buildings III Interior exposed ceiling, including beams III Floors of process equipment tanks or basins, and slabs to receive roofing material or waterproof membranes

B

All interior finish floors of buildings and structures and walking surfaces which will be continuously or intermittently wet

C

All interior finish floors of buildings and structures which are not continuously or intermittently wet

D

Floors to receive tile, resilient flooring, or carpeting D Concrete in flow channels D Exterior concrete sidewalks, steps, ramps and landings E Precast concrete, hollow core planks, double tees F * Finish shall be suitable for application of coatings and be acceptable to the coating applicator and manufacturer. See the Section 09900 - Painting.

- END OF SECTION -


SECTION 03370 – CONCRETE CURING

PART 1 -- GENERAL


A. The CONTRACTOR shall protect all freshly deposited concrete from premature drying and from the weather elements. The concrete shall be maintained with minimal moisture loss at a relatively constant temperature for a period of time necessary for the hydration of the cement and proper hardening of the concrete in accordance with the requirements specified herein.


A. Section 03100 - Concrete Formwork


C. Section 03350 - Concrete Finishes



1. ACI 301 - Specifications for Structural Concrete for Buildings

2. ACI 304 - Guide for Measuring, Mixing, Transporting, and Placing Concrete

3. ACI 305 - Hot Weather Concreting

4. ACI 306 - Cold Weather Concreting

5. ACI 308 - Standard Practice for Curing Concrete

6. ASTM C171 - Standard Specifications for Sheet Materials for Curing Concrete

7. ASTM C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

8. Federal Specification TT-C-800

1.04 SUBMITTALS


1. Proposed procedures for protection of concrete under wet weather placement conditions.

2. Proposed normal procedures for protection and curing of concrete.


3. Proposed special procedures for protection and curing of concrete under hot and cold weather conditions.

4. Proposed method of measuring concrete surface temperature changes.

5. Manufacturer's literature and material certification for proposed curing compounds.

PART 2 -- PRODUCTS

2.01 LIQUID MEMBRANE-FORMING CURING COMPOUND

A. Curing compound shall comply with ASTM C-309 Type I-D, Class B.

B. Minimum solids content of curing compound shall be 30%.

C. Moisture loss from concrete surface receiving compound shall not exceed 0.03 grams per square centimeter when applied at 300 square feet per gallon.

D. The curing compound shall be an emulsion which is freeze-thaw stable and displays a white color that disappears when dry.

E. Curing compound shall be SureCure 30 by Kaufman Products, Inc., CA D.O.T. Acrylic Cure by Symons Corporation, Sealtight CS-309-30 by W. R. Meadows, or equal.

2.02 EVAPORATION REDUCER

A. Evaporation reducer shall be Master Builders, "Confilm", Euclid Chemical "Euco-Bar", or equal.

PART 3 -- EXECUTION

3.01 PROTECTION AND CURING

A. All freshly placed concrete shall be protected from the elements, flowing water and from defacement of any nature during construction operations.

B. As soon as the concrete has been placed and horizontal top surfaces have received their required finish, provision shall be made for maintaining the concrete in a moist condition for at least a 5-day period thereafter except for high early strength concrete, for which the period shall be at least the first three days after placement. Horizontal surfaces shall be kept covered, and intermittent, localized drying will not be permitted.

C. The CONTRACTOR shall use one of the following methods to insure that the concrete remains in a moist condition for the minimum period stated above.

1. Ponding or continuous fogging or sprinkling.

2. Application of mats or fabric kept continuously wet.

3. Continuous application of steam (under 150 degrees Fahrenheit).

4. Application of sheet materials conforming to ASTM C171.


D. The CONTRACTOR shall keep absorbent wood forms wet until they are removed. After form removal, the concrete shall be cured by one of the methods in paragraph C.

E. Any of the curing procedures used in Article 3.01 Paragraph C of this Section may be replaced by one of the other curing procedures listed in Article 3.01 Paragraph C of this Section after the concrete is one-day old. However, the concrete surface shall not be permitted to become dry at any time.

3.02 CURING CONCRETE UNDER COLD WEATHER CONDITIONS

A. Suitable means shall be provided for a minimum of 72 hours after placing concrete to maintain it at or above the minimum as placed temperatures specified in Section 03300 - Cast-In-Place Concrete, for concrete work in cold weather. During the 72-hour period, the concrete surface shall not be exposed to air more than 20 degrees Fahrenheit above the minimum as placed temperatures.

B. Stripping time for forms and supports shall be increased as necessary to allow for retardation in concrete strength caused by colder temperatures. This retardation is magnified when using concrete made with blended cements or containing fly ash or ground granulated blast furnace slag. Therefore, curing times and stripping times shall be further increased as necessary when using these types of concrete.

C. The methods of protecting the concrete shall be such that will prevent local drying. Equipment and materials approved for this purpose shall be on the site in sufficient quantity before the work begins. The CONTRACTOR shall assist the ENGINEER by providing holes in the forms and the concrete in which thermometers can be placed to determine the adequacy of heating and protection.

D. Curing procedures during cold weather conditions shall conform to the requirements of ACI 306.

3.03 CURING CONCRETE UNDER HOT WEATHER CONDITIONS

A. When air temperatures exceed 85 degrees Fahrenheit, the CONTRACTOR shall take extra care in placing and finishing techniques to avoid formation of cold joints and plastic shrinkage cracking. Temporary sun shades and/or windbreakers shall be erected to guard against such developments, including generous use of wet burlap coverings and fog sprays to prevent drying out of the exposed concrete surfaces.

B. Immediately after screeding, horizontal surfaces shall receive an application of evaporation reducer. Apply in accordance with manufacturer's instructions. Final finish work shall begin as soon as the mix has stiffened sufficiently to support the CONTRACTOR’s personnel.

C. Curing and protection of the concrete shall begin immediately after completion of the finishing operation. Continuous moist-curing consisting of method 1 or 2 listed in Article 3.01, Paragraph C of this Section is mandatory for at least the first 24 hours. Method 2 may be used only if the finished surface is not marred or blemished during contact with the coverings.


D. At the end of the initial 24-hour period, curing and protection of the concrete shall continue for at least four additional days using one of the methods listed in Article 3.01, Paragraph C of this Section.

E. Curing procedures during hot weather conditions shall conform to the requirements of ACI 305.

3.04 USE OF CURING COMPOUND

A. Curing compound shall be used only where specifically approved by the ENGINEER. Curing compound shall not be used on surfaces to receive subsequent coatings.

B. When permitted, the curing compound shall maintain the concrete in a moist condition for the required time period, and the subsequent appearance of the concrete surface shall not be affected.

C. The compound shall be applied in accordance with the manufacturer's recommendations after water sheen has disappeared from the concrete surface and after finishing operations. The rate of application shall not exceed 300 square feet per gallon. For rough surfaces, apply in two directions at right angles to each other.

3.05 EARLY TERMINATION OF CURING

A. Moisture retention measures may be terminated earlier than the specified times only when at least one of the following conditions is met:

1. The strength of the concrete reaches 85 percent of the specified 28-day compressive strength in laboratory-cured cylinders representative of the concrete in place, and the temperature of the in-place concrete has been constantly maintained at 50 degrees Fahrenheit or higher.

2. The strength of concrete reaches the specified 28-day compressive strength as determined by accepted nondestructive methods or laboratory-cured cylinder test results.

- END OF SECTION -


SECTION 05010 - METAL MATERIALS PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. Metal materials not otherwise specified shall conform to the requirements of this Section. 1.02 RELATED WORK SPECIFIED ELSEWHERE

A. Section 05050 - Metal Fastening

B. Requirements for specific products made from the materials specified herein are included in other sections of the Specifications. See the section for the specific item in question.


A. ASTM A36 Standard Specification for Structural Steel

B. ASTM A47 Standard Specification for Malleable Iron Castings

C. ASTM A48 Standard Specification for Gray Iron Castings

D. ASTM A53 Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless

E. ASTM A167 Standard Specification for Stainless and Heat-Resisting

Chromium-Nickel Steel Plate, Sheet, and Strip

F. ASTM A276 Standard Specification for Stainless and Heat-Resisting Steel Bars and Shapes

G. ASTM A307 Standard Specification for Carbon Steel Externally

Threaded Standard Fasteners

H. ASTM A446 Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process, Structural (Physical) quality

I. ASTM A500 Standard Specification for Cold-Formed Welded and

Seamless Carbon Steel Structural Tubing in Rounds and Shapes

J. ASTM A501 Standard Specification for Hot-Formed Welded and

Seamless Carbon Steel Structural Tubing

K. ASTM A529 Standard Specification for Structural Steel with 42 000 psi (290 Mpa) Minimum Yield Point (1/2 in. (12.7 mm) Maximum Thickness)


L. ASTM A536 Standard Specification for Ductile Iron Castings M. ASTM A570 Standard Specification for Hot-Rolled Carbon Steel Sheet

and Strip, Structural Quality

N. ASTM A572/A572M-94C Standard Specification for High Strength Low-Alloy Columbium-Vanadium Structural Steel Grade 50

O. ASTM A666 Standard Specification for Austenitic Stainless Steel,

Sheet, Strip, Plate, and Flat Bar for Structural Applications

P. ASTM B26 Standard Specification for Aluminum-Alloy Sand Castings

Q. ASTM B85 Standard Specification for Aluminum-Alloy Die Castings

R. ASTM B108 Standard Specification for Aluminum-Alloy Permanent Mold Castings

S. ASTM B138 Standard Specification for Manganese Bronze Rod, Bar,

and Shapes

T. ASTM B209 Standard Specification for Aluminum-Alloy Sheet and Plate

U. ASTM B221 Standard Specification for Aluminum-Alloy Extruded Bars, Rods, Wire, Shapes, and Tubes

V. ASTM B308 Standard Specification for Aluminum-Alloy Standard

Structural Shapes, Rolled or Extruded

W. ASTM B574 Standard Specification for Nickel-Molybdenum-Chromium Alloy Rod

X. ASTM F468 Standard Specification for Nonferrous Bolts, Hex Cap

Screws, and Studs for General Use 1.04 SUBMITTALS

A. Material certifications shall be submitted along with any shop drawings for metal products and fabrications required by other sections of the Specifications.


A. COUNTY may engage the services of a testing agency to test any metal materials for conformance with the material requirements herein. If the material is found to be in conformance with Specifications the cost of testing will be borne by the COUNTY. If the material does not conform to the Specifications, the cost of testing shall be paid by the CONTRACTOR and all materials not in conformance as determined by the ENGINEER shall be replaced by the CONTRACTOR at no additional cost to the COUNTY. In lieu of replacing materials the CONTRACTOR may request further testing to determine conformance, but any such testing shall be paid for by the CONTRACTOR regardless of outcome of such testing.


PART 2 -- PRODUCTS 2.01 CARBON AND LOW ALLOY STEEL

A. Material types and ASTM designations shall be as listed below:

1. Plates and Structural Fabrications ASTM A36

2. Sheet Steel A 570 Grade C

3. Bars and Rods A 36 or A307 Grade A

4. Pipe - Structural Use A53 Type E or S, Grade B

5. Tubes A500 Grade B or A501

6. Cold-Formed Structural Studs and Joists (18-22 gauge)Cold-Formed Structural Studs and Joists (12-16 gauge)

A 446 Grade CA 446 Grade D

2.02 STAINLESS STEEL

A. All stainless steel fabrications shall be Type 316 (Type 316L, if welded).

B. Material types and ASTM designations are listed below:

1. Plates and Sheets ASTM A167 or A666 Grade A

2. Structural Shapes ASTM A276

2.03 ALUMINUM

A. All aluminum shall be alloy 6061-T6, unless otherwise noted or specified herein.

B. Material types and ASTM designations are listed below:

1. Structural Shapes ASTM B308

2. Castings ASTM B26, B85, or B108

3. Extruded Bars ASTM B221 - Alloy 6061

4. Extruded Rods, Shapes and Tubes ASTM B221 - Alloy 6063

5. Plates ASTM B209 - Alloy 6061

6. Sheets ASTM B221 - Alloy 3003

C. All aluminum shall be provided with mill finish unless otherwise noted.


D. Where bolted connections are indicated, aluminum shall be fastened with stainless steel bolts.

E. Aluminum in contact with dissimilar materials shall be insulated with an approved

dielectric. 2.04 CAST IRON

A. Material types and ASTM designations are listed below:

1. Gray ASTM A48 Class 30B

2. Malleable ASTM A47

3. Ductile ASTM A536 Grade 60-40-18

PART 3 -- EXECUTION (NOT USED) - END OF SECTION -


SECTION 05050 - METAL FASTENING PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. Furnish all materials, labor, and equipment required to provide all metal welds and fasteners not otherwise specified, in accordance with the Contract Documents. Fasteners for structural steel are specified in Section 05120 - Structural Steel.


A. Section 05010 - Metal Materials

B. Section 05035 - Galvanizing

C. Section 05120 - Structural Steel D. Section 05140 - Structural Aluminum



1. The Florida Building Code

2. AISC Specification for Structural Joints Using ASTM

A325 or A490 Bolts. 3. AISC Code of Standard Practice 4. AWS D1.1 Structural Welding Code - Steel 5. AWS D1.2 Structural Welding Code - Aluminum 6. Aluminum Association Specifications for Aluminum Structures 7. ASTM A572/A572M-94C Standard Specification for High Strength Low-Alloy

Columbium-Vanadium Structural Steel Grade 50 8. ASTM A307 Standard Specification for Carbon Steel Externally

Threaded Standard Fasteners 9. ASTM A325 Standard Specification for High-Strength Bolts for

Structural Steel Joints


10. ASTM A489 Standard Specification for Eyebolts 11. ASTM A490 Standard Specification for Quenched and

Tempered Alloy Steel Bolts for Structural Steel Joints

12. ASTM A563 Standard Specifications for Carbon and Alloy Steel

Nuts 13. ASTM F593 Standard Specification for Stainless Steel Bolts;

Hex Cap Screws, and Studs 14. ASTM F594 Standard Specification for Stainless Steel Nuts 15. ASTM D1785 Standard Specification for Polyvinyl Chloride (PVC)

Plastic Pipe 16. ASTM F467 Standard Specification for Nonferrous Nuts for

General Use

1.04 SUBMITTALS

A. In accordance with the procedures and requirements set forth in Section 01300, Submittals, the CONTRACTOR shall submit the following:

1. Shop Drawings providing the fastener's manufacturer and type and certification

of the fastener's material and capacity.

2. Copy of valid certification for each person who is to perform field welding.

3. Certified weld inspection reports, when required.

4. Welding procedures. 1.05 QUALITY ASSURANCE

A. Fasteners not manufactured in the United States shall be tested and certification provided with respect to specified quality and strength standards. Certifications of origin shall be submitted for all U.S. fasteners supplied on the project.

B. All steel welding shall be performed by welders certified in accordance with AWS D1.1.

All aluminum welding shall be performed by welders certified in accordance with AWS D1.2. Certifications of field welders shall be submitted prior to performing any field welds.

C. Welds and high strength bolts used in connections of structural steel will be visually

inspected in accordance with Article 3.04.


D. The COUNTY may engage an independent testing agency to perform testing of welded connections and to prepare test reports in accordance with AWS. Inadequate welds shall be corrected or redone and retested to the satisfaction of the ENGINEER and/or an acceptable independent testing laboratory, at no additional cost to the COUNTY.

E. Provide a welding procedure for each type and thickness of weld. For welds that are not

prequalified, include a Performance Qualification Report. The welding procedure shall be given to each welder performing the weld. The welding procedure shall follow the format in Appendix E of AWS D1.1 with relevant information presented.

PART 2 -- PRODUCTS 2.01 ANCHOR BOLTS

A. Anchor bolts shall conform to ASTM A36 or ASTM A307 Grade A except where stainless steel or other approved anchor bolts are shown on the Drawings or specified herein. Anchor bolts shall have hexagonal heads and shall be supplied with hexagonal nuts meeting the requirements of ASTM A563 Grade A.

B. Where anchor bolts are used to anchor galvanized steel or are otherwise specified to be

galvanized, anchor bolts and nuts shall be hot-dip galvanized in accordance with ASTM A307.

C. Where pipe sleeves around anchor bolts are shown on the Drawings, pipe sleeves shall

be cut from Schedule 40 PVC plastic piping meeting the requirements of ASTM D1785. 2.02 HIGH STRENGTH BOLTS

A. High strength bolts and associated nuts and washers shall be in accordance with ASTM A325 or ASTM A490. Bolts, nuts and washers shall meet the requirements of AISC "Specification for Structural Joints Using ASTM A325 or A490 Bolts".

B. Where high strength bolts are used to connect galvanized steel or are otherwise

specified to be galvanized, bolts, nuts, and washers shall be hot-dip galvanized in accordance with ASTM A325.

2.03 STAINLESS STEEL BOLTS

A. Stainless steel bolts shall conform to ASTM F-593. All underwater fasteners shall be Type 316 stainless steel. Unless otherwise specified, fasteners for aluminum and stainless steel members shall be Type 316 stainless steel.

B. Stainless steel bolts shall have hexagonal heads with a raised letter or symbol on the

bolts indicating the manufacturer, and shall be supplied with hexagonal nuts meeting the requirements of ASTM F594. Nuts shall be of the same alloy as the bolts.


2.04 CONCRETE ANCHORS

A. Where concrete anchors are called for on the Drawings, one of the types listed below shall be used; except, where one of the types listed below is specifically called for on the Drawings, only that type shall be used. Unless otherwise noted, all concrete anchors which are submerged, or which are subject to vibration from equipment such as pumps and generators, shall be adhesive anchors. The determination of anchors equivalent to those listed below shall be on the basis of test data performed by a commercial testing laboratory. There are two types used:

1. Expansion anchors shall be wedge, sleeve, or drop-in mechanical anchors.

2. Adhesive anchors shall be two part injection type.

B. Expansion anchors shall be Kwik Bolt II by Hilti, Inc., Trubolt Wedge Anchor by ITW

Ramset/Redhead, or equal, and shall be embedded to the depths shown on the Drawings. If no embedment depth is given, the minimum embedment depth as recommended by the manufacturer shall be used.

C. Adhesive anchors shall consist of threaded rods or bolts anchored with an adhesive

system into hardened concrete or grout-filled masonry. The adhesive system shall use a two-component adhesive mix and shall be injected with a static mixing nozzle following manufacturer's instructions. The embedment depth of the rod/bolt shall provide a minimum allowable bond strength that is equal to the allowable tensile capacity of the rod/bolt (see Table 1) unless noted otherwise on the Drawings. The adhesive system shall be "Sikadur Injection Gel" as manufactured by Sika Corporation, "Epcon System" as manufactured by ITW Ramset/Redhead, "HIT HY-150 Injection Adhesive Anchor System" as manufactured by Hilti, Inc., or equal.

D. Concrete anchors used to anchor steel shall be of A36 steel unless noted otherwise.

Where steel to be anchored is galvanized, concrete anchors shall also be galvanized.

E. Concrete anchors used to anchor aluminum, FRP, or stainless steel shall be Type 316 stainless steel unless noted otherwise. All underwater concrete anchors shall be Type 316 stainless steel.

TABLE 1 Allowable Tensile Capacity (Kips)

Size

A36 Threaded Rod/Bolt

SST Threaded Rod/Bolt

3/8"

2.1

1.9

1/2"

3.8

3.5

5/8"

5.9

5.6

3/4"

8.4

8.2

7/8"

11.5

11.4

1"

15.0

15.0


2.05 MASONRY ANCHORS

A. Anchors for fastening to solid or grout-filled masonry shall be adhesive anchors as specified above for concrete anchors.

B. Anchors for fastening to hollow masonry or brick shall be adhesive anchors consisting of

threaded rods or bolts anchored with an adhesive system dispensed into a screen tube inserted into the masonry. The adhesive system shall use a two-component adhesive mix and shall be injected into the screen tube with a static mixing nozzle. The adhesive system shall be Epcon System © as manufactured by ITW Ramset/Redhead, AHIT HY-20 System © as manufactured by Hilti, Inc, or equal.

C. Masonry anchors used to anchor steel shall be of A36 steel unless noted otherwise.

Where steel to be anchored is galvanized, anchors shall also be galvanized.

D. Masonry anchors used to anchor aluminum, FRP, or stainless steel shall be Type 316 stainless steel unless noted otherwise. All underwater anchors shall be Type 316 stainless steel.

2.06 WELDS

A. Electrodes for welding structural steel and all ferrous steel shall comply with AWS Code, using E70 series electrodes for shielded metal arc welding (SMAW), or F7 series electrodes for submerged arc welding (SAW).

B. Electrodes for welding aluminum shall comply with the Aluminum Association

Specifications and AWS D1.2.

C. Electrodes for welding stainless steel and other metals shall comply with AWS code. 2.07 WELDED STUD CONNECTORS

A. Welded stud connectors shall conform to the requirements of AWS D1.1 Type C. 2.08 EYEBOLTS

A. Eyebolts shall conform to ASTM A489 unless noted otherwise. 2.09 HASTELLOY FASTENERS

A. Hastelloy fasteners and nuts shall be constructed of Hastelloy C-276. 2.10 ANTISEIZE LUBRICANT

A. Antiseize lubricant shall be Graphite 50 Anti-Seize by Loctite Corporation, 1000 Anti-Seize Paste by Dow Corning, 3M Lube and Anti-Seize by 3M, or equal.


PART 3 -- EXECUTION 3.01 MEASUREMENTS

A. The CONTRACTOR shall verify all dimensions and review the Drawings and shall report any discrepancies to the ENGINEER for clarification prior to starting fabrication.

3.02 BOLT INSTALLATION

A. Anchor Bolts, Concrete Anchors, and Masonry Anchors

1. Anchor bolts shall be installed in accordance with AISC "Code of Standard Practice" by setting in concrete while it is being placed and positioned by means of a rigidly held template.

2. The CONTRACTOR shall verify that all concrete and masonry anchors have

been installed in accordance with the manufacturer's recommendations and that the capacity of the installed anchor meets or exceeds the specified safe holding capacity.

3. Concrete anchors shall not be used in place of anchor bolts without ENGINEER's

approval. 4. All stainless steel threads shall be coated with antiseize lubricant.

B. High Strength Bolts

1. All bolted connections for structural steel shall use high strength bolts. High

strength bolts shall be installed in accordance with AISC "Specification for Structural Joints, using A325 or A490 Bolts." All high strength bolts installed by the "turn-of-nut" method shall have the turned portion marked with reference to the steel being connected after the nut has been made snug and prior to final tightening. These marks will be considered in inspection.

2. All stainless steel bolts shall be coated with antiseize lubricant.

C. Other Bolts

1. All dissimilar metal shall be connected with appropriate fasteners and shall be

insulated with a dielectric or approved equal. Unless otherwise specified, where aluminum and steel members are connected together they shall be fastened with Type 304 stainless steel bolts and insulated with micarta, nylon, rubber, or equal.

3.03 WELDING

A. All welding shall comply with AWS Code for procedures, appearance, quality of welds, qualifications of welders and methods used in correcting welded work.

B. Welded stud connectors shall be installed in accordance with AWS D1.1.


3.04 INSPECTION

A. High strength bolting will be visually inspected in accordance with AISC "Specification for Structural Joints Using A325 or A490 Bolts." Rejected bolts shall be either replaced or retightened as required. In cases of disputed bolt installation, the bolts in question shall be checked by a calibrated wrench certified by an independent testing laboratory. The certification shall be at the CONTRACTOR's expense.

B. Field welds will be visually inspected in accordance with AWS Codes. Inadequate welds

shall be corrected or redone as required in accordance with AWS Codes. - END OF SECTION -


SECTION 05035 - GALVANIZING PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. Where galvanizing is called for in the Contract Documents, the galvanizing shall be performed in accordance with the provisions of this Section unless otherwise noted.


A. Further requirements for galvanizing specific items may be included in other Sections of the Specifications. See section for the specific item in question.



1. Florida Building Code (FBC)

2. ASTM A123 - Standard Specification for Zinc (Hot-Galvanized) Coatings on

Products Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars, and Strip

3. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and

Steel Hardware

4. ASTM A386 - Standard Specification for Zinc Coating (Hot-Dip) on Assembled Steel Products

5. ASTM A924 - Standard Specification for General Requirements for Steel

Sheet, Metallic-Coated by the Hot-Dip Process

6. ASTM A780 - Standard Practice of Repair of Damaged Hot-Dip Galvanized Coatings

1.04 SUBMITTALS

A. In accordance with the procedures and requirements set forth in Section 01300, Submittals, the CONTRACTOR shall submit the following:

1. Certification that the item(s) are galvanized in accordance with the applicable

ASTM standards specified herein. This certification may be included as part of any material certification that may be required by other Sections of the Specifications.


PART 2 -- PRODUCTS 2.01 GALVANIC COATING

A. Material composition of the galvanic coating shall be in accordance with the applicable ASTM standards specified herein.

PART 3 -- EXECUTION 3.01 FABRICATED PRODUCTS

A. Products fabricated from rolled, pressed, and forged steel shapes, plates, bars, and strips, 1/8 inch thick and heavier which are to be galvanized shall be galvanized in accordance with ASTM A123. Products shall be fabricated into the largest unit which is practicable to galvanize before the galvanizing is done. Fabrication shall include all operations necessary to complete the unit such as shearing, cutting, punching, forming, drilling, milling, bending, and welding. Components of bolted or riveted assemblies shall be galvanized separately before assembly. When it is necessary to straighten any sections after galvanizing, such work shall be performed without damage to the zinc coating.

B. Components with partial surface finishes shall be commercial blast cleaned prior to

pickling. 3.02 HARDWARE

A. Iron and steel hardware which is to be galvanized shall be galvanized in accordance with ASTM A153.

3.03 ASSEMBLED PRODUCTS

A. Assembled steel products which are to be galvanized shall be galvanized in accordance with ASTM A123 or ASTM A386. All edges of tightly contacting surfaces shall be completely sealed by welding before galvanizing.

3.04 SHEETS

A. Iron or steel sheets which are to be galvanized shall be galvanized in accordance with ASTM A924.


3.05 REPAIR OF GALVANIZING

A. Galvanized surfaces that are abraded or damaged at any time after the application of zinc coating shall be repaired by thoroughly wire brushing the damaged areas and removing all loose and cracked coating, after which the cleaned areas shall be painted with 2 coats of zinc rich paint meeting the requirements of Federal Specification DOD-P-21035A and shall be thoroughly mixed prior to application. Zinc rich paint shall not be tinted. The total thickness of the 2 coats shall not be less than 6 mils. In lieu of repairing by painting with zinc rich paint, other methods of repairing galvanized surfaces in accordance with ASTM A780 may be used provided the proposed method is acceptable to the ENGINEER.

- END OF SECTION -


SECTION 05515 - LADDERS PART 1 -- GENERAL 1.01 REQUIREMENT

A. Furnish all materials, labor, and equipment required to provide all ladders in accordance with the requirements of the Contract Documents.


A. Section 05500 - Metal Fabrications 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS

A. Without limiting the generality of the Specifications, all work specified herein shall conform to the applicable requirements of the following documents.

1. Florida Building Code

2. Aluminum Association Specifications for Aluminum Structures

3. Occupational Safety and Health Administration (OSHA) Regulations

1.04 SUBMITTALS


1. Complete fabrication and erection drawings of all metalwork specified herein.

2. Other submittals as required in accordance with Section 05500 - Metal Fabrications.

PART 2 -- PRODUCTS 2.01 METAL MATERIALS

A. Metal materials, fasteners and welds used for ladders shall conform to Section 05500 - Metal Fabrications, unless noted otherwise.

2.02 ALUMINUM LADDERS

A. Ladders shall be furnished with all mounting brackets, baseplates, fasteners, and necessary appurtenances for a complete and rigid installation.

B. All ladders shall be aluminum alloy 6061-T6 or 6063-T5 with a clear, anodized finish,

Aluminum Association M12C22A41, unless noted otherwise. All fiberglass ladders shall be specified in Section 06600 - Glass Fiber and Resin Fabrications.


C. All ladders shall conform to dimensions indicated on the Drawings and shall comply with OSHA requirements.

D. Side rails shall be 1-1/2 inch diameter Schedule 80 pipe, minimum.

E. Rungs shall be serrated 3/4 inch diameter, minimum.

F. All exposed connections shall be welded and ground smooth.

2.03 STAINLESS STEEL LADDERS

A. Stainless steel ladders when shown on the Drawings shall be fabricated of 316 stainless steel.

2.04 SAFETY CAGE

A. For ladders exceeding fifteen feet in height, provide a safety cage in accordance with OSHA requirements.

B. An operable access door with padlock shall be provided for all safety cages.

PART 3 -- EXECUTION 3.01 FABRICATION

A. All measurements and dimensions shall be based on field conditions and shall be verified by the CONTRACTOR prior to fabrication. Such verification shall include coordination with adjoining work.

B. All fabricated work shall be shop fitted together as much as practicable, and delivered to

the field, complete and ready for erection.

C. All work shall be fabricated and installed in a manner that will provide for expansion and contraction, prevent shearing of bolts, screws, and other fastenings, ensure rigidity, and provide a close fit of sections.

D. Finished members shall conform to the lines, angles, and curves shown on the Drawings

and shall be free from distortions of any kind.

E. All shearings shall be neat and accurate, with parts exposed to view neatly finished. Flame cutting is allowed only when performed utilizing a machine.

F. All shop connections shall be welded unless otherwise indicated on the Drawings or

specified herein. All fastenings shall be concealed where practicable.

G. Fabricated items shall be shop painted when specified in accordance with Section 09900 - Painting.


3.02 INSTALLATION

A. Assembly and installation of fabricated system components shall be performed in strict accordance with manufacturer's recommendations.

B. All ladders shall be erected square, plumb and true, accurately fitted, adequately

anchored in place, and set at proper elevations and positions.

C. Metalwork shall be field painted when specified in accordance with Section 09900 - Painting.

- END OF SECTION -


SECTION 05520 - HANDRAILS AND RAILINGS

PART 1 -- GENERAL


A. The CONTRACTOR shall furnish, fabricate, and install handrails and railings and appurtenances, complete, all in accordance with the requirements of the Contract Documents. Handrails and railings for the tank shall conform to the contract Drawings.


A. Section 05500 - Metal Fabrications

B. Section 05515 - Ladders

C. Section 05531 - Gratings, Floor Plates, and Access Hatches

1.03 SUBMITTALS

A. Shop drawings of all handrails and railings shall be submitted to the ENGINEER for review in accordance with Section entitled "Submittals."

PART 2 -- PRODUCTS

2.01 ALUMINUM RAILING SYSTEM

A. General: Where indicated on the Drawings, pipe handrailing shall be provided. Pipe handrailing shall be supplied as required by the Florida Building Code and OSHA whether indicated on the Drawings or not.

B. Vertical pipe supports to be set in concrete shall have cast aluminum base flange or side mount bracket with set screws as indicated on the drawings. Removable posts shall be sleeved. The joint between upright and sleeve shall be screwed for post removal.

C. Wall brackets and handrail shall be of designs indicated on the Drawings and shall be as manufactured by Mouitrie Manufacturing Company, J.G. Braun Company, Fulton Metal Products Company, or equal.

D. All connections between vertical posts and horizontal railing or between sections of horizontal railings shall be shop welded continuous in as long of sections as practical. All welds shall be water tight and ground smooth. Field assembly of welded sections may be made by field welding. Railings and posts shall be removable at locations indicated. Location and type of field connections shall be subject to the ENGINEER's review. Weep holes shall be shop drilled in all vertical posts of external railing.

E. Design Load: All components of the railings and the railing system shall be adequately designed to resist the design loads of the Florida Building Code. In no case shall the spacing of vertical pipe supports exceed five feet.


F. Aluminum Railing: Exterior aluminum pipe railings and posts shall be dimensioned as shown on plans, aluminum alloy 6061-T6 with mill finish. Posts shall be Schedule 80 minimum, horizontal railings shall be Schedule 40 minimum. Railing posts shall be adequately reinforced to meet the specified design loads. In no case shall the spacing of handrail posts exceed five feet on center. Stainless steel railings may be used in lieu of aluminum railing at the CONTRACTOR's option.

2.02 FASTENERS

A. Stainless steel Type 316 fasteners shall be furnished by handrail manufacturer.

PART 3 -- EXECUTION

3.01 EXAMINATION

A. Verify that field conditions are acceptable and are ready to receive work.

B. Beginning of installation means erector accepts existing conditions.

3.02 PREPARATION

A. Clean and strip primed items to bare metals where site welding is required.

B. Supply items required to be cast into concrete with setting templates, to appropriate sections.

3.03 INSTALLATION

A. Install items plumb and level, accurately fitted, free from distortion or defects.

B. Provide anchors and plates required for connecting railings to structure.

C. Aluminum Railings: Aluminum railing fabrication shall be performed by craftsperson experienced in the fabrication of architectural metal work. Exposed surfaces shall be free from defects or other surface blemishes. Dimensions and conditions shall be verified in the field. All joints, junctions, miters and butting sections shall be precision fitted with no gaps occurring between sections, and with all surfaces flush and aligned. Electrolysis protection of materials shall be provided. All dissimilar materials shall be isolated.

3.04 EXPANSION BOLTS

A. Expansion bolts shall be spaced a minimum of 10d apart and 5d edge distance (d=diameter of bolt). A safety factor of four shall be provided on expansion bolt pull out values published by the manufacturer.

3.05 ALUMINUM SURFACES

A. Aluminum surfaces in contact with concrete, grout or dissimilar metals shall be protected with a coat of bitumastic or other approved materials.

- END OF SECTION -


SECTION 05531 – GRATINGS, FLOOR PLATES AND ACCESS HATCHES PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. Furnish all materials, labor, and equipment required to provide all gratings, floor plates, and hatches in accordance with the Contract Documents.


A. Metal Fabrications 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS


1. Florida Building Code (FBC), latest Edition

2. Aluminum Association Specifications for Aluminum Structures

3. Occupational Safety and Health Administration (OSHA) Regulations

1.04 SUBMITTALS

A. Submit shop drawings in accordance with Section 01300, Submittals. PART 2 -- PRODUCTS 2.01 MANUFACTURERS

A. Aluminum grating shall be as manufactured by IKG BORDEN, McNichols Company, or equal.

B. Access hatches shall be as manufactured by The Bilco Company, US Fabrication, or

equal.

2.02 MATERIALS

A. Aluminum grating bearing and cross-bars shall be 6063-T6 aluminum alloy. 2.03 ACCESSORIES

A. Grating frame, and straps to be embedded in concrete shall be Type 316 stainless steel. Anchors, if used, shall conform with specifications in Section 05500 – Metal


Fabrications. 2.04 ALUMINUM GRATING

A. Aluminum grating shall consist of extruded aluminum bearing I bars positioned and pressure locked by cross bars with all exposed ends of bearing bars and cutouts banded with a bar of the same depth and thickness as the main bearing bars. Each cut bar shall be welded to the band. Gratings shall be reversible with non-skid surfaced bearing bars. Clamps and bolts used for attaching the grating to supporting members shall be stainless steel, and as recommended by the manufacturer.

B. Grating I bar section, depth shall be based upon a uniformly applied load of 150 pounds

per square foot over the full span unless a greater loading is noted on the Drawings. The maximum deflection of L/240, but not more than 1/4-inch, shall be based on an allowable fiber stress of 12,000 pounds per square inch. In no case shall the depth of the grating be less than 1-1/2 inches thick unless otherwise required to fit in existing frames. Stiffener angles shall be provided as required to meet these load requirements.

C. Grating shall be fabricated in Sections which do not exceed 75 pounds each.

D. Cutouts in grating shall be provided for valve operators, conduits, pipes, etc. Edges of

cutouts shall be banded.

E. Grating shall be Swage Locked "I-bar" type IDF by IKG Borden or equal.

F. Grating shall be provided with a mill finish. 2.05 STAINLESS STEEL GRATING – NOT USED 2.06 ACCESS HATCHES

A. General

1. Door opening sizes, number and direction of swing of door leaves, and locations shall be as shown on the Drawings. The Drawings show the clear opening requirements.

2. All doors shall be aluminum (mill finish) unless otherwise noted.

3. Openings larger than 42 inches in either direction shall have double leaf doors,

unless noted otherwise on the Drawings.

4. Doors shall be designed for flush mounting and for easy opening from both inside and outside.

5. All doors shall be provided with an automatic hold-open arm with release handle.

6. Double leaf doors shall be provided with 316 SS safety chains to go across the

open sides of the door, when in the open position. Brackets shall be provided on the underside of the doors to hold the safety bars when not in use.


7. All hardware, including but not limited to, all parts of the latch and lifting mechanism assemblies, hold open arms and guides, brackets, hinges, springs, pins, and fasteners shall be 316 stainless steel.

8. Cylinder locks with keyway protected by a cover plug shall be provided with all

hatches.

9. Door leafs shall be 1/4-inch aluminum diamond plate, minimum, stiffened and designed for H-20 live loads at areas that could receive traffic wheel loads.

10. Access door frames shall be watertight type channel fabricated from ¼-inch

aluminum with an anchor flange around the perimeter. The door frame shall be equipped with a 1 1/2-inch drainage coupling. Drain piping shall be provided by the CONTRACTOR and shall extend to the nearest point of discharge acceptable to the ENGINEER.

11. Access hatches shall be model J or JD (dual leaf) for watertight areas and K or

KD (double leaf) for non-watertight areas, as manufactured by The Bilco Company, or equal.

12. Hatches shall be guaranteed against defects for a period of five years.

PART 3 -- EXECUTION 3.01 EXAMINATION

A. Verify that opening sizes and dimensional tolerances are acceptable.

B. Verify that supports and anchors are correctly positioned. 3.02 INSTALLATION

A. Install components in accordance with manufacturer's instructions.

B. Place frames in correct position, plumb and level.

C. Set perimeter closure flush with top of grating and surrounding construction.

D. Secure to prevent movement. 3.01 FABRICATION

A. All measurements and dimensions shall be based on field conditions and shall be verified by the CONTRACTOR prior to fabrication. Such verification shall include coordination with adjoining work. Fabrication shall begin only after such field measurements.

B. All fabricated work shall be shop fitted together as much as practicable, and delivered to

the field, complete and ready for erection, unless sections have to be removable. All


miscellaneous items such as stiffeners, fillets, connections, brackets, and other details necessary for a complete installation shall be provided.

C. All work shall be fabricated and installed in a manner that will provide for expansion and contraction, prevent shearing of bolts, screws, and other fastenings, ensure rigidity, and provide a close fit of sections.

D. Finished members shall conform to the lines, angles, and curves shown on the Drawings

and shall be free from distortions of any kind.

E. All shearings shall be neat and accurate, with parts exposed to view neatly finished. Flame cutting is allowed only when performed utilizing a machine.

F. All shop connections shall be welded unless otherwise indicated on the Drawings or

specified herein. All fastenings shall be concealed where practicable. 3.02 INSTALLATION

A. Assembly and installation of fabricated system components shall be performed in strict accordance with manufacturer's recommendations.

B. All gratings, access hatches, and access doors shall be erected square, plumb and true,

accurately fitted, adequately anchored in place, and set at proper elevations and positions.

- END OF SECTION -


SECTION 09900 - PAINTING

PART 1 -- GENERAL


A. The CONTRACTOR shall furnish all labor, tools, materials, supervision and equipment necessary to do all the work specified herein and as required for a complete installation, including surface preparation priming and painting of CONTRACTOR furnished equipment, materials and structures.

1.02 GENERAL INFORMATION AND DESCRIPTION

A. All paint for concrete and metal surfaces shall be especially adapted for use in contact with potable water and shall be applied in conformance with the manufacturer's published specifications.

B. Coatings used in conjunction with potable water supply systems shall have U.S. Environmental Protection Agency (EPA), National Sanitation Foundation (NSF), and Food and Drug Administration (FDA) approval for use with potable water and shall not impart a taste or odor to the water.

C. The term "paint", as used herein, includes emulsions, enamels, paints, stains, varnishes, sealers, cement filler, cement-latex filler and other coatings, whether used as prime, intermediate, or finish coats.

D. All buildings, facilities, structures, and appurtenances, as indicated on the Drawings and as specified herein, shall be painted with not less than one shop coat and field coat(s), or one prime coat and finish coat(s) of the appropriate paint. Items to be painted include, but are not limited to exterior and interior concrete, structural steel, miscellaneous metals, operators, pipe, pipe-fittings, valves, mechanical equipment, motors, conduit, and all other work which is obviously required to be painted unless otherwise specified.

E. Baked-on enamel finishes and items with standard shop finishes such as graphic panels, electrical equipment, instrumentation, etc., shall not be field painted unless the finish is damaged during shipment or installation. Aluminum, stainless steel, fiberglass and bronze work shall not be painted unless color coding and marking is required or otherwise specified. A list of surfaces not to be coated is included in Article 1.09.

F. The CONTRACTOR shall obtain all permits, licenses and inspections and shall comply with all laws, codes, ordinances, rules and regulations promulgated by authorities having jurisdiction which may bear on the work. This compliance will include Federal Public Law 91-596 more commonly known as the "Occupational Safety and Health Act of 1970".

1.03 MANUFACTURERS

A. All painting materials shall be as manufactured by Ameron, Carboline, Tnemec, Sherwin Williams, or equal.


1.04 SUBMITTALS AND SERVICES

A. The CONTRACTOR shall submit paint manufacturer's data sheets and samples of each finish and color to the ENGINEER for review, before any work is started in accordance with the section entitled “Submittals”.

B. Submitted samples of each finish and color shall be prepared so that areas of each sample indicate the appearance of the various coats. For example, where a three coat system is specified, the sample shall be divided into three areas indicating one coat only, two coats and all three coats. The ENGINEER will provide written authorization constituting a standard, as to color and finish only, for each coating system.

C. The CONTRACTOR shall prepare a complete schedule of surfaces to be coated and shall identify the surface preparation and paint system he proposes to use. The paint schedule shall be in conformance with Article 3.07. The schedule shall contain the name of the paint manufacturer, and the name, address and telephone number of the manufacturer's representative that will inspect the work. The schedule shall be submitted to the ENGINEER for review as soon as possible following the Notice to Proceed so that the schedule may be used to identify colors and to specify shop painting systems on order for fabricated equipment.

1.05 SERVICES OF MANUFACTURERS REPRESENTATIVE

A. The CONTRACTOR shall purchase paint from a manufacturer meeting specifications. The manufacturer shall assign a representative to inspect the application of the product both in the shop and field. Prior to and after coating application, the manufacturer's representative shall submit reports to the ENGINEER identifying the products used and verifying that said products were proper for the exposure and service intended and were properly applied, respectively.

B. Services shall also include, but not be limited to, inspecting prior coatings of paint, determination of best means of surface preparation, inspection of completed work, and final inspection of painted work to be performed six months after the job is completed.

1.06 MANUFACTURERS' INSTRUCTIONS

A. The manufacturers' published instructions for use as a guide in specifying and applying the manufacturers' proposed paint shall be submitted to the ENGINEER. Paint shall not be delivered to the job before acceptance of the manufacturers' instructions is given by the ENGINEER.

B. A manufacturer's paint will not be considered for use unless that manufacturer's published instructions meet the following requirements:

C. The instructions must have been written and published by the manufacturer for the purpose and with the intent of giving complete instruction for the use and application of the proposed paint in the locality and for the conditions for which the paint is specified or shown to be applied under this Contract.

D. All limitations, precautions, and requirements that may adversely affect the paint; that may cause unsatisfactory results after the painting application; or that may cause the


paint not to serve the purpose for which it was intended, that is, to protect the covered material from corrosion, shall be clearly and completely stated in the instructions. These limitations and requirements shall, if they exist, include, but not be limited to the following list:

1. Methods of application

2. Number of coats

3. Thickness of each coat

4. Total thickness

5. Drying time of each coat, including primer

6. Primer required to be used

7. Primers not permitted

8. Use of a primer

9. Thinner and use of thinner

10. Temperature and relative humidity limitations during application and after application

11. Time allowed between coats

12. Protection from sun

13. Physical properties of paint including solids content and ingredient analysis

14. Surface preparation

15. Touch up requirements and limitations


A. The CONTRACTOR shall give the ENGINEER a minimum of three days advance notice of the start of any field surface preparation work of coating application work.

B. All such work shall be performed only in the presence of the ENGINEER, unless the ENGINEER has specifically allowed the performance of such work in its absence.

C. Inspection by the ENGINEER, or the waiver of inspection of any particular portion of the work, shall not relieve the CONTRACTOR of their responsibility to perform the work in accordance with these Specifications.

D. Where protective coatings are to be performed by a subcontractor, said subcontractor shall provide a minimum of three references which show that the painting subcontractor has previous successful experience with the specified or comparable coating systems. Include the name, address, and the telephone number for the COUNTY of each


installation for which the painting subcontractor provided the protective coating.

1.08 SAFETY AND HEALTH REQUIREMENTS

A. In accordance with requirements of OSHA Safety and Health Standards for Construction (29CFR1926) and the applicable requirements of regulatory agencies having jurisdiction, as well as manufacturer's printed instructions, appropriate technical bulletins, manuals, and material safety data sheets, the CONTRACTOR shall provide and require use of personnel protective and safety equipment for persons working in or about the project site.

B. Respirators shall be worn by persons engaged or assisting in spray painting. The CONTRACTOR shall provide ventilating equipment and all necessary safety equipment for the protection of the personnel and the work.

C. All paint shall comply with all requirements of the Air Pollution Regulatory Acts concerning the application and formulation of paints and coatings for an area in which the paints are applied. Specifically, paints shall be reformulated as required to meet the local, State and Federal requirements.

1.09 SURFACES NOT TO BE COATED

A. The following list of items shall not be coated unless otherwise noted.

1. Encased piping or conduit.

2. Stainless steel work.

3. Galvanized checkered plate.

4. Aluminum handrails, grating and checkered plate.

5. Flexible couplings, lubricated bearing surfaces, and insulation.

6. Packing glands and other adjustable parts of mechanical equipment.

7. Finish hardware.

8. Steel encased in concrete or masonry.

9. Plastic switch plates and receptacle plates.

10. Signs, nameplates, serial numbers, and operating instruction labels.

11. Any code-requiring labels, such as Underwriters' Laboratories and Factory Mutual, or any equipment identification, performance rating, name or nomenclature plates.

12. Any moving parts of operating units, mechanical and electrical parts, such as valve and damper operators, linkages, sinkages, sensing devices, motor and fan shafts, unless otherwise indicated.

1.10 QUALITY OF WORK


A. The CONTRACTOR shall be responsible for the cleanliness of their painting operations and shall use covers and masking tape to protect the work whenever such covering is necessary, or if so requested by the COUNTY. Any unwanted paint shall be carefully removed without damage to any finished paint or surface. If damage does occur, the entire surface, adjacent to and including the damaged area, shall be repainted without visible lapmarks and without additional cost to the COUNTY.

B. Painting found defective shall be scraped or sandblasted off and repainted as the COUNTY may direct. Before final acceptance of the work, damaged surfaces of paint shall be cleaned and repainted as directed by the COUNTY.

C. Any pipe scheduled to be painted and having received a coating of a tar or asphalt compound shall be painted with two coats or "Inertol Tar Stop", "Tnemec Tar Bar" or equal before successive coats are applied in accordance with the paint schedule.

1.11 TANK EXTERIOR

A. SUBMITTALS: Submit product data and sample for ENGINEER’s review. Provide two samples 6 inch x 6 inch in size illustrating range of colors and textures available for each surface finishing product scheduled, including paint finish for selection by Architect. Submit manufacturer’s application instructions.

B. FIELD SAMPLES: Provide field sample panel, a 4 foot wide interior panel or 10’ x 10’ exterior panel, illustrating especial coating color, texture, and finish. Locate where directed and accepted sample may remain as part of the Work.

1.12 ADDITIONAL PAINT

A. At the end of the project, the CONTRACTOR shall turn over to the COUNTY one five-gallon can of each type and color of paint, primer, thinner or other coating used in the field painting. If the manufacturer packages the material concerned in gallon cans, then it shall be delivered in unopened labeled cans as it comes from the factory. If the manufacturer does not package the material in gallon cans, and in the case of special colors, the materials shall be delivered in new gallon containers, properly closed with typed labels indicating brand, type, color, etc. The manufacturer's literature describing the materials and giving directions for their use shall be furnished in three bound copies. A type-written inventory list shall be furnished at the time of delivery.

PART 2 -- PRODUCTS

2.01 MATERIALS

A. Manufacturers: Sherwin Williams, Tnemec, Carboline or approved equal.

B. No lead containing protective coating materials may be used on this project.

2.01 TRAFFIC PAINT

A. Paint for marking the parking lots shall be Sherwin-Williams PRO-MAR traffic marking paint, or equal. Color shall be white. Paint shall be applied in accordance with the manufacturer’s recommendations. Striped areas shall be as specified in Section 02580


entitled “Pavement Marking and Traffic Signs” and as indicated on the drawings.

PART 3 -- EXECUTION

3.01 SHIPPING, HANDLING AND STORAGE

A. All painting materials shall be brought to the job site in the original sealed labeled containers of the paint manufacturer and shall be subject to inspection by the ENGINEER. Packages shall not be opened until they are inspected by the ENGINEER and required for use. Where thinning is necessary, only the product of the manufacturer furnishing the paint shall be used. All such thinning shall be done strictly in accordance with the manufacturer's instructions, and with the full knowledge of the ENGINEER.

B. Materials and their storage shall be in full compliance with the requirements of pertinent codes and fire regulations. All painting materials shall be stored in a clean, dry, well-ventilated place protected from sparks, flame, direct rays of the sun or from excessive heat. Receptacles shall be placed outside buildings for paint gates and containers. Paint waste shall not be disposed of in plumbing fixtures, process drains or other plant systems or process units.

3.02 INSPECTION OF SURFACES

A. Before application of the prime coat and each succeeding coat, all surfaces to be painted shall be subject to inspection by the ENGINEER. Any defects or deficiencies shall be corrected by the CONTRACTOR before application of any subsequent coating.

B. Samples of surface preparation and of painting systems shall be furnished by the CONTRACTOR to be used as a standard throughout the job, unless omitted by the ENGINEER.

C. When any appreciable time has elapsed between coatings, previously coated areas shall be carefully inspected by the ENGINEER, and where, in its opinion, surfaces are damaged or contaminated, they shall be cleaned and recoated at the CONTRACTOR's expense. Recoating times of manufacturer's printed instructions shall be adhered to.

D. Coating thickness shall be determined by the use of a properly calibrated "Nordson-Mikrotest" (or equal) dry mil thickness gauge.

3.03 EQUIPMENT

A. Effective oil and water separators shall be used in all compressed air lines serving spray painting and sandblasting operations to remove oil or moisture from the air before it is used. Separators shall be placed as far as practicable from the compressor.

B. All equipment for application of the paint and the completion of the work shall be furnished by the CONTRACTOR in first-class condition and shall comply with recommendations of the paint manufacturer.


C. The CONTRACTOR shall provide free of charge to the ENGINEER two "Nordson-Mikrotest" dry film gauges to be used to inspect coating by ENGINEER and CONTRACTOR. Gauges may be used by CONTRACTOR and returned each day to the ENGINEER. ENGINEER will return gauges to CONTRACTOR at completion of job.

3.04 PREPARATION OF MATERIALS

A. Mechanical mixers, capable of thoroughly mixing the pigment and vehicle together, shall mix the paint prior to use where required by manufacturer's instructions; thorough hand mixing will be allowed for small amounts up to five gallons.

B. Pressure pots shall be equipped with mechanical mixers to keep the pigment in suspension, when required by manufacturer's instructions. Otherwise, intermittent hand mixing shall be done to assure that no separation occurs. All mixing shall be done in accordance with SSPC Vol. 1, Chapter 4, "Practical Aspects, Use and Application of Paints" and/or with manufacturer's recommendations.

C. Catalysts or thinners shall be as recommended by the manufacturer and shall be added or discarded strictly in accordance with the manufacturer's instruction.

3.05 SURFACE PREPARATION

A. General

1. Paint surface preparation shall be as specified in the following or recommended by the paint manufacturer's published application instructions, whichever imposes the most stringent requirements.

2. Surfaces to be painted shall be clean and dry, and free of dust, rust, scale and all foreign matter. No solvent cleaning, power or hand tool cleaning shall be permitted unless approved by the ENGINEER or specified herein.

3. Except as otherwise provided, all preparation of metal surfaces shall be in accordance with Specifications SP-1 through SP-10 of the Steel Structures Painting Council (SSPC). Where Steel Structures Painting Specifications are referred to in these Contract Documents, the corresponding Pictorial Surface Preparation Standard shall be used to define the minimum final surface conditions to be supplied. Grease and oil shall be removed and the surface prepared by hand tool cleaning, power tool cleaning or blast cleaning in accordance with the appropriate Specification SP-1 through SP-10.

4. Weld flux, weld spatter and excessive rust scale shall be removed by power tool cleaning as per SSPC-SP-3.

5. Threaded portions of valve and gate stems, machined surfaces which are intended for sliding contact, surfaces which are to be assembled against gaskets, surfaces or shafting on which sprockets are to fit, or which are intended to fit into bearings, machined surfaces of bronze trim on slide gates and similar surfaces shall be masked off to protect them from the sandblasting of adjacent surfaces. Cadmium-plated or galvanized items shall not be sandblasted unless hereinafter


specified, except that cadmium-plated, zinc-plated, or sherardized fasteners used in assembly of equipment to be sandblasted shall be sandblasted in the same manner as the unprotected metal. All installed equipment, mechanical drives, and adjacent painted equipment shall be protected from sandblasting. Protection shall prevent any sand or dust from entering the mechanical drive units or equipment where damage could be caused.

6. Hardware accessories, machined surfaces, plates, lighting fixtures, and similar items in place prior to cleaning and painting, and not intended to be painted, shall be protected or removed during painting operations and repositioned upon completion of painting operations.

7. Any abraded areas of shop or field applied coatings shall be touched up with the same type of shop or field applied coating, even to the extent of applying an entire coating, if necessary. Touch-up coatings and surface preparations shall be in addition to and not considered as the first field coat.

8. Sand from sandblasting shall be thoroughly removed, using a vacuum cleaner if necessary. No surface, which has been sandblasted, shall be painted until inspected by the ENGINEER.

B. Exposed Pipe, Valves and Pumps: Bituminous coated pipe shall not be used in fully exposed locations. Pipe, valves, and pumps which shall be fully exposed after project completion shall be primed in accordance with the requirements herein. Any bituminous coated ferrous pipe which is inadvertently installed in exposed locations shall be sandblasted to SSPC-SP-5 White Metal before priming and painting. After installation all exterior, exposed flanged joints shall have the gap between adjoining flanges sealed with a single component Thiokol or equal caulking to prevent rust stains.

C. Ferrous Metal Surfaces

1. All ferrous metal surfaces not required to be galvanized shall be cleaned of all oil, grease, dirt, rust and tight and loose mill scale by blasting in accordance with the following: SSPC-SP-10 Near White Metal Blast Cleaning with a 2 - 3 mil profile. Priming/Painting shall follow sandblasting before any evidence of corrosion occurs.

2. Field surface preparation of small, isolated areas such as field welds, repair of scratches, abrasions or other marks to the shop prime or finish shall be cleaned by power tools in accordance with SSPC-SP-3, or in difficult and otherwise inaccessible areas by hand cleaning in accordance with SSPC-SP-2 and spot primed.

D. Primed or Coated Surfaces and Non-Ferrous Surfaces: All coated surfaces shall be cleaned prior to application of successive coats. All nonferrous metals not to be coated shall be cleaned. This cleaning shall be done in accordance with SSPC-SP-1, Solvent Cleaning.

E. Shop Finished Surfaces: All shop-coated surfaces shall be protected from damage and corrosion before and after installation by treating damaged areas immediately upon detection. Abraded or corroded spots on shop-coated surfaced shall be prepared in


accordance with SSPC-SP-2, Hand Tool Cleaning and then touched up with the same materials as the shop coat. All shop coated surfaces which are faded, discolored, or which require more than minor touch-up, in the opinion of the ENGINEER, shall be repainted. Cut edges of galvanized sheets, electrical conduit, and metal pipe sleeves, not to be finish painted, shall be cleaned in accordance with SSPC-SP-1, Solvent Cleaning and primed with zinc dust-zinc oxide metal primer.

F. Galvanized, Zinc and Copper Alloy Surfaces: All copper, or galvanized metal surfaces shall be given one coat of metal passivator or metal conditioner before applying the prime coat. The passivator or conditioner shall be compatible with the complete paint system and shall be as identified on the paint schedule.

G. Concrete and Masonry Surfaces

1. Concrete and masonry surfaces to be painted shall be prepared by removing efflorescence, chalk, dust, dirt, grease, oil, form coating, tar and by roughening to remove glaze. All surfaces shall be repaired prior to commencement of the coating operation. Concrete and masonry surfaces are to be cured for at least 28 days prior to coating them. Apply clear sealer prior to painting.

2. All rinse water shall be collected and properly disposed. The rinse water may only be discharged to the plant drains after being properly neutralized. Neutralization procedures must be approved in advance by the ENGINEER.

3. Submerged concrete surfaces that are to be painted shall be etched with 15 percent to 10 percent muriatic acid solution to produce the necessary "sandpaper texture" surface required for satisfactory adherence of the paint. Surfaces must be flushed and scrubbed with water to remove acid residue and particles loosened by it. Acid shall not be allowed to dry on surfaces.

4. Concrete surfaces specified by the paint manufacturer to be acid etched shall be etched in accordance with the manufacturer's instructions. The surface shall then be thoroughly scrubbed with clean water, rinsed, and allowed to dry. The surface shall be tested with a moisture meter to determine when dry before coating.

H. Existing Painted Surfaces: Existing painted surfaces requiring a finish coat of paint as shown on the Drawings shall be prepared by applying a minimum 2,500 psi high pressure water blast to the existing painted surface to remove all loose paint, chalk, dust, dirt, grease, oil and other foreign materials. Cracks, chips or voids in existing concrete shall be repaired. Existing paint that is to remain shall have a seal coat, as manufactured by Seal-Krete Inc., or equal applied to it prior to repainting.

I. PVC Pipe Surfaces: Prior to painting, all PVC pipe surfaces shall be cleaned per SSPC-SP-1, followed by a light sanding with medium weight sandpaper. The pipe shall be free of sanding dust prior to painting.

3.06 Shop Painting

A. All fabricated steel work and equipment shall receive at the factory at least one shop coat of prime paint compatible with the paint system required by these specifications. Surface preparation prior to shop painting shall be as specified. Finish coats may be applied in the shop if approved by the ENGINEER. All shop painted items shall be


properly packaged and stored until they are incorporated in the work. Any painted surfaces that are damaged during handling, transporting, storage, or installation shall be cleaned, scraped, and patched before field painting begins so that the work shall be equal to the original painting received at the shop. Equipment or steel work that is to be assembled on the site shall likewise receive a minimum of one shop coat of paint at the factory. Surfaces of exposed members that will be inaccessible after erection shall be prepared and painted before erection.

B. The CONTRACTOR shall specify the shop paints to be applied when ordering equipment in order to assure compatibility of shop paints with field paints. The paints and surface preparation used for shop coating shall be identified on shop drawings submitted to the ENGINEER for review. Shop paint shop drawings will not be reviewed until the final project paint system has been submitted by the CONTRACTOR and reviewed by the ENGINEER.

C. Shop finish coats may be the standard finish as ordinary applied by the manufacturer if it can be demonstrated to the ENGINEER that the paint system is equal to and compatible with the paint system specified.

3.07 Paint Schedule

A. General: The CONTRACTOR shall adhere to this paint schedule, providing those paints named or approved equal. DFT shall mean the total minimum dry film thickness per application measured in mils. Products are referenced by numbers listed in Article 2.01, “Materials,” and listed in Table 09900-1.

B. Metal Surfaces, Exterior (Atmospheric) Exposure

1. Metal surfaces exposed to the atmosphere that do not come into contact with corrosive atmospheres including the following types of surfaces shall be painted as described below:

a. Above ground piping, valves, hydrants and pipe supports.

b. Miscellaneous steel shapes, angles, etc.

c. Exposed non-factory painted surfaces of electric panels, conduit, ventilation fans, air conditioning units, duct work, etc.

d. Piping and valves inside below ground, valve vaults.

Application No. Description DFT

First - 1 coat 104 Polyamide Epoxy Primer 3.0 - 5.0

Second - 1 coat 105 Polyamide Epoxy Topcoat 3.0 - 5.0

Finish - 1 coat 110 Aliphatic Acrylic Polyurethane 2.0 - 4.0

Min. Total 11.0 Mils

2. Metal Shop Primed a. Touch up with Zinc Chromate primer.


b. Two coats of Alkyd Primer, gloss.

3. Metal Unprimed a. One coat Zinc Chromate primer.

b. Two coats Alkyd enamel, gloss.

4. Metal – Galvanized a. One coat Latex/Acrylic Galvanized primer.

b. Two coats Acrylic Enamel, gloss

C. Metal Surfaces, Interior (Atmospheric) Exposure

1. Interior metal surfaces (nonsubmerged) that do not come into contact with corrosive atmospheres, including but not limited to the following types of surfaces, shall be painted as follows:

a. Pumps, motors, machinery, etc.

b. Piping, valves and supports.

c. Miscellaneous steel shapes, angles, rails, etc.

d. Exposed surfaces of electric panels, conduit, ventilation fans, air conditioning units, duct work, etc.


First 1-Coat 104 Polyamide Epoxy Primer 3.0 - 5.0

Finish 1-Coat 105 Polyamide Epoxy Topcoat 4.0 - 6.0

Min. Total 9.0 mils

2. Metal Shop Primed

a. Touch-up with Zinc Chromate primer.

b. Two coats of Alkyd Enamel, gloss.

3. Metal-Galvanized

a. One coat Zinc Chromate primer.

b. Two coats Alkyd Enamel, gloss.

4. Metal-Galvanized


a. One coat Latex/acrylic Galvanized primer.

b. Two coats Acrylic Enamel, gloss.

D. PVC and CPVC Piping and Appurtenances

1. PVC and CPVC pipes, valves, and accessories, shall receive the following types of paint:

Interior


Finish - 1 coat 105 Polyamide Epoxy Topcoat 4.0 - 6.0

Exterior


First - 1 coat 105 Polyamide Epoxy Topcoat 2.0 - 3.0

Finish - 1 coat 110 Aliphatic Acrylic Polyurethane 2.0 - 3.0

Min. Total 6.0 Mils

E. Concrete and Masonry Surfaces, Interior Exposure

1. Interior exposed masonry and concrete surfaces which are not included in other coating systems, including the following types of surfaces, shall be painted as described below:

a. New building interior masonry and concrete walls, columns, beams and ceilings.


First – 1 coat

(new block)

102 Polyamide Epoxy Masonry Filler 80-100

(sq. ft./gal)

Primer 104 Epoxyline Primer 4.0 - 6.0

Second – 1 coat 105 Polyamide Epoxy Topcoat 4.0 - 6.0

Finish – 1 coat 105 Polyamide Epoxy Topcoat 4.0 - 6.0

F. Wood Surfaces, Interior Exposure

1. Exterior wood surfaces – painted.

a. One Coat Alkyd Primer Sealer

b. Two Coats Alkyd Enamel, Gloss

G. Concrete, Stucco and Masonry Surfaces, External Atmospheric Exposure (Non Water


Bearing Structures)

1. Fill hairline cracks, small holes and imperfections. Make smooth and flush with adjacent surfaces. Wash and neutralize high alkali surfaces.

2. Concrete, stucco, and masonry surfaces, including but not limited to the following types of surfaces, shall be painted as described below:

a. All new exterior concrete, block or stucco surfaces.

b. Exterior painted surfaces that are added to or modified to the extent shown on the Drawings.


First – 1 coat 111 Modified Waterborne Acrylate 6.0-9.0

Second – 1 coat 111 Modified Waterborne Acrylate 6.0-9.0

Finish – 1 coat 111 Modified Waterborne Acrylate 6.0-9.0

H. Concrete Surfaces, Buried Exposure

1. The cast-in-place concrete walls and pre-cast concrete structures including the exterior of new maintenance access structures, the interior and exterior electrical pull boxes and footings of structures, shall be painted as follows. (Exterior surfaces shall be coated from the footing up to six inches below finished grade):


First – 1 coat 117 Polyamide Epoxy-Coal Tar 14.0


I. Concrete Surfaces For Secondary Containment of chemicals and/or Fuel

1. Concrete surfaces including floor, trenches, containment walls, etc (includes all sodium hypochlorite/chemical containment slabs and walls and stairs up to and including top stair landing), generator room, trench walls and slab shall be coated with the following system.

2. Surface Preparation: Allow concrete to cure at least 28 days. Abrasive blast clean per SSPC-SP13.

3. Coating System:


First Coat 137 Epoxy Novalak 8 mils

Primer 138 Epoxy Novalak 35 mils

Finish Coat 139 Epoxy Novalak 15 mils

Prior to immersion, the completed system shall be subjected to at least 48 hours of


curing time with the concrete temperature at a minimum of 75 degrees F, or 96 hours at a minimum of 60 degrees F, both conditions at a maximum relative humidity of 50 percent and under forced ventilation conditions. More curing time or a higher temperature shall be provided by CONTRACTOR if recommended by the epoxy novalak coating manufacturer. Other combinations of curing time and temperature may be used if the coating manufacturer presents satisfactory documentation and test results to substantiate that the degree of curing is equal or greater than curing for 240 hours at 70 degrees F.

J. Metal Surfaces, Corrosive Exposure

a. Metal surfaces that come in contact with corrosive atmospheres, including but not limited to equipment within the hypochlorite/chemical containment areas.

b. Surface Preparation: Allow concrete to cure at least 28 days. Abrasive blast clean per SSPC-SP13 Surface Preparation of Concrete.

c. Coating System:


Primer Coat 120 Vinyl Ester 12-18

Finish Coat 121 Vinyl Ester 12-18


K. Concrete, External Atmospheric Exposure (Water Bearing Structures):

Application:

Two coats of Tnemec Series 156 Colors to match Sherwin Williams or equal as shown on Drawings A-13.

3.08 PAINTING

A. Application: All paint shall be applied by experienced painters with top quality, properly styled brushes, rollers or other applicators reviewed by the ENGINEER and the paint manufacturers.

1. Paint shall be applied without runs, sags, thin spots, or unacceptable marks. Paints shall be applied at the rate specified by the manufacturer to achieve the minimum dry mil thickness required. Additional coats of paint shall be applied, if necessary, to obtain thickness specified. Work which shows carelessness, lack of skill, or is defective in the opinion of the ENGINEER, shall be corrected at the expense of the CONTRACTOR.

2. Paint shall be applied with spraying equipment only on those surfaces designated by the ENGINEER. If the material has thickened or must be diluted for application by spray gun, each coat shall be built up to the same film thickness achieved with undiluted brushed-on material. Where thinning is necessary, only the products of the particular manufacturer furnishing the paint shall be used; and all such thinning shall be done in strict accordance with the manufacturer's instructions, as well as


with the full knowledge of the ENGINEER.

3. Surfaces not accessible to brushes or rollers may be painted by spray by dauber or sheepskins and paint mitt. If any of these methods is to be used, it shall be done in strict accordance with the manufacturer's instruction, as well as with the full knowledge of the ENGINEER.

B. Drying Time: A minimum of twenty-four hours drying time shall elapse between application of any two coats of paint on a particular surface unless shorter time periods are a requirement of the manufacturer or specified herein. Longer drying times shall be required for abnormal conditions as defined by the manufacturer.

C. Weather Restrictions: No painting whatsoever shall be accomplished in rainy or excessively damp weather when the relative humidity exceeds 85 percent, or when the general air temperature cannot be maintained at 50 degree Fahrenheit or above throughout the entire drying period. No paint shall be applied when it is expected that the relative humidity will exceed 85 percent or that the air temperature will drop below 50 degree Fahrenheit with 18 hours after the application of the paint. Dew or moisture condensation should be anticipated; and if such conditions are prevalent, painting shall be delayed until midmorning to be certain the surfaces are dry. The day's painting shall be completed well in advance of the probable time-of-day when condensation will occur.

D. Inspection Between Coats: Each and every field coat of priming and finishing paint shall be inspected by the ENGINEER or authorized representative before the succeeding coat is applied. The CONTRACTOR shall follow a system of tinting successive paint coats so that no two coats for a given surface are exactly the same color. Areas to receive black protective coatings shall in such cases be tick-marked with white or actually gauged as to thickness when finished. Magnetic dry film thickness gauges and wet fiber thickness gauges will be utilized for quality control. Coatings will also be required to pass a 64-volt holiday detector test.

E. Special Areas: All surfaces which are to be installed against concrete, masonry, etc., and will not be accessible for field priming and/or painting shall be back primed and painted as specified herein, before erection. Anchor bolts shall be painted before the erection of equipment and then the accessible surfaces repainted when the equipment is painted.

1. Special attention shall be given to ensure that edges, corners, crevices, welds and rivets receive a film thickness equivalent to that of the adjacent painted surfaces.

3.09 SCHEDULE OF COLORS

A. All colors shall be designated by the COUNTY during shop drawing review. The CONTRACTOR shall submit color samples to the ENGINEER as specified in Article 1.04. The CONTRACTOR shall submit suitable samples of all colors (including custom colors as may be required) and finishes for the surfaces to be painted, or on portable surfaces when required by the ENGINEER. The ENGINEER shall decide upon the choice of colors and other finishes when alternates exist. No variation shall be made in colors without the COUNTY’S approval. Color names and/or numbers shall be identified according to the appropriate color chart issued by the manufacturer of the


particular product in question.

3.10 COLOR CODING AND LETTERING OF PIPING

A. Pipe color coding and lettering are specified in Section 15030 – Piping and Equipment Identification Systems.

3.11 ANSI AND OSHA SAFETY COLORS

A. Items specified in the following subsections shall be safety color coated as specified. ANSI colors shall conform with (OSHA) ANSI Z53.1 and latest revisions. Materials shall be compatible with the system specified for the equipment, concrete, etc. Where a coating system is not specified and safety colors are required, the items shall be coated with a primer and two coats Glid-Guard Alkyd Industrial Enamel, or equal.

B. Red: Items listed in ANSI Z53.1, Section 2.1 shall be painted ANSI Red. In general, these items shall include fire protection equipment and apparatus; danger signs and locations; and stop bars, buttons or switches. In addition, all hose valves and riser pipes, fire protection piping and sprinkler systems, and electrical stop switches shall be painted ANSI Red.

C. Orange: Items listed in ANSI Z53.1, Section 2.2 shall be painted ANSI Orange. ANSI Orange shall be used as a basic color for designating dangerous parts of machines or energized equipment which may cut, crush, shock, or otherwise injure and to emphasize such hazards when enclosure doors are open or when gear belt or other guards around moving equipment are open or removed, exposing unguarded hazards. In addition, moving machinery having a linear or peripheral speed in excess of 10 feet per minute, which is either inadequately guarded due to physical problems or may be operated with the guard removed, rims or sprockets, gears, pulleys, etc.; crossheads of large engines and compressors; and flywheels shall be coated ANSI Orange.

D. Yellow: Items listed in ANSI Z53.1, Section 2.3 shall be painted ANSI Yellow. Yellow shall be the basic color for designating caution and for marking physical hazards such as striking against, stumbling, falling, tripping, and "caught in between". In addition, an 8-inch wide strip on the top and bottom tread of stairways shall be coated.

E. Green: Items listed in ANSI Z53.1, Section 2.4 shall be painted ANSI Green. Green shall be the basic color for designating safety and the location of first-aid equipment. In general, gas masks, first-aid kits, eye wash facilities, and safety deluge showers shall be coated with ANSI Green.

F. Blue: Blue shall be used for designating caution, limited to warning against the starting, the use of, or the movement of equipment under repair or being worked upon.

G. Purple: Items listed in ANSI Z53.1, Section 2.5 shall be painted ANSI Purple. In general, atomic sludge density meters shall be coated ANSI Purple.

3.12 WORK IN CONFINED SPACES

A. The CONTRACTOR shall provide and maintain safe working conditions for all employees. Fresh air shall be supplied continuously to confined spaces through the


combined use of existing openings, forced-draft fans, or by direct air supply to individual workers. Paint fumes shall be exhausted to the outside from the lowest level in the contained space.

B. Electrical fan motors shall be explosion proof if in contact with paint fumes. No smoking or open fires will be permitted in, or near, confined spaces where painting is being done.

3.13 CLEANING

A. The CONTRACTOR shall protect at all times, in areas where painting is being done, floors, materials of other crafts, equipment, vehicles, fixtures, and finished surfaces adjacent to paint work. Cover all electrical wall plates, surface hardware, nameplates, gauge glasses, etc., before start of painting work.

B. At completion of the work, remove all paint where spilled, splashed, splattered, sprayed or smeared on all surfaces, including glass, light fixtures, hardware, equipment, painted and unpainted surfaces.

C. The buildings and all other work areas shall be at all times kept free from accumulation of waste material and rubbish caused by the work. At the completion of the painting, all tools, equipment, scaffolding, surplus materials, and all rubbish around and inside the buildings shall be removed and the work left broom clean unless otherwise specified.

- END OF SECTION -


13320-1

SECTION 13320 - PRESTRESSED CONCRETE TANK PART 1 - GENERAL 1.01 THE REQUIREMENT

A. The Tank Construction Company (TCC) shall provide all labor, material, and equipment required to construct one prestressed composite above ground storage tank (herein called tank), each with a cast-in-place concrete membrane floor slab and foundation, a core wall, a dome roof, and accessories as shown on the Drawings and as specified herein.

B. Tank shall be used for storage of potable water containing chloramines (ammonia and

chlorine) as the disinfectant. A complete analysis is available from the COUNTY describing the potable water constituents. Tank shall be suitable for the intended purpose.

C. The TCC shall be responsible for the structural design of the tank, including but not limited

to: foundation slab, outlet sump, pipe penetrations, and walls. The prestressed concrete tanks shall in general conform to the "Design and Construction of Circular Wire and Strand-Wrapped Prestressed Concrete Structures” prepared by ACI committee 372 and AWWA Specification D110, latest version and the South Florida and local Building Codes.

1.02 SUBMITTALS

A. The TCC shall submit Shop Drawings, Operation and Maintenance Instructions, and other information as specified in accordance with Section 01300 – Submittals.

B. Shop Drawings shall include Structural Drawings, elevations, complete erection, installation,

and adjustment instructions and recommendations. All Drawings shall be signed and sealed by a Professional Engineer registered in the State of Florida.

C. The TCC shall submit the following in addition to the requirements specified herein:

1. Complete record of experience with sources of Engineers, Owners and dates of

construction for no less than ten tanks of comparable size. 2. Copies of Shotcrete “Nozzle Person” Certificates.

D. Properly identified and neatly bound calculations, together with ample sketches and

illustrations showing complete details of all required accessories and pipe penetrations shall be submitted to the ENGINEER for review and acceptance. All design data shall be listed, and references to the chapter, section, or paragraph of the applicable code(s) shall be noted at critical steps in the calculations to ascertain conformance thereto. Review by the ENGINEER shall not relieve the TCC from responsibility for the accuracy and completeness of its design. Structural calculations shall be reviewed and sealed by a currently registered Professional Engineer in the State of Florida. Computer printouts shall be substantiated with manual calculations verifying the accuracy of the outputs.

E. Copies of the reviewed shop drawings and submitted calculations shall be forwarded by the

TCC to applicable permitting agencies for review and approval. The TCC shall be responsible for demonstrating the conformance of the design to the Florida Building Code and all applicable local requirements. The COUNTY or ENGINEER will not be responsible for additional costs over the Contract price for conforming the design to Code requirements.


13320-2

F. Copies of reviewed and accepted soil density tests by the TCC shall be submitted to the ENGINEER for review and acceptance.

1.03 OPERATION AND MAINTENANCE MANUALS

A. The TCC shall submit complete operation and maintenance manuals in accordance with the procedures and requirements set forth in Section 01300 – Submittals.

1.04 QUALIFICATIONS

A. The TCC shall be a specialist in the design and construction of the wire wound circular prestressed composite tanks with at least five years of experience which shall include the construction of no less than five prestressed composite tanks of comparable size. The TCC shall give satisfactory evidence that it has the skill, reliability, and financial stability to build and guarantee the tanks in accordance with the quality required by these Specifications. The entire tank, including all portions of the floor, wall, and roof shall be built by the TCC using its own trained personnel and equipment.

B. The TCC shall have on its staff a full-time Professional Engineer registered in the State of

Florida with no less than five years experience in design and field construction of circular prestressed composite tanks and who will be in responsible engineering charge of the work to be done. All working drawings and design calculations shall carry the seal of such registered Professional Engineer.

C. The TCC constructing the tank shall have built completely in its own name in the past five

years, and be presently responsible for, a minimum of five (5) dome-covered prestressed composite tanks of equal size or larger which meet these Specifications and which are now giving satisfactory service.

1.05 TCC'S RESPONSIBILITY

A. The TCC shall guarantee the quality of work and materials entering into its portion of the Work for a period of five years from date of acceptance of the Work. In case leakage or other defects appear within the five-year period, the TCC shall promptly make required repairs at its own expense upon written notice by the COUNTY that such defects have been found. Leakage through the side walls shall be defined as the appearance of free liquid showing stream flow on the exterior tank surface, the source of which is from the inside of the tank. Leakage through the bottom shall be defined as the appearance of water flowing or dripping from tank foundation system with groundwater below invert elevations.

B. The TCC shall be totally responsible for the structural integrity of the tank and adherence to

all applicable codes (local and state). 1.06 SITE PREPARATION AND FOUNDATION DESIGN A. The CONTRACTOR shall perform site preparation in the area of the tank. Surface

preparation shall be in accordance with project specifications and to the satisfaction of the Tank Construction Company. The CONTRACTOR will retain the services of an independent testing laboratory to perform soil density tests as specified in section 02224- – Excavation and Backfill for Structures. Test reports will be forwarded to the TCC, the Engineer, and the COUNTY for review, in accordance with Article 1.02 F. The Tank Construction Company shall review the submitted test reports and ensure that Soil preparation is satisfactory to meet their design requirements and design assumptions for


13320-3

strength and serviceability of the tank structure. The TCC shall accept or reject the density tests reports in writing. In the event that the TCC requires additional soil preparation to meet the design requirements, the costs of such preparation shall be included in the contract price and will be at no additional cost to the COUNTY.

B. A separate geotechnical report is available for information purposes, as noted in Division 2 –

Site Work of the Contract Documents. The report identifies properties below grade, primarily for use of the tank Design Engineer.

C. Prior to submitting its bid, the TCC shall examine the site and review the available

geotechnical reports and subsurface information and/or undertake its own soil borings prior to submitting its bid, taking into consideration all conditions that may affect its Work. The COUNTY and ENGINEER will not assume responsibility for variations of sub-soil quality or conditions.

1.07 INSPECTIONS

A. The TCC shall provide the services of a qualified representative (Special Inspections) who shall instruct and supervise the TCC's personnel in the construction of the tank. The qualified representative shall ensure that the construction is in accordance with the structural shop drawings reviewed and accepted by the COUNTY.

B. After the construction of the tank and testing, prior to acceptance by the COUNTY, the

qualified representative shall issue a Certificate of Completion stating that the construction was in conformance with the structural shop drawings. A copy of the Certification of Completion shall be forwarded to applicable permitting agencies for approval. All costs for approval by the permitting agencies shall be included in the bid price.

1.08 ACCEPTABLE MANUFACTURERS

A. Acceptable Tank Construction Companies are Crom Corporation, Precon Corporation or equal.

PART 2 - MATERIALS 2.01 GENERAL

A. The tanks shall be designed to the following general requirements. Refer to drawings for pipe penetrations, floor configuration, access details, etc.

DESIGNATION


Capacity, Million Gallon (MG) 1.0 Inside diameter, feet 75 Tank floor elevation, feet (NAVD 88) 6.0 Top of wall elevation, feet (NAVD 88) 40.6 Elevation of top of dome, feet (NAVD 88) 48.1 Design water level in tank, feet (NAVD 88) 40.6 Maximum water level in tank, feet (NAVD 88) 40.9


13320-4

B. The circular tanks shall be constructed of composite steel-shotcrete; wire wound prestressed construction as specified herein. The wire-prestressed composite wall shall consist of a shotcrete cover wall encasing a steel diaphragm continuous the full wall height.

C. Dimensions and structural details shown on contract drawings are minimum requirements.

The TCC shall provide whatever additional thicknesses, reinforcing, etc., to meet code and structural requirements.

D. Each entire tank, including all portions of the floor, wall, and roof, shall be built by the TCC

using its own trained personnel and equipment. 2.02 DESIGN CRITERIA

A. Shotcrete:

f'g shall be equal to or greater than 4000 psi at 28 days

fci shall be equal to or less than 0.55 fci at winding

B. Prestress Wire:

fs, wall = 115,000 psi

fs, dome ring = 120,000 psi

fsi = 145,600 psi or no greater than 0.70 f's

f's shall be equal to or greater than 231,000 psi

C. Wind Load: 170 mph per Florida Building Code FBC, latest revision and ASCE7-98.

D. Roof Live Load: Minimum specified by the Florida Building Code. E. If requested, the TCC shall furnish certified statements from an approved testing laboratory

for wire used. Concrete and shotcrete testing requirements shall be as specified herein. 2.03 CONCRETE

A. As specified in Section 03300 – Cast-in-Place-Concrete. 2.04 REINFORCING STEEL (Other Than Prestressing Wire)

A. As specified in Section 03200 – Concrete Reinforcement.

B. Reinforcing steel shall have minimum yield strength (fy) of 60,000 psi.

C. Reinforcing steel shall have an allowable tensile stress of 18,000 psi. 2.05 MESH REINFORCEMENT

A. The wire mesh used shall be electrically welded and shall comply with ASTM Designation A 185 (latest revision), not galvanized.


13320-5

2.06 PRESTRESSING WIRE

A. Wire size shall have a minimum diameter of 0.162 inches for 8 gauge and 0.192 inches for 6 gauge but shall not exceed 0.250 inches, for either gauge wire.

B. Prestressing wire shall comply with the latest revision of ASTM A 821 Type B and shall have

a minimum ultimate tensile strength (f's) of 231,000 psi or greater for 8 gauge and a minimum ultimate tensile strength of 222,000 psi or greater for 6 gauge.

2.07 SHOTCRETE

A. The TCC shall submit detailed information regarding the proportions and preparation of the shotcrete to the ENGINEER at least seven days before the material is to be used. The shotcrete shall be so proportioned as to be sound, dense, waterproof, and durable.

B. Fine Aggregates (Sand):

1. Saturated, surface dry, hard, dense, uncoated rock fragments free from injurious

amounts of foreign or deleterious substances as specified in Section 03300 – Cast-in-Place-Concrete.

2. Fineness Modulus for Sand: Range from 2.40 to 3.00 with maximum particle size of

1/4 inch.

3. Maintain sand at 3 to 6 percent moisture content; dampen or dry with sand dryers if necessary.

4. Gradation:

Sieve Size Percent Passing by Weight

No. 4

97-100

No. 8

90-98

No. 16

70-85

No. 30

35-55

No. 50

12-25

No. 100

2-8

C. Screen sand for finish coat to produce uniform dense surface in texture and appearance.

D. The mortar shall have the following minimum compressive strengths:

7 Days

28 Days

Individual minimums

2400 psi

4000 psi

Average minimums

3000 psi

5000 psi

E. The mortar shall have the following allowable compressive stress (fg):

1250 + 75t with 0.45 f'g maximum where t = thickness of the core wall


13320-6

F. The mortar shall have the following allowable compressive stress due to initial prestressing

(fgi): 0.5 f'gi or less, with a maximum of 2,250 psi (where f'gi is defined as compressive strength at the time when the initial prestressing force is applied).

G. Shotcrete shall be tested in accordance with Section 03300, 1.06 A and B.

2.08 TANK FLOOR AND FOUNDATION

A. The 8-inch thick concrete tank floor and foundation shall be constructed as a membrane floor slab conforming to Section 03300 – Cast-in-Place Concrete and other applicable sections of these Contract Documents. Concrete membrane floors shall be thickened to a minimum of 8 inches over all pipe encasements and around sumps. Reinforcement shall extend continuously into the floor slab.

B. The tank floor slab shall be reinforced concrete construction, minimum 4-inch thickness,

containing no less than 0.60 percent reinforcing steel in each orthogonal direction. Reinforcement shall extend a minimum of 2 feet into the adjacent floor slab. The Tank Construction Company shall be responsible for design and shall provide a sufficiently thick reinforced floor slab, including the foundation slab beneath the walls for the vertical loading. The floor slab shall be capable of transferring loads from the wall, so that the load applied to the soil is as recommended in the geotechnical report.

C. A sliding water stop shall be used in the floor-wall joint. Load, shear, and deflection data to

support shear and deflection must be included in the calculations for the base of the wall. Tests must have been generated for the particular water stop configuration proposed. Maximum allowable foundation bearing pressure shall be selected as a result of a review of the available soils information and tests conducted by the TCC, but in no case shall be greater than 3200 psf.

D. All below grade piping that falls within the foot print of the foundation slab shall be encased

in reinforced concrete as shown on the Drawings.

E. Floors shall be vibratory screeded to affect consolidation of concrete and proper encasement of floor reinforcing steel.

F. Floors shall be continuously water cured utilizing potable water until tank construction is

completed. G. Differential Settlement: 1.25-inches.

H. Total Settlement: 2.50-inches.

2.09 CORE WALL

A. The core wall shall be constructed of shotcrete placed in accordance with standard practices. A description of shotcrete practice is contained in ACI 506R, "Guide to Shotcrete." Core wall thickness at the top of the tank shall be not less than 3-1/2 inches. Base-of-wall thickness shall be determined by design calculations to resist the initial compressive stresses of the prestressing wire, backfill, and other applicable loads. The wall may taper uniformly on the outside face from top to bottom as required by design computations. Horizontal sections of the wall shall form true circles without flats, excessive bumps, or


13320-7

hollows. All prestressing shall be done with high tensile wire, permanently bound to the tank wall in which a substantial allowance shall be made for loss of prestress due to shrinkage and plastic flow in the shotcrete and to relaxation in the steel.

2.10 STEEL SHELL DIAPHRAGM

A. A 26 gauge full height steel tank shell shall, complying with ASTM A 366 (latest revision) for Commercial Quality Cold Rolled Steel, shall be used throughout the core wall providing a positive waterstop. A shotcrete coat, not less than one-inch thick, shall cover and protect the steel shell diaphragm at all places. The steel shell shall be so formed and erected that a strong mechanical key between shotcrete and shell will be created. The sheets of steel diaphragm shall be continuous from top to bottom of wall. Only vertical joints will be permitted.

2.11 DOME ROOF

A. The dome roof shall be a circumferentially prestressed free-span dome of concrete or shotcrete construction with a minimum thickness of three inches and a minimum of 0.25 percent reinforcing steel in each orthogonal direction.

B. Dome shell reinforcement shall consist of reinforcing steel bars or welded wire fabric

meeting ASTM A-185, not galvanized. Bolsters for wire fabric and reinforcing bars shall be plastic tipped. Wire ties shall be galvanized.

C. The dome shell shall be designed as a free span, spherical thin shell, with a one-tenth rise.

The dome ring girder shall be prestressed with sufficient wire to withstand the dome dead load and design live loads. The ring girder shall have a cross section suitable to accept the applied prestressing forces. All surfaces in the wall/dome ring girder joint shall be coated with an approved bonding epoxy.

D. Overflow outlets shall be installed on the dome roof in such numbers as will provide an

overflow open area three times the area of the largest tank pipe.

2.12 OPENINGS AND PENETRATIONS

A. Except for maintenance access structures, other openings or penetrations shall not be permitted.

B. Pipe penetrations shall be through floor slab and under footings.

2.13 VERTICAL REINFORCING

A. Vertical reinforcing to compensate for shrinkage, temperature, and vertical bending moments in the core wall shall be as follows:

Inside face - A 26 gauge steel shell diaphragm continuous the full wall height

without horizontal splices. Additional vertical and horizontal reinforcing steel bars as required by design computations.

Outside face - Vertical reinforcing steel: minimum of #4 bars at 12 inches center to

center. Additional vertical and horizontal reinforcing steel bars as required by design computations.


13320-8

PART 3 - INSTALLATION 3.01 CONCRETE WORK

A. The formwork, mixing, placement, finishing, etc., for concrete Work shall be as specified under applicable Sections of these Specifications.

3.02 STEEL DIAPHRAGM

A. The diaphragm shall be erected plumb and securely anchored and aligned to serve as a shooting form for the shotcrete mortar.

B. No holes, including nailholes, shall be made for any purpose, including the purpose of

erection, before, during, or subsequent to erection, except for those required for inserting pipe sleeves, reinforcing steel, bolts, or other special appurtenances. Such penetration shall be sealed with an approved epoxy sealant. The diaphragm shall be interlocked, lapped, and completely sealed with an approved epoxy bonding material.

C. All vertical joints shall be sealed water tight by epoxy injection. This epoxy injection shall be

carried out from bottom of the wall to top of wall, using a pressure pumping procedure, after the steel shell has been fully encased, inside and outside, with shotcrete. The epoxy sealant shall be suitable for bonding to concrete, shotcrete, and steel. The sealant shall conform to the requirements of ASTM C 881, Type III, Grade 1, and shall be a 100 percent solids, moisture insensitive, low modulus epoxy system. When pumped, maximum viscosity of the epoxy shall be 10 poises at 77 degrees Fahrenheit.

D. The diaphragm and the epoxy injection procedure must have demonstrated suitability

through successful use in the five-tanks required in the TCC’s experience record. The final determination of suitability shall be determined solely by the ENGINEER.

E. As an alternate, vertical joints may be sealed using a mechanical crimper. The crimper shall

have demonstrated successful use in at least ten comparable tanks.

F. Maximum dimension tolerances for core wall construction (including diaphragm as applicable) shall be as follows:

Thickness: +/- 1/4 inch

Height: 1/4 inch in 100 feet not to exceed a total of 1/2 inch

Out-of-plumb: 1/4 inch in 10 feet of height Out-of-round: +/- 1 inch per 100 feet diameter

3.03 PLACING SHOTCRETE

A. All shorcrete shall be applied by or under direct supervision of experienced “nozzle person” certified by the American Concrete Institute (ACI) as outlined in ACI certification publication CP-60. Shotcrete “nozzle person” shall provide proof of current certification in accordance with ACI certification publication CP60, "Certification of Shotcrete Nozzlemen." The nozzle shall be held at such a distance and position that the stream of flowing material shall be nearly perpendicular as practicable to the surface being covered. Any rebound or overspray or sags shall be immediately cut out and replaced with proper material.


13320-9

B. The velocity of the material at impact shall be uniform and such as to produce a minimum

rebound of sand and fully encase resteel. No shotcrete shall be placed when the temperature is below 40 degrees Fahrenheit or when other weather conditions are unfavorable. The surface to which shotcrete is applied shall be free from frost.

C. At the end of each day's Work, or similar stoppage period, the shotcrete shall be cut off as

square as possible. Before resuming shooting, these exposed portions shall be thoroughly cleaned and wetted by means of air and water blast. Should the strengths of shotcrete shown by the test specimens made and tested in accordance with the above provisions fall below the values given, the ENGINEER shall have the right to require changes in the shotcrete mix for the remainder of the Work. Furthermore, the ENGINEER shall have the right to require additional curing on those portions of the structure represented by the failing test specimens. In the event that such additional curing does not give the strength required, as evidenced by core and/or other tests, the ENGINEER shall have the right to require strengthening or replacement of those portions of the structure which fail to develop the required strength. The TCC shall have no claim for reimbursement for the required corrective measures.

3.04 CURING CONCRETE AND SHOTCRETE

A. The TCC shall be responsible for the curing of all concrete masonry and shotcrete. Curing shall include protection such that the temperature at the surface does not fall below 50 degrees Fahrenheit and such that there is no loss of moisture from the surface for a period of seven days, where normal portland cement is used.

B. If low temperatures are anticipated, the TCC shall submit, for the approval of the

ENGINEER, the method he proposes to use for protecting the concrete and shotcrete against low temperatures prior to placing.

3.05 HORIZONTAL PRESTRESSING

A. Circumferential prestressing of the tank walls shall be accomplished by applying continuously and uniformly a prestressing steel wire to the core wall in a helix of such pitch as to provide an initial predetermined force and unit compressive stress in the core wall per lineal foot of height equivalent to that derivable from the Drawings. Splicing of the wire shall be permitted only when terminating an application of one complete coil of wire or in the event a defective section of wire must be removed during application. A machine shall be used for applying the wire, capable of continuously inducing a uniform initial force in the wire as it is laid on the tank wall.

Force in the wire shall be induced by methods not dependent on cold working or re-drawing the wire. Only the aggregate force of all stressed wires per foot shall be considered rather than the force per individual wire. No circumferential movement of the wire along the tank wall will be permitted during or after stressing of the wire.


13320-10

The steel wire bands on the core wall and dome ring shall be so placed that the prestress "working force" per foot of wall height shall exceed the hydraulic ring tension forces by not less than five percent. The "work force" shall be defined as the force determined by multiplying the area of steel wire by the unit wire stress after an allowance for losses of 20,000 psi has been made from the initial unit wire stresses. Such initial unit wire stress readings shall be made the same day the wire is placed, or if made later and after some stress losses have already occurred due to creep of wire, plastic flow, and shrinkage of core wall, allowances shall be made for such losses. The clear space between adjacent wires is to be no less than one wire diameter.

B. No prestressing wire shall be installed until the concrete or shotcrete mortar core wall has

been shown by test to have attained 75 percent of the 28-day compressive strength hereinbefore specified. No prestressing wire shall be applied when weather conditions are unfavorable.

C. Where more than one layer of wire is required, underlayers shall be covered with shotcrete

of sufficient thickness to provide approximately 1/8-inch cover over the wire.

D. Attention is directed to the fact that prestressing wire is susceptible to failure through corrosion. Extreme care shall be used to protect the wire against leakage of water both from within and without the tank.

3.06 STRESS MEASUREMENT

A. The TCC, at its own expense, shall furnish special equipment at the construction site capable of measuring the stress in the wire after it is placed on the tank wall. This stress-measuring equipment shall consist of an electronic direct-reading stressometer accurate to within two percent, complete with calibrated dynamometers and a test stand to verify the accuracy of the stressometer from time to time if necessary. The initial tension in each wire shall be recorded.

3.07 EXTERIOR COVERCOAT

A. After circumferential prestressing wires have been placed by a wire winding machine, they shall be covered with shotcrete that will provide a minimum thickness over the wire of 1- inch. The shotcrete encasement shall completely encapsulate each wire and permanently bond the wire to the tank wall. When more than one layer of wire is required, under layers shall be covered with shotcrete of sufficient thickness to provide approximately 1/8-inch cover between layers.

3.08 WALL OPENINGS

A. At all openings through the sidewalls, the wires shall be placed equally above and below the opening. The displaced wires will be added to those for a foot or two above and below the opening, leaving an entire strip around the tank which is unbanded. Such unbanded strip shall be no more than 36 inches high.

B. An axi-symmetric finite element shell analysis will be required for unbanded wall spaces having a vertical dimension greater than 36 inches.

C. All pipe sleeves passing through the wall shall be sealed to the steel shell diaphragm by epoxy injection.


13320-11

3.09 TANK ACCESSORIES

A. Tank accessories shall be furnished by the TCC as shown on the Drawings and specified herein.

1. Access Hatches

Access Hatches shall be provided as shown on the Drawings. Access hatches shall consist of stainless steel wall thimbles to be embedded into the prestressed tank wall. Covers for access hatches shall be made of 1/4” – inch thick (minimum) aluminum. Stiffeners shall be provided to prevent warping and bending of hatch cover. The hatch shall be completely sealed for entry of insects. All hinges, hasps and fasteners shall be Type 316 Stainless Steel.

2. Piping

Piping shall conform to the requirements set forth in Division 15 – Mechanical of these Contract Documents and as shown on the Drawings.

3. Exterior Ladder

An exterior ladder, safety climbing device, and ladder cage with lockable security door shall be provided as shown on the Drawings. All tubular ladder material shall be made of nominal diameter schedule 40 aluminum pipe 6061-T6. Plates and gussets shall be structural grade aluminum 6061-T6.

4. Interior Ladder, Roof Hatch Cover, and Roof Ventilator

Interior ladder with safety climbing device, roof hatch cover, and roof ventilator shall be provided as shown on the Drawings.

5. Miscellaneous Metals

All miscellaneous metals framing into the tank structure including brackets, fasteners, plates, angles, flanges, etc., shall be furnished and installed by the TCC. All fasteners shall be Type 316 Stainless Steel. Miscellaneous metals shall be in conformance to with requirements set forth in Division 5 – Metals of these Contract Documents.

3.10 TESTING

A. Leakage tests shall be of a seven-day period and shall be as specified in Section 02667 – Hydraulic Structures Testing of these documents.

- END OF SECTION -


SECTION 15000 – PIPING, GENERAL PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. The CONTRACTOR shall furnish and install all piping systems shown and specified, in accordance with the requirements of the Contract Documents. Each system shall be complete with all necessary fittings, hangers, supports, anchors, expansion joints, flexible connectors, valves, accessories, lining and coating, testing, disinfection, excavation, and backfill, to provide a functional installation.


A. Section 01300 – Submittals

B. Section 02222 – Excavation and Backfill for Utilities

C. Section 03300 – Cast-In-Place Concrete

D. Section 05500 – Metal Fabrications

E. Section 09900 –Painting F. Section 15030 – Piping and Equipment Identification Systems

G. Section 15995 – Pipeline Testing and Disinfection


A. Commercial Standards

1. ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings, Class 125.

2. ANSI B16.5 Pipe Flanges and Flanged Fittings, Steel Nickel Alloy and other Special Alloys.

3. ASTM A 307 Specification for Carbon Steel Externally Threaded Standard

Fasteners.

4. ASTM A 325 Specification for High Strength Bolts for Structural Steel Joints.

5. ASTM D 792 Test Methods for Specific Gravity and Density of Plastics by

Displacement. 1.04 CONTRACTOR SUBMITTALS

A. The CONTRACTOR shall submit complete shop drawings and certificates, test reports, affidavits of compliance, of all piping systems, in accordance with the requirements in the Section 01300, Submittals, and as specified in the individual piping sections.


B. Each shop drawing submittal shall be complete in all aspects incorporating all

information and data listed herein and all additional information required to evaluate the proposed piping material's compliance with the Contract Documents. Partial or incomplete submissions will be returned to the CONTRACTOR without review.

C. Data to be submitted shall include, but not be limited to:

1. Catalog Data consisting of specifications, illustrations and a parts schedule that

identifies the materials to be used for the various piping components and accessories. The illustrations shall be in sufficient detail to serve as a guide for assembly and disassembly.

2. Complete layout and installation drawings with clearly marked dimensions and

elevations. Piece numbers which are coordinated with the tabulated pipe layout schedule shall be clearly marked. Piping layout drawings shall indicate the following additional information; pipe supports, location, support type, hanger rod size, insert type and the load on the hanger in pounds.

3. Weight of all component parts.

4. Design calculations when requested.

5. Tabulated pipe layout schedule, which shall include the following information for all

pipe and fittings: service, pipe size, working pressure, wall thickness and piece number and coating.

D. Certifications

1. Prior to installation, the CONTRACTOR shall furnish an Affidavit of Compliance

certified by the pipe manufacturer that the pipe, fittings and specials furnished under this Contract comply with all applicable provisions of AWWA and these specifications. No pipe or fittings will be accepted for use in the Work on this project until the affidavits have been submitted and accepted in accordance with Section 01300, Submittals.

E. All expenses incurred in making samples for certification of tests shall be borne by the

CONTRACTOR. 1.05 QUALITY ASSURANCE

A. Tests

1. Except where otherwise specified, all materials used in the manufacture of the pipe shall be tested in accordance with the applicable Specifications and Standards.

B. Welding Requirements

1. All welding procedures used to fabricate pipe shall be prequalified under the

provisions of ANSI/AWS D1.1. Welding procedures shall be required for, but not necessarily limited to, longitudinal and girth or spiral welds for pipe cylinders,


spigot and bell ring attachments, reinforcing plates and ring flange welds, and plates for lug connections.

C. Welder Qualifications

1. All welding shall be done by skilled welders, welding operators, and tackers who

have had adequate experience in the methods and materials to be used. Welders shall be qualified under the provisions of ANSI/AWS D1.1 by an independent local, acceptable testing agency not more than 12 months prior to commencing work. Machines and electrodes similar to those used in the Work shall be used in qualification tests. The CONTRACTOR shall furnish all material and bear the expense of qualifying welders. Furnish welder's qualification papers to the ENGINEER.

1.06 MANUFACTURER'S SERVICE REPRESENTATIVE

A. Where the assistance of a manufacturer's service representative is advisable, in order to obtain correct pipe joints, supports, or special connections, the CONTRACTOR shall furnish such assistance at no additional cost to the COUNTY.

1.07 MATERIAL DELIVERY, STORAGE, AND PROTECTION

A. All piping materials, fittings, valves, and accessories shall be delivered in a clean and undamaged condition and stored off the ground, to provide protection against oxidation caused by ground contact. All defective or damaged materials shall be replaced with new materials.

1.08 CLEANUP

A. After completion of the work, all remaining pipe cuttings, joining and wrapping materials, and other scattered debris, shall be removed from the site. The entire piping system shall be handed over in a clean and functional condition.

PART 2 -- PRODUCTS 2.01 GENERAL

A. All pipes, fittings, and appurtenances shall be installed in accordance with the requirements of the applicable Sections of Division 2 – Site Work and Division 15 - Mechanical and furnished as specified herein.

B. Pipe Supports

1. All pipes shall be adequately supported in accordance with the requirements of

Section 15020, Pipe Supports, and as shown on the Drawings.

C. Lining

1. All requirements pertaining to thickness, application, and curing of pipe lining, shall be in accordance with the requirements of the applicable Sections of Division 15, unless otherwise specified.


D. Coating

1. All requirements pertaining to thickness, application, and curing of pipe coating,

are in accordance with the requirements of the applicable Sections of Division 15, unless otherwise specified. Pipes above ground or in structures shall be field-painted in accordance with Section 09900, Painting.

E. Pressure Rating: 1. All piping system shall be designed for the rated working pressure, listed in the

piping schedule.

2.02 PIPE FLANGES

A. Flanges

1. Cast or Ductile Iron flanges shall conform to either ANSI/AWWA C115/21.15 or ANSI B16.1 125-lb class. Flanges shall have flat faces and shall be attached with bolt holes straddling the vertical axis of the pipe unless otherwise shown. Attachment of the flanges to the pipe shall conform to the applicable requirements of ANSI/AWWA 115/21.15. Flanges for miscellaneous small pipes shall be in accordance with the standards specified for these pipes.

2. Forged steel flanges shall be ASTM A 181, Grade 1, slip on or welding neck,

faced and drilled 150-lb class, flat faced, ANSI B16.5 Standard.

B. Blind Flanges

1. Blind flanges shall be in accordance with ANSI/AWWA C207, or with the standards for miscellaneous small pipes. All blind flanges for pipe sizes 12-inches and over shall be provided with lifting eyes in the form of welded or threaded eye bolts.

C. Flange Coating

1. All machined faces of metal blind flanges and pipe flanges shall be coated with a

temporary rust-inhibitive coating to protect the metal until the installation is completed.

D. Flange Bolts

1. If studs are required, they shall be in accordance with ASTM A 307, Grade B, with

heavy hex nuts. Machine bolts shall normally be used on all flanged connections. If studs are required, they shall extend through the nuts a minimum of 1/4-inch. All bolts and nuts shall conform to Section entitled “Metal Fastening”.

2. Use ASTM A307, Grade B hex head bolts and ASTM A563 Grade A heavy hex

head nuts.


E. Flange Gaskets

1. Gaskets for flanged joints shall be of materials as specified in piping sections. Blind flanges shall have gaskets covering the entire inside face of the blind flange and shall be cemented to the blind flange. Ring gaskets shall not be permitted.

2. Gaskets for steel 150-lb flanges shall be 1/8-inch thick cloth inserted rubber or black neoprene flat ring type meeting the requirements of ANSI B16.21 and AWWA C207.

3. Gaskets for working pressure above 250 psi shall be aramid composite type

gaskets. Minimum thickness shall be 1/16- inch for pipe diameter up to and including 10-inch. Minimum thickness for pipe diameters 12-inch and above shall be 1/8-inch.

F. Flange Gasket Suppliers shall be the following, or equal:

1. John Crane

2. Garlock 3. or equal.

2.03 GROOVED COUPLINGS

A. General

1. Grooved pipe couplings shall be provided where shown on the Drawings. Buried or submerged couplings shall have Type 316 stainless steel bolts and nuts conforming to the requirements of Section entitled “Metal Fastening”.

B. Coatings

1. Aboveground: Factory coated enamel. 2. Buried: Two coats of coal tar epoxy (3 mils DFT each coat).

C. Steel Pipe Couplings:

1. Suppliers shall be the following, or equal:

a. Victaulic Style 77 (grooved)

2. Gaskets: Shall be Grade “E”, Ethylene Propylene Diene Monomer (EPDM)

D. Suppliers for Ductile Iron Pipe Couplings shall be the following, or equal:

1. Victaulic Style 31.

Note: Ductile Iron Pipe Couplings shall be furnished with Grade M halogenated butyl.

E. Suppliers for PVC Pipe Couplings shall be the following, or equal:


1. Victaulic Style 775.

Note: PVC pipe couplings shall be furnished with grade E EPDM gaskets.

2.04 MECHANICAL COUPLINGS

A. Construction

1. Mechanical couplings shall be provided where shown on the drawings, and shall be of similar material as the pipe, without pipe stop, and shall be of sizes to fit the pipe and fittings shown. The middle ring shall be not less than 1/4-inch in thickness and shall be either 5 or 7-inches long for standard steel couplings, and 16-inches long for long-sleeve couplings. The followers shall be single-piece contoured mill section welded and cold-expanded as required for the middle rings. They shall be of sufficient strength to accommodate the number of bolts necessary to obtain adequate gasket pressures without excessive rolling. The shape of the follower shall be of such design as to provide positive confinement of the gasket. Bolts and nuts shall conform to the requirements of Section 05500, Metal Fabrications.

B. Gaskets

1. Gaskets for mechanical couplings shall be rubber-compound material that will not deteriorate from age or exposure to air under normal storage or use conditions. The rubber in the gasket shall meet the following specifications:

a. Color - Jet Black.

b. Surface - Nonblooming.

c. Durometer Hardness - 74 + 5.

d. Tensile Strength - 1000 psi Minimum.

e. Elongation - 175 percent Minimum.

2. The gaskets shall be immune to attack by the material which is being transported.

C. Bolts, nuts and washers shall be ASTM A193, Grade B7 for above-ground applications.

Buried applications shall use 316 stainless steel hardware.

D. Coatings:

1. Couplings shall be shop primed with a primer compatible with the painting system specified in the Section entitled “Painting”.

E. Harnessing:

1. Where harnesses are required for Mechanical couplings, they shall be in accordance with the requirements of the appropriate reference standard, or as shown.


F. Supplier shall be the following, or equal:

1. Rockwell (Smith-Blair), Style 411.

2. Dresser, Style 38.

3. Ford Meter Box Co., Inc., Style FC1 or FC3. 2.06 FLANGED COUPLING ADAPTERS

A. All flanged coupling adapters, 12-inches in diameter and smaller, except as otherwise acceptable to the ENGINEER, shall be locking type flanged adapters.

B. Pressure and service shall be the same as connected piping. C. Materials shall be cast iron pipes up to 12-inch diameter and high strength steel for pipes

larger than 12-inch diameter.

D. Flanged adapters shall be shop primed with a premium quality primer compatible with the paint system specified in Section 09900, Painting.

E. Bolts and nuts shall be alloy steel, corrosion-resistant and prime coated.

F. Flanged coupling adapters larger than 12-inches in diameter shall be harnessed by tying

the adapter to the nearest pipe joint flange using tie rods and rod tabs.

G. Flanged coupling adapters shall be as manufactured by Dresser Industries, Style 127 or 128, Smith Blair Corporation, or equal.

H. Provided harnessing of flanged adapters where identified on the Drawings.

2.07 SLEEVES A. Pipe sleeves shall be provided where shown on the Drawings. All PVC pipe passing

through cast-in-place concrete walls or slabs shall be provided with a sleeve whether or not shown on the Drawings.

B. Except for core drilled holes in existing concrete, sleeves shall be equipped with a

waterstop centered in the wall penetration. C. As a minimum, sleeves shall be of the same material as the pipe passing through it.

D. Sleeves shall be of sufficient size to pass the pipe and any required coverings of the

pipe and shall extend two (2) inches above finished floor.

E. Sleeves shall be caulked with a fire retardant caulking compound at fire walls and a gas tight compound at gas tight walls.

F. All sleeves penetrating water/wastewater tanks or wet wells and all below grade walls or

floors shall be provided with penetration seals, "Link Seal" as manufactured by Thunderline Corporation, or equal. Penetration seals shall be covered with a two part polysulfide sealant on the earth or wet side of the sleeve and penetration seal as shown on the Drawings.


G. All sleeves in building interiors shall be sealed with foam sealant and caulking as shown

on the Drawings. 2.08 SOLID SLEEVE COUPLINGS

A. Solid sleeve couplings shall be used to connect buried service piping where shown on the Drawings. Solid sleeves shall be ductile iron, long pattern body and shall conform to the requirements of AWWA C153 for pipe up to 24 inches in diameter. Unless otherwise shown or specified, solid sleeve couplings shall be American Cast Iron Pipe Co., or equal. Sleeves shall be mechanical joint with restraint provided by external mechanical joint restraints such as MEGALUG Series 1100 by EBAA, Iron or equal.

2.09 UNIONS

A. For ductile iron, carbon steel and grey cast iron pipes assembled with threaded joints and malleable iron fittings, unions shall conform to ANSI B16.39.

B. For copper piping, unions shall have ground joints and conform to ANSI B16.18.

C. For PVC and CPVC piping, unions shall be socket weld type with Viton O-ring or equal.

2.10 WALL PIPES

A. Where wall sleeves or wall pipes occur in walls that are continuously wet on one or both sides, they shall have water stop flanges at the center of the casting or as shown on the Drawings. Ends of wall pipes shall be flange, mechanical joint, plain end, or bell as shown on the Drawings, or as required for connection to the piping. Wall pipes shall be of the same material as the piping that they are connected to. If welded waterstop flanges are employed, welds shall be 360 degree continuous on both sides of flange. Unless otherwise shown on the Drawings, waterstop flanges shall conform to the minimum dimensions shown below:

Pipe Size

Waterstop Flange Diameter

Waterstop Flange Thickness

4" - 12" OD + 3.10" 0.50" 14" - 24" OD + 4.15" 0.75"

2.11 VENT AND DRAIN VALVES

A. For liquid pipelines, the CONTRACTOR shall install drain valves and vent valves, whether shown on the Drawings or not, at the low points and high points, respectively.

PART 3 -- EXECUTION 3.01 GENERAL

A. The CONTRACTOR shall furnish all labor, tools, materials, and equipment necessary for installation and jointing of the pipe. All piping shall be installed in accordance with the Drawings in a neat manner and shall be set for accurate line and elevation. All piping shall be thoroughly cleaned before installation, and care shall be taken to keep the piping clean throughout the installation.


B. Before setting wall sleeves, pipes, castings and pipes to be cast in place, the

CONTRACTOR shall check the Drawings and equipment manufacturer's drawings, which may have a direct bearing on the pipe locations. The CONTRACTOR shall verify existing piping tie-in connections and verify size, type, and location before fabricating new piping assemblies.

C. Piping shall be attached to pumps, valves, equipment, etc., in accordance with the

respective manufacturers' recommendations. This includes the use of flexible connectors as required.

D. For piping assembled with threaded, solvent cemented, welded or soldered joints, liberal

use of unions shall be made. Unions shall be provided close to main pieces of equipment and in branch lines to permit ready dismantling of piping without disturbing main pipelines or adjacent branch lines. A minimum of one union per straight run of pipe between fitting and/or valves with multiple lengths of pipe shall be used.

E. All changes in directions or elevations shall be made with fittings, unless otherwise

shown. 3.02 SHIPPING, HANDLING AND STORAGE

A. Special care in handling shall be exercised during delivery, distribution and storage of pipe to avoid damage and setting up stresses. Damaged pipe will be rejected and shall be replaced at the CONTRACTOR’s expense. Pipe and specials stored prior to use shall be stored in such a manner as to keep the interior free from dirt and foreign matter.

B. No pipe shall be dropped from cars or trucks to the ground. All pipe shall be carefully

lowered to the ground by mechanical means. In shipping, pipe and fittings shall be blocked in such manner as to prevent damage to castings or lining. Any broken or chipped lining shall be carefully patched. Where it is impossible to repair broken or damaged lining in pipe because of its size, the pipe shall be rejected as unfit for use.

C. All mechanical joint pipe shall be laid with 1/8-inch space between the spigot and

shoulder of pocket. D. CONTRACTOR shall protect all susceptible materials from UV degradation.

3.03 LAYING PIPE

A. Proper and suitable tools and appliances for the safe convenient handling and laying of pipe shall be used and shall, in general, agree with manufacturer's recommendations. At the time of laying, the pipe shall be examined carefully for defects, and should any pipe be discovered to be defective after being laid, it shall be removed and replaced with sound pipe by the CONTRACTOR at its expense.

B. The CONTRACTOR shall perform all earthwork including excavation, backfill, bedding,

compaction, sheeting, shoring and bracing, dewatering and grading in accordance with Section 02222, Excavation and Backfill for Utilities.


C. Upon satisfactory excavation of the pipe trench and completion of the pipe bedding, a continuous trough for the pipe barrel and recesses for the pipe bells, or couplings, shall be excavated by hand digging. When the pipe is laid in the prepared trench, true to line and grade, the pipe barrel shall receive continuous, uniform support and no pressure shall be exerted on the pipe joints from the trench bottom.

D. All piping 3-inches and larger shall be provided with two 4-foot-lengths of pipe for the

first two joints outside a building or tank wall unless a greater number of joints is shown on the Drawings.

E. Pipe shall be installed in accordance with the manufacturer's recommendation. Before

being lowered into the trench, the pipes and accessories shall be carefully examined and the interior of the pipes shall be thoroughly cleaned of all foreign matter and other acceptable methods. At the close of each workday and during suspension of work for any reason at any time, a suitable stopper shall be placed in the end of the pipe last laid to prevent mud or other foreign material from entering the pipe.

F. Lines shall be laid straight and depth of cover shall be maintained uniform with respect

to finish grade, whether grading is completed or proposed at time of pipe installation. Where a grade or slope is shown on the Drawings, the CONTRACTOR shall use laser based surveying instruments to maintain alignment and grade. At least one elevation shot shall be taken on each length of pipe and recorded. No abrupt changes in direction or grade will be allowed.

G. After pipe has been laid, inspected and found satisfactory, sufficient backfill shall be

placed along the pipe barrel to hold the pipe securely in place during the conduction of the hydrostatic test. No backfill shall be placed over the joints until the hydrostatic tests are satisfactorily completed, leaving the exposed to view for the detection of visible leaks. Upon satisfactory completion of the hydrostatic test, backfilling of the trench shall be completed. Pipe trenches may be backfilled prior to hydrostatic testing subject to the permission of the ENGINEER.

H. All underground piping and fittings shall use restrained joints.

3.04 FLANGED JOINTS

A. Flanged joints shall be made up with full face gaskets as specified in the piping paragraphs. Flange faces shall have a uniform bearing on the gaskets. Flanges shall be drawn together uniformly until the joint is tight. No washers shall be permitted for the bolt and nut assemblies. The length of the bolts shall be uniform and in accordance with the standards specified herein. The bolt's maximum projection beyond the end of the nut shall be 0.25-inch nor shall the bolt fall short of the end of the nut. All buried flanges shall be installed with 316 SS nuts and bolts.

Lubricate bolt threads with MRO solution 1000 food grade antiseize, or equal before

installation. 3.05 WELDED JOINTS

A. Welded joints shall be shop fabricated in accordance with the standards and specifications contained herein.


B. Field welding will be permitted for black carbon steel pipe where it can be demonstrated that the interior of the pipe can be satisfactorily lined and inspected. Welding in the field shall be performed only when requested on the shop drawings and accepted by the COUNTY and ENGINEER in writing as specified herein.

C. All welding shall be performed in accordance with ANSI B31.1 and AWWA C 206 except

as modified or supplemented herein. All welders shall be AWS certified in accordance with AWWA C206, and ANSI B31 requirements.

D. Pipe and fittings with wall thicknesses of 3/16-inch and larger shall have ends beveled

for welding. Bevels shall be 30° with a maximum of 37-1/2°. The abutting pipe ends shall be separated before welding to permit complete fusion to the inside wall of the pipe without overlapping. Welding shall be continuous around the joint and shall be completed without interruption. Welds shall be of the single vee butt type, of sound weld metal thoroughly fused into the ends of the pipe and into the bottom of the vee. Welds shall be free from cold spots, pin-holes, oxide inclusions, burrs, snags, rough projections or other defects.

E. Filler metal for welding shall be of the same composition as the base metal. All welding

of steel pipe flanges shall be in accordance with requirements of AWWA C207 and ANSI B31.1.

F. Field repairs of cement mortar lining a welded joints shall be made in accordance with

AWWA C205 Appendix A or AWWA C602.

G. Field welds shall be "fixed position" type. 3.06 THREADED JOINTS

A. All threads shall be clean, machine cut and all pipe shall be reamed before erection. Taps and dies shall be cleaned, sharpened and in good condition. All threaded joints shall be made tight with teflon tape.

B. After having been set up, a joint shall not be backed off unless the joint is broken, the

threads cleaned and new tape is applied. 3.07 SOLVENT CEMENTED JOINTS

A. Joints shall be made up in accordance with ASTM D 2855 and the manufacturers' recommendations. The CONTRACTOR is advised to handle the solvent cements in accordance with ASTM F 402.

B. Joints in piping suitable for sodium hypochlorite service shall be solvent welded in

accordance with IPS WELD-ON 724 solvent for making joints.

3.08 THRUST RESTRAINT

A. All sleeve type couplings shall be harnessed except where noted specifically on the Drawings. The harnessing shall be as shown on the Drawings or as specified herein.

B. Where the distance between adjacent flanges is in excess of ten feet or where a harness

can not be used, the pipe supports adjacent to the coupling shall restrain the piping


preventing any linear or angular movement resulting in the pipe separating from the coupling or misalignment in the joint.

C. Where expansion joints are used, control units shall be provided. All tie rods and control

units shall be installed in accordance with the manufacturer's recommended procedures.

D. All buried tie rods and associated hardware shall be 316 stainless steel.

E. In general, all valves and fittings shall be restrained in an acceptable manner such that the unbalanced force developed at them shall be supported independent of the piping system.

3.09 PIPE SCHEDULE

A. This section includes schedule of piping specified in other sections of Division 15.

B. The following abbreviations are used in the schedule: 1. Material

316 SS -316 Stainless Steel (nonwelded joints) or

-316L Stainless Steel - low carbon (welded joints) BSP -Black Steel Pipe CU -Copper DI -Ductile Iron PVC -Polyvinylchloride CPVC -Chlorinated Polyvinylchloride CI -Cast Iron Pipe

2. Wall Thickness

CL -Class Sch -Schedule

3. Joint Type

CJ -Compression Joint Flg -Flanged Grvd -Grooved PO -Push on Joint RJ -Restrained Joint SW -Solvent Welded Thd -Threaded Wld -Welded Sld -Soldered

4. Fitting Type

316 SS -316 Stainless Steel (nonwelded joints) CU -Copper DI -Ductile Iron PVC -Polyvinylchloride CPVC -Chlorinated Polyvinylchloride Stl -Steel CISP -Cast Iron Soil Pipe DWV -Drainage, Waste and Vent


BSP -Black Steel Pipe (forged steel)

5. Interior Surface Protection

CML -Cement Mortar Lined

6. Exterior Surface Protective Coating

AC -Asphalt Coated (below ground only) P -Painted (above ground only)

- END OF SECTION -


SECTION 15006 - DUCTILE IRON PIPE

PART 1 -- GENERAL

1.01 WORK INCLUDED

A. The CONTRACTOR shall furnish and install ductile iron pipe and all appurtenant Work, complete in place, all in accordance with the requirements of the Contract Documents.


A. Section 01600 – Materials and Equipment

B. Section 02222 – Excavation and Backfill for Utilities

C. Section 01300 - Submittals

D. Section 09900 - Painting

E. Section 15000 – Piping, General

F. Section 15995 – Pipeline Testing and Disinfection

1.03 REFERENCED SPECIFICATIONS, CODES, AND STANDARDS

A. Commercial Standards:

ANSI/AWWA C104/A21.4 Cement Mortar Lining for Ductile Iron Pipe and Fittings for Water

ANSI/AWWA C110/A21.10 Ductile-iron and Gray-Iron Fittings 3-in. Through 60-in. for Water and Other Liquids

ANSI/AWWA C111/A21.11 Rubber-Gasket Joints for Ductile-Iron and Gray-Iron Pressure Pipe and Fittings

ANSI/AWWA C150/A21.50 Thickness design of ductile iron pipe

ANSI/AWWA C151/A21.51 Ductile-iron Pipe, Centrifugally Cast in Metal Molds or Sand-Lined Molds, for Water or Other Liquids

ANSI/AWWA C600 Installation of Ductile-Iron Water Mains and Appurtenances

1.04 SUBMITTALS

A. Shop Drawings: The CONTRACTOR shall submit Shop Drawings of pipe and fittings in accordance with the requirements set forth in the Sections entitled – “Piping, General” and “Submittals”.

B. CONTRACTOR shall submit certification that all materials coming in contact with finished potable water comply with the requirements of NSF 61.


1.05 SCHEDULE OF PIPING MATERIALS

A. A schedule of piping materials is included in the Section entitled “Piping, General”. The schedule indicates service, nominal pipe size, material, wall thickness, joint type, working pressure, restraint design pressure, test pressure, coatings and linings.

PART 2 -- PRODUCTS

2.01 GENERAL

A. Pipe shall be centrifugally cast in metal molds or sand lined molds in accordance with ANSI A21.51 (AWWA C151) of grade 60-42-10 ductile iron. The above standard covers ductile iron pipe with nominal pipe sizes from three inches up to and including sixty-four inches in diameter. Working pressure shall be as specified herein, unless higher pressure is indicated on the Piping Schedule in Section 15000 – Piping, General.

B. Wall Thickness

1. Buried push-on, mechanical, and restrained joint pipe shall have a wall thickness class in accordance with ANSI A21.51 equal to or greater than classes indicated below, unless indicated to be otherwise in the Piping Schedule:

Buried Pipe

Size Class

4”-12” 52

14”-54” 51

2. All flanged, pipe shall have a wall thickness of special thickness Class 53.

3. Grooved coupling pipe shall be special thickness Class 54.

C. Joints

1. Ductile iron pipe above grade shall be flanged. All pressurized ductile iron pipe below grade shall have thrust restrained joints. Thrust restrained push-on joint pipe shall be provided at grade where indicated on the Drawings and noted in the Piping Schedule.

2. Mechanical and push-on type joints shall be in accordance with ANSI A21.11 (AWWA C111).

3. Flanges for flanged pipe shall be in accordance with ANSI A21.15 (AWWA C115), shall be ductile iron, shall be rated at 250 psi maximum working pressure, and shall be similar to flange Class 125 per ANSI B16.1. Where shown on the drawings, pipe and fittings shall be furnished with flanges similar to flange Class 250 per ANSI B16.1. Fittings shall be provided with flanges having a bolt circle and bolt pattern the same as the adjacent pipe and/or mechanical devices. Joint materials shall be ANSI sized and approved and shall consist of hot dip galvanized carbon steel bolts and nuts and full faced 1/8" thick neoprene gaskets, unless otherwise specified.


4. No raised face flanges shall be used. The raised faces shall be milled flat.

5. Flange gaskets shall be full face neoprene rubber.

D. Restrained Push-on Joints (Single Gasket)

1. Restrained joints in pipe and fittings shall be of the single gasket push-on type, and shall conform to all applicable provisions of ANSI/AWWA Standard C111/A21.11, except that gaskets for pipe and fittings shall be EPDM, and the following requirements:

a. Thickness of the pipe barrel remaining at grooves cut, if required in the design of restrained end joints, shall not be less than the nominal wall thickness of equal sized non restrained pipe as specified in Item 2.01B.

b. Restrained joints using field welding, set screws, or gaskets with expanding metal inserts will not be acceptable.

c. The restraining components, when not cast integrally with the pipe and fittings, shall be ductile iron or a high strength non-corrosive alloy steel.

d. Tee head bolts and hexagonal nuts for all restrained joints in pipe and fittings shall be of high strength cast iron with composition, dimensions and threading as specified in ANSI/AWWA Standard C111/A21.11, except that the length of the bolts shall meet the requirements for the restrained joint design.

e. The proper number of gaskets, bolts, nuts and all necessary joint material, plus one extra gasket for every 10 joints or fraction thereof, shall be furnished with each order. The gaskets and joint accessories shall be shipped in suitable protection containers.

f. Each thrust-restraint joint and the pipe and fitting of which it is a part, shall be designed to withstand the axial thrust from an internal pipeline pressure of at least 150 psi at bulkhead conditions without reduction because of its position in the pipeline nor for support from external thrust blocks.

g. Restrained push-on joint pipe and fittings shall be capable of being deflected after assembly. During deflection, all components in the restrained system shall be in contact to provide an equal force on all contact areas.

h. When restrained spigot ends are ordered the corresponding bell ends of the pipe to be restrained.

2. Restrained push-on joints for ductile iron pipe and fittings shall be TR-FLEX as manufactured by U.S. Pipe and Foundry, Flex-Ring (4-inch to 12-inch) and Lok-Ring (14-inch to 60-inch) by the American Ductile Iron Pipe Co., or equal. The restraining components, when not cast integrally with the pipe and fittings, shall be ductile iron or a high strength noncorrosive alloy steel. For cut grooved


retainers, the thickness of barrel left after grooving shall not be less than the nominal wall thickness of equal sized non-restrained pipe as specified herein above for the centrifugally cast ductile iron pipe.

3. Restrained Mechanical Joint: Mechanical joints shall be restrained with Megalug Series 1100 as manufactured by Ebaa Iron, Inc., MJ Field Lok Gasket by U.S. Pipe, or equal. Tee head bolts and hexagonal nuts for all restrained joints in pipe and fittings shall be of high strength steel with composition, dimensions and threading as specified in ANSI/AWWA Standard C111/A21.1 1, except that the length of the bolts shall meet the requirements for the restrained joint design.

E. Fittings

1. Shall be manufactured in accordance with ANSI A21.10 (AWWA C110) for nominal pipe sizes three inches to sixty-four inches, and shall be either flanged or mechanical joint. Any other fittings, not included in ANSI A21.10 (AWWA C110) shall conform in design and performance to the requirements of this Standard.

2. Shall have a rated pressure equal to or greater than the specified working pressure for nominal pipe sizes of three inches to sixty-four inches (350 psi fittings available through and including twenty-four inches, only).

3. Grey iron fittings which conform to the specifications contained herein may be used with ductile iron pipe providing the piping systems minimum working pressure is met or exceeded.

4. Blind, filler, companion and reducing flanges shall conform to ANSI B16.1.

F. Pipe Coating General: All ductile iron pipe and fittings shall be supplied with the same coating material throughout the project. Coating shall be provided in the interior and exterior of the pipe as described hereinafter.

1. The standard asphaltic coating shall be applied prior to shipment to the exterior wall of buried pipe and fittings in accordance with ANSI A21.51 (AWWA C151).

2. A coating of rust inhibitive primer, compatible with the coating system specified in Section 09900 – Painting, shall be applied prior to shipment to all exposed and interior piping.

3. Cement-Mortar Lining: Pipe and fittings shall be cement-lined and seal-coated in accordance with ANSI/AWWA Standard C104/A21.4-90, Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water.

PART 3 -- EXECUTION

3.01 INSTALLATION

A. The CONTRACTOR shall perform all earthwork including excavation, backfill, bedding, compaction, sheeting, shoring and bracing, dewatering and grading in accordance with Division 2 - Sitework.


B. Unless otherwise directed, ductile iron pipe shall be laid with the bell ends facing upstream in the normal direction of flow and in the direction of laying.

C. Thrust restrained and mechanical joints shall be made in accordance with the manufacturer's standards except as otherwise specified herein. Joints between mechanical joint pipe and/or fittings shall be made in accordance with ANSI/AWWA Standard C600, except that deflection at joints shall not exceed one-half of the manufacturer's recommended allowable deflection, or one-half of the allowable deflection specified in ANSI/AWWA C600, whichever is the lesser amount.

D. Before laying thrust restrained and mechanical joint pipe and fittings, all lumps, blisters and excess bituminous coating shall be removed from the bell and spigot ends. The outside of each spigot and the inside of each bell shall be wire brushed, and wiped clean and dry. The entire gasket groove area shall be free of bumps or any foreign matter which might displace the gasket. The cleaned spigot and gasket shall not be allowed to touch the trench walls or trench bottom at any time. Vegetable soap lubricant shall be applied in accordance with the pipe manufacturer's recommendations, to aid in making the joint. The CONTRACTOR shall exercise caution to prevent damage to the gasket or the adherence of grease or particles of sand or dirt. Deflections shall only be made after the joint has been assembled.

E. Prior to making up flanged joints in ductile iron pipe and fittings, the back of each flange under the bolt heads and the face of each flange shall have all lumps, blisters and excess bituminous coating removed and shall be wire brushed and wiped clean and dry. Flange faces shall be kept clean and dry when making up the joint, and the workperson shall exercise caution to prevent damage to the gasket or the adherence of grease or particles of sand or dirt. Bolts and nuts shall be tightened by opposites in order to keep flange faces square with each other, and to insure that bolt stresses are evenly distributed.

F. Bolts and nuts in thrust restrained, mechanical and flanged joints shall be tightened in accordance with the recommendations of the pipe manufacturer for a leak-free joint. The mechanics shall exercise caution to prevent overstress. Torque wrenches shall be used until, in the opinion of the ENGINEER, the mechanics have become accustomed to the proper amount of pressure to apply on standard wrenches.

G. Cutting of the ductile iron pipe for inserting valves, fittings, etc., shall be done by the CONTRACTOR in a neat manner without damage to the pipe, the lining, or the coating. Pipe 16 inches and larger in diameter shall be cut with a mechanical pipe saw. After cutting the pipe, the plain end shall be beveled with a heavy file or grinder to remove all sharp edges.

H. Areas of loose or damaged lining associated with field cutting shall be repaired or replaced as recommended by the pipe manufacturer and required by the ENGINEER. Repair methods shall be as recommended by the manufacturer and shall be submitted to the ENGINEER for review.

I. Any work within the pipe shall be performed with care to prevent damage to the lining. No cable, lifting arms or other devices shall be inserted into the pipe. All lifting, pulling or pushing mechanisms shall be applied to the exterior of the pipe barrel.


J. Homing the pipe shall be accomplished by the use of a hydraulic or mechanical pulling device, unless otherwise accepted by the ENGINEER. No pipe shall be driven or struck in order to seat it home.

K. Cleaning: Cleaning methods shall be acceptable to the ENGINEER, and must be sufficient to remove silt, rocks, or other debris which may have entered the pipeline during its installation and shall also follow the requirements of Section 15995, "Pipeline Testing and Disinfection".

- END OF SECTION -


SECTION 15008 - PVC Piping – DWV

PART 1 -- GENERAL


A. The CONTRACTOR shall furnish and install polyvinyl chloride (PVC) pipe and fittings for use in drain, waste and vent service, complete and in place, all in accordance with the requirements of the Contract Documents.



B. Section 01600 – Materials and Equipment

C. Section 15000 – Piping, General

1.03 REFERENCED SPECIFICATIONS, CODES, AND STANDARDS

A. Commercial Standards:

ASTM D 1784 Standard Specifications for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds

ASTM D 2564 Standard Specification for Solvent Cements for Poly Vinyl Chloride (PVC) Plastic Piping System

ASTM D 2665 Standard Specification for Poly Vinyl Chloride (PVC) Plastic Drain, Waste, and Vent Pipe and Fittings

ASTM D 2855 Standard Practice for Making Solvent-Cemented Joints with Poly Vinyl Chloride (PVC) Pipe and Fittings

1.04 SUBMITTALS

A. Shop Drawings: The CONTRACTOR shall submit Shop Drawings of pipe and fittings and appurtenances in accordance with the requirements in the Section entitled “Submittals”.

B. Submit manufacturer’s recommended method of installing buried pipe and pipe installed in or penetrating structure foundations.

PART 2 -- PRODUCTS

2.01 PIPE

A. Pipe shall be Schedule 40 solid wall, Type 1, Grade 1, (Class 12454-B), conforming to ASTM D 1784.


2.02 FITTINGS

A. Fittings shall be Schedule 40 and shall conform to ASTM D 2665. B. Each fitting shall be clearly labeled to identify its size and pressure class. 2.03 JOINTS

A. Pipe and fitting joints shall be socket welded except where threaded and spigot end joints are required to connect to equipment.

B. Solvent cement for socket joints shall comply with ASTM D 2564.

PART 3 -- EXECUTION

3.01 GENERAL

A. Do not install PVC pipe when the temperature is below 40 degrees Fahrenheit or above 90 degrees Fahrenheit. Store loose pipes on racks with a minimum support spacing of 3 feet. Provide shade for pipe stored outdoors.

B. Store fittings indoors in their original cartons.

C. Store solvent cement indoors or, if outdoors, shade from direct sunlight exposure. Do not use solvent cements which have exceeded the shelf life marked on the storage container.

D. Before installation, check pipe and fittings for cuts, scratches, gouges, buckling, kinking, or splitting on pipe ends. Remove any pipe section containing defects by cutting out the damaged section as a complete cylinder.

3.02 INSTALLATION

A. Do not drag PVC pipe over the ground, drop it onto the ground, or drop objects on it. Cut pipe ends square and remove all burrs, chips, and fillings before joining pipe or fittings. Bevel solvent welded pipe ends as recommended by the pipe manufacturer.

3.03 SOLVENT WELDED JOINTS

A. Prior to solvent welding, remove fittings and couplings from their cartons and expose them to the air for at least one hour to the same temperature conditions as the pipe.

B. Wipe away loose dirt and moisture from the inner diameter (ID) and outer diameter (OD) of the pipe end and the ID of the fitting before applying solvent cement. Do not apply solvent cement to wet surfaces.

C. Make up solvent welded joints per ASTM D 2855.

D. Allow at least eight hours of drying time before moving solvent welded joints or subjecting the joints to any internal or external loads or pressures.


3.04 INSTALLING BURIED PIPE

A. Trench bottom shall be continuous, smooth, and free of rocks. See the details on the drawings for trench dimensions, pipe bedding, and backfill.

B. After the pipe has been solvent welded and the joints have set, snake the pipe in the trench per the pipe manufacturer’s recommendations in order to allow for thermal expansion and contraction of the pipe.

C. Do not backfill the pipe trench until the solvent welded joints have set. Support the pipe uniformly and continuously over its entire length on firm, stable soil. Do not use blocking to change pipe grade or to support pipe in the trench.

D. Install buried PVC pipe in accordance with ASTM D 2774 and the pipe manufacturer’s recommendations. Backfill materials in the zone between the trench bottom and to a point 8 inches above the top of the pipe shall be imported fill per Section 02222 entitled “Excavation and Backfill for Utilities”. Compact by means of vibratory equipment or by flooding. Apply backfill in layers having a maximum thickness of 8 inches. If water flooding is used, do not add successive layers unless the previous layer is compacted to 90% relative compaction.

3.05 INSTALLING ABOVEGROUND PIPE

A. Install pipe on pipe hangers and supports as detailed on the drawings and as specified in Section 15020 entitled “Pipe Supports”. Install pipe without springing, forcing, or stressing the pipe or the adjacent valves and equipment to which the pipe is connected.

3.06 FIELD TESTING AND DISINFECTION

A. Perform hydrostatic testing for leakage in accordance with requirements set forth of Section entitled “Pipeline Testing and Disinfection”, unless otherwise specified.

B. Where it is not feasible to pressurize piping, perform a standing water test in accordance with the Florida Building Code, Plumbing.

- END OF SECTION –


SECTION 15009 - PVC PRESSURE PIPE

PART 1 -- GENERAL


A. This Section includes materials, installation, and testing of polyvinyl chloride (PVC) pipe and fittings for use in process piping having a maximum operating pressure of 150 psi at a maximum operating temperature of 100 degrees Fahrenheit and a maximum operating pressure of 100 psi at a temperature of 120 degrees Fahrenheit.



B. Section 01600 – Materials and Equipment

C. Section 15000 – Piping, General

1.03 SUBMITTALS

A. Submit shop drawings in accordance with the General Conditions.

B. Submit materials list.

C. Submit manufacturer’s recommended method of installing buried pipe. Show alignments and offsets for “snaking” buried pipe.

PART 2 -- MATERIALS

2.01 PIPE

A. Pipe shall be Schedule 80, Type 1, Grade 1 (Class 12454-B), conforming to ASTM D 1784 except as noted below.

2.02 NIPPLES

A. Short nipples shall be the same as the PVC pipe.

2.03 FITTINGS

A. Fittings shall be Schedule 80 and shall conform to ASTM D 2464 for threaded fittings and ASTM D 2467 for socket-type fittings.

2.04 FLANGES

A. PVC flanges shall be made of the same material as the pipe. Flanges shall match the dimensions of ANSI B16.5, Class 150, steel flanges. Flanges shall be flat face.


2.05 UNIONS

A. Union shall have socket-type ends, EPDM or Viton O-rings, and shall be Schedule 80. Material shall be Type 1, Grade 1 PVC, per ASTM D 1784.

2.06 JOINTS

A. Pipe and fittings joints shall be socket welded except where threaded and flanged joints are required to connect to unions, valves, and equipment.

B. Solvent cement for socket joints shall comply with ASTM D 2564 and be NSF listed for potable water.

2.07 BOLTING AND NUTS FOR FLANGES

A. Bolts and nuts for interior flanges shall be carbon steel conforming to ASTM A 307, Grade B.

B. Bolts and nuts for buried flanges and flanges located outdoors above ground or in vaults and structures shall be Type 316 stainless steel conforming to ASTM A 193, Grade B8M for bolts, and ASTM a 194, Grade 8M for nuts. Bolts and nuts larger than 1-1/8 inch shall be steel, ASTM A 307, Grade B, with cadmium plating, ASTM A 165, Type NS.

C. Provide washers for each nut. Washers shall be of the same material as the nut.

PART 3 -- EXECUTION

3.01 GENERAL

A. Do not install PVC pipe when the temperature is below 40 degrees Fahrenheit or above 90 degrees Fahrenheit. Store loose pipes on racks with a minimum support spacing of 3 feet. Provide shade for pipe stored outdoors or installed outdoors until the pipe is filled with water.

B. Store fittings indoors in their original cartons.

C. Store solvent cement indoors or, if outdoors, shade from direct sunlight exposure. Do not use solvent cements which have exceeded the shelf life marked on the storage container.

D. Before installation, check pipe and fittings for cuts, scratches, gouges, buckling, kinking, or splitting on pipe ends. Remove any pipe section containing defects by cutting out the damaged section as a complete cylinder.

3.02 INSTALLATION

A. Do not drag PVC pipe over the ground, drop it onto the ground, or drop objects on it. Cut pipe ends square and remove all burrs, chips, and fillings before joining pipe or fittings. Bevel solvent welded pipe ends as recommended by the pipe manufacturer.


3.03 SOLVENT WELDED JOINTS

A. Prior to solvent welding, remove fittings and couplings from their cartons and expose them to the air for at least one hour to the same temperature conditions as the pipe.

B. Wipe away loose dirt and moisture from the ID and OD of the pipe end and the ID of the fitting before applying solvent cement. Do not apply solvent cement to wet surfaces.

C. Make up solvent welded joints per ASTM D 2855.

D. Allow at least eight hours of drying time before moving solvent welded joints or subjecting the joints to any internal or external loads or pressures.

3.04 FLANGED JOINTS

A. Lubricate bolt threads with MRO solution 1000 Food Grade Antiseize, or equal before installation.

B. Tighten bolts on PVC flanges by tightening the nuts diametrically opposite each other using a torque wrench. Complete tightening shall be accomplished in stages and the final torque values shall be as shown in the following table:

Pipe Size (inches) Final Torque (foot-pounds)

1/2 to 1-1/2 10 to 15

2 to 4 20 to 30

5 to 8 30 to 40

10 60 to 70

12 90 to 100

14 to 24 100 to 110

3.05 THREADED JOINTS

A. Cut threaded ends on PVC to the dimensions of ANSI B2.1. Ends shall be square cut. Follow the pipe manufacturer’s recommendations regarding pipe hold-down methods, saw cutting blade size, and saw cutting speed.

B. Pipe or tubing cutters shall be specifically designed for use on PVC pipe. Use cutters manufactured by Reed Manufacturing Company, Ridge Tool Company, or equal.

C. If a hold-down vise is used when the pipe is cut, insert a rubber sheet between the vise jaws and the pipe to protect from scratching the pipe.

D. Thread cutting dies shall be clean and sharp and shall not be used to cut materials other than plastic.


E. Apply Teflon thread compound or Teflon tape lubricant to threads before screwing on the fitting.

3.06 INSTALLING UNIONS

A. Provide unions on exposed piping 3 inches and smaller as follows:

1. Provide a union at every change in direction (horizontal and vertical).

2. Provide a union 6 to 12 inches downstream of valves.

3. Provide a union every 40 feet in straight piping runs.

4. Near threaded connections to mechanical or piping equipment.

5. Where shown on the drawings.

3.07 INSTALLING BURIED PIPE

A. Trench bottom shall be continuous, smooth, and free of rocks. See the details on the drawings for trench dimensions, pipe bedding, and backfill.

B. After the pipe has been solvent welded and the joints have set, snake the pipe in the trench per the pipe manufacturer’s recommendations in order to allow for thermal expansion and contraction of the pipe.

C. Do not backfill the pipe trench until the solvent welded joints have set. Support the pipe uniformly and continuously over its entire length on firm, stable soil. Do not use blocking to change pipe grade or to support pipe in the trench.

D. Install buried PVC pipe in accordance with ASTM D 2774 and the pipe manufacturer’s recommendations. Backfill materials in the zone between the trench bottom and to a point 8 inches above the top of the pipe shall be imported fill per Section 02222 entitled “Excavation and Backfill for Utilities”. Compact by means of vibratory equipment or by flooding. Apply backfill in layers having a maximum thickness of 8 inches. If water flooding is used, do not add successive layers unless the previous layer is compacted to 90% relative compaction.

3.08 INSTALLING ABOVEGROUND PIPE

A. Install pipe on pipe hangers and supports as detailed on the drawings and as specified in Section 15020 entitled “Pipe Supports”. Install pipe without springing, forcing, or stressing the pipe or the adjacent valves and equipment to which the pipe is connected.

3.09 PAINTING AND COATING

A. Coat piping per Section 09900 entitled “Painting”.

3.10 HYDROSTATIC TESTING

A. Perform hydrostatic testing for leakage in accordance with requirements set forth in Section 15995 entitled “Pipeline Testing and Disinfection”.


- END OF SECTION -


SECTION 15100 - VALVES AND APPURTENANCES

PART 1 -- GENERAL


A. The CONTRACTOR shall furnish, install and test, all valves complete with accessories, and special equipment as shown on the Drawings and specified herein.

B. The equipment covered by these specifications is intended to be standard equipment of proven performance by manufacturer meeting specifications. Equipment shall be designed, constructed and installed in accordance with the best practice of the trade, and shall operate satisfactorily when installed as shown on the Drawings.



B. Section 09900 – Painting

C. Division 15 – Mechanical

D. Division 16 – Electrical

E. Division 17 - Instrumentation

1.03 SUBMITTALS

A. Each submittal shall be complete in all aspects incorporating all information and data listed herein and all additional information required to evaluate the proposed valve's or hydrant's compliance with the Documents. Partial or incomplete submissions shall be returned to the CONTRACTOR disapproved without review.

B. Data to be submitted shall include but not be limited to:

1. Catalog Data consisting of specifications, illustrations and a parts schedule that identifies the materials to be used for the various parts and accessories. The illustrations shall be in sufficient detail to serve as a guide for assembly and disassembly.

2. Complete assembly, and installation drawings with clearly marked dimensions. This information shall be in sufficient detail to serve as a guide for assembly and disassembly and for ordering parts.

3. Weight of all component parts and assembled weight.

4. Design calculations.

5. Listing of all lubricants required for the equipment with a minimum of two equivalent and compatible natural and/or synthetic lubricants produced by different manufacturers. The listing shall include the estimated quality of lubricant required for one year of operation.


6. Sample data sheet of equipment nameplate(s) including information contained thereon.

7. Spare parts list

8. Special tools list

C. Valve Labeling: The CONTRACTOR shall submit a schedule of valves to be labeled indicating in each case the valve location and the proposed wording for the label.

D. The CONTRACTOR shall obtain from the manufacturer and submit to the ENGINEER copies of the results of all certified shop tests.

E. The CONTRACTOR shall obtain from the manufacturer and submit to the ENGINEER copies of certified letters of compliance in accordance with the General Conditions and Division 1.

1.04 OPERATION AND MAINTENANCE MANUALS

A. The CONTRACTOR shall submit operation and maintenance manual in accordance the procedures and requirements set forth in the General Conditions and Division 1.

PART 2 -- PRODUCTS

2.01 GENERAL

A. The valves, and accessories shall be in the quantity, quality, types and sizes as indicated on the Drawings and specified herein.

B. All valves shall have a minimum design pressure rating of 150 psi and capable of a test pressure of 300 psi. For service applications with pressures in excess of 150 psi, valves shall have a minimum pressure rating in excess of the service application working pressure. All above grade, interior valves with a nominal pipe size of 3 inches and larger shall have flanged ends unless otherwise noted. All above grade, interior valves less than 3 inch size shall be threaded ends. Buried service valves shall have mechanical joint pipe ends. Buried service valves shall be provided with AWWA operating nuts, extension stems and cast iron valve boxes. Extended valve stems, stem guides and operating nuts shall be provided as indicated or required.

C. All valves of one type shall be the product of one manufacturer.

D. Cast iron parts of valves shall meet the requirements of ASTM Designation A126, "Standard Specifications for Gray Iron Castings for Valves, Flanges and Pipe Fittings, Class 'B'". Flanged ends shall be flat-faced and have bolt circle and bolt patterns conforming to ANSI B16.1 Class 125 unless otherwise specified hereinafter. All castings shall be clean and sound, without defects of any kind and no plugging, welding or repairing of defects will be permitted. All bolt heads and nuts shall be hexagonal conforming to ANSI B18.2. Gaskets shall be full face and made of natural or synthetic elastomers in conformance with ANSI B16.21 suitable for the service characteristics especially chemical compatibility and temperature. Nonferrous alloys of various types shall be used for parts of valves as specified. Where no definite specification is given,


the material shall be the recognized acceptable standard for that particular application. All valves shall have applied to them the same coatings as the adjacent piping.

E. All valves which are dead ends for active pipelines shall be provided with blind flanges or plugs to prevent leakage.

F. Raised face flanges in conformance with ANSI B16.5 class 150 will not be acceptable. All raised faces shall be milled flat.

G. Valve Labeling: A label shall be provided on all shut-off valves exclusive of hose bibbs and chlorine cylinder valves. The label shall be of 1/16-inch stainless steel, minimum 2 inches by 4 inches in size, and shall be permanently attached to the valve or on the wall adjacent to the valve or as indicated by the Engineer.

2.02 VALVE OPERATORS

A. General

1. Valves and gates shall be furnished with operators, provided by the valve or gate manufacturer. All operators of a given type shall be furnished by the same manufacturer. All valve operators, regardless of type, shall be installed, adjusted, and tested by the valve manufacturer at the manufacturing plant. Operator orientation shall be verified with the ENGINEER prior to installation. If this requirement is not met, changes to orientation shall be made at no additional cost.

2. All operators, unless otherwise specified, shall turn counter- clockwise to open. Operators shall have the open direction clearly and permanently marked. All valve operators, manual, motor and pneumatic, shall be provided with the valve by the valve manufacturer. The CONTRACTOR, through the valve manufacturer, shall be solely responsible for the selection of the proper operator to meet the operating conditions specified herein. Field calibration and testing of the operators and valves to ensure a proper installation and an operating system shall be the responsibility of the CONTRACTOR.

3. All buried valves and other valves located below the concrete operating deck or level, specified or noted to be key operated, shall have an operator to finish grade or deck level, a 2-inch square AWWA operating nut, and cover or box and cover, as may be required.

B. Manual Operators

1. All manual operators shall have levers or hand-wheels, unless otherwise shown. Where buried, the valves shall have extensions with square nuts or floor stands as indicated on the Drawings. In addition, shear pins shall be provided at the connection of the extension stem and the valve operator and at the operating nut and the extension stem. Valves mounted higher than 6 feet above floor or operating level shall have chain operators with chain terminating 4 feet above operating level. Unless otherwise shown or specified, valves of sizes 4-inch and larger shall have gear-assisted operators.


2. Operation of valves and gates shall be designed so that the effort required to operate the hand-wheel, lever or chain shall not exceed 40 pounds applied at the extremity of the wheel or lever. The hand-wheels on valves 14 inches and smaller shall not be less than 8 inches in diameter, and on valves larger than 14 inches the hand-wheel shall not be less than 12 inches in diameter.

3. Chainwheel operator shall be fabricated of malleable iron and pocketed type chainwheels with chain guards and guides. Chainwheel operators shall be marked with an arrow and the word "open" indicating direction to open. The operators shall have galvanized smooth welded link type chain. Chain that is crimped or has links with exposed ends shall not be acceptable.

2.04 VALVE BOXES AND COVERS

A. All buried valves shall be provided with cast-iron valve boxes unless otherwise indicated. The boxes shall be asphalt varnished, or enameled cast iron, adjustable to grade, and installed perpendicularly, centered around and covering the upper portions of the valve or valve operator, or the pipe. The top of each valve box shall be placed flush with finish grade unless otherwise indicated on the Drawings.

B. Valve box and cover assemblies shall be the adjustable slide type with round bases fabricated of asphalt coated cast iron and designed to withstand heavy traffic loads. They shall be model No. F2450 by Clow Corporation or equivalent models by Mueller or equal. Base shall be Clow’s Model No. F-2480 for four inches and smaller, Model F-2465 for six inches and eight inches, Model F-2484 for ten inches and larger or equal. The cover shall be Clow’s Model F-2494 or equal.

C. Extension sleeves, Clow model No. F2475 or equal, shall be provided as required.

D. The covers shall be marked “WATER”, “SEWER” or “DRAIN” and shall have a bell end sufficiently large to fit over the stuffing box of the valve.

E. Valves shall be provided with extension stems to bring the operating nut within eighteen to twenty-four inches of the finished grade.

F. Two operating “T” wrenches suitable for use with the AWWA operating nut shall be provided.

G. For corporation and curb stops, valve boxes and covers shall be furnished in cast iron with:

1. Stationary rod and guide ring.

2. Arch pattern base.

3. Extension sections as required.

4. Cover.


PART 3 -- EXECUTION

3.01 INSTALLATION

A. The procedures regarding unloading, inspection, storage and where applicable installation, described in the Appendix of AWWA C500 entitled "Installation, Operation and Maintenance of Gate Valves" shall be used for all valves.

B. All valves shall be manually opened and closed before installation to check their operation, and the interior of the valves shall be cleaned. Valves shall be placed in the positions shown on the Drawings. Joints shall be made as directed under the piping specifications.

C. Access: All valves shall be installed to provide easy access for operation, removal, and maintenance and to avoid conflicts between valve operators and structural members or handrails.

D. Valve Accessories: Where combinations of valves, sensors, switches, and controls are specified or shown on the Drawings, it shall be the responsibility of the CONTRACTOR to properly assemble and install these various items so that all systems are compatible and operating properly. The relationship between interrelated items shall be clearly noted on shop drawing submittals.

3.02 VALVE SUPPORTS

A. Valves shall be supported as integral components of the piping systems.

B. All horizontally mounted valve operators, manual, pneumatic or electric, whose weight exceeds 25 pounds shall be supported independently of the valve and piping system.

C. All vertically mounted valve operators, manual, pneumatic or electric, whose weight exceeds 100 pounds shall be supported independently of the valve and piping system.

D. Valve supports shall anchor the valves against an unbalanced force in either direction. The magnitude of the force shall be based on a pressure equal to twice the maximum working pressure with a maximum allowable stress of 1/2 of the support's yield strength.

3.03 TESTING

A. Shop and field testing of valves shall be as follows:

1. Shop Testing: Certified factory testing shall be provided for all components of the valve and operator system. Valves and operators shall be shop tested in accordance with the requirements in the latest revision of AWWA C500, including performance tests, leakage test, hydrostatic tests, and proof-of-design tests. The manufacturer through the CONTRACTOR shall submit certified copies of the reports covering the test for acceptance by the ENGINEER.

2. Field Testing: All valves shall be hydrostatically field tested at the specified pipeline test pressures specified in the piping sections. Any leakage or “sweating”


of joints shall be stopped and all joints shall be tight. All valves shall be operated at the pressures specified in the piping schedules for the connected pipe.

B. The COUNTY may at its discretion visit and inspect the manufacturer's facilities. During the inspection visit, a witness shop test shall be performed for all standard tests listed in applicable standards.

C. The CONTRACTOR shall obtain and submit certified statements that the valves and hydrants comply with the requirements of the standards specified herein.

3.04 PAINTING AND COATINGS

A. Valves shall be shop primed for interior and exposed piping service in accordance with Division 9 and shall be coated for buried service with a one (1) mil coating in conformance with the outside coatings specified for ductile iron pipe.

3.05 VALVE SCHEDULE

A. This section includes schedule of valves specified in other sections of Division 15 - Mechanical.

B. The following abbreviations are used in the schedule:

1. Piping CI - Cast Iron CPVC - Chlorinated Polyvinyl Chloride DI - Ductile Iron PVC - Polyvinylchloride

2. Body Type

CPVC - Chlorinated Polyvinyl Chloride PVC - Polyvinyl Chloride NRS - Non-rising Stem RS - Rising Stem

3. Ends

Flg - Flanged MJ - Mechanical Joint SW - Socket Welded Thd - Threaded

- END OF SECTION -


SECTION 15102- BUTTERFLY VALVES PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. The CONTRACTOR shall provide butterfly valves and appurtenances, complete and operable, in accordance with the Contract Documents.


A. Section 15100- Valves and Appurtenances B. Section 15101 – Valve Operators 1.03 CONTRACTOR SUBMITTALS A. The CONTRACTOR shall furnish submittals in accordance with the Section entitled

“Submittals”. B. The CONTRACTOR shall submit coordination drawings and sketches as required by

paragraph 3.09A of this Section. PART 2 -- PRODUCTS 2.01 TYPE 1 BUTTERFLY VALVES (AWWA)

A. General: Butterfly valves for water working pressures up to 150 psi shall conform to ANSI/AWWA C504 Class 150B – Rubber Seated Butterfly Valves, subject to the following requirements. Valves shall be of the size and class indicated. Flanged valves shall have ANSI 125-lb flanges. Shaft seals shall be designed for use with standard split-V type packing or other acceptable seal. The interior passage of butterfly valves shall not have any obstructions or stops. The seats shall be positively clamped or bonded on body of the valve, but cartridge-type seats which rely on a high coefficient of friction for retention shall not be acceptable. Where rubber-lined bodies are required, the lining shall wrap around to cover the flange sealing face.

B. Manual Actuators: Actuators shall conform to the Section entitled “Valves and

Appurtenances” subject to the following requirements. Unless otherwise indicated, all manually-actuated butterfly valves shall be equipped with a handwheel and 2-inch square actuating nut and position indicator.

C. Manufacturers: De Zurik Corporation, Mueller Company, Henry Pratt Company or equal.



A. All exposed butterfly valves shall be installed with a means of removing the complete valve assembly without dismantling the valve or operator. The installation shall be in accordance with the Section entitled “Valves and Appurtenance”.

- END OF SECTION -


SECTION 15995 – PIPELINE TESTING AND DISINFECTION PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. The CONTRACTOR shall perform flushing and testing of all pipelines and appurtenant piping, complete, including conveyance of test water from the COUNTY-designated source to point of use and all disposal thereof, all in accordance with the requirements of the Contract Documents.

B. Section 15000 – Piping, General


A. Commercial Standards

1. ANSI/AWWA B300 Hypochlorites

2. ANSI/AWWA B301 Liquid Chlorine

3. ANSI/AWWA C651 Disinfecting Water Mains 1.03 SUBMITTALS

A. A pumping and transmission equipment, testing schedule, including proposed plans for water conveyance, control, disposal, and disinfection shall be submitted in writing for approval a minimum of 48 hours before testing on any particular structure is to commence.

PART 2 -- PRODUCTS 2.01 MATERIALS REQUIREMENTS

A. All test equipment, temporary valves or bulkheads, or other water control equipment and materials shall be determined and furnished by the CONTRACTOR subject to the ENGINEER’s review. No materials shall be used which would be injurious to the construction or its future function.

PART 3 -- EXECUTION 3.01 GENERAL

A. Unless otherwise provided herein, water for testing pipelines will be from a COUNTY furnished source; however, the CONTRACTOR shall make all necessary provisions for conveying the water from the COUNTY-designated source to the points of use.


B. All pressure and gravity pipelines shall be tested. All testing operations shall be performed in the presence of the ENGINEER.

3.02 HYDROSTATIC TESTING OF PIPELINES

A. Prior to hydrostatic testing, all pipelines shall be flushed or blown out as appropriate.

The CONTRACTOR shall test all pipelines either in sections or as a unit. No section of the pipeline shall be tested until all field-placed concrete or mortar have attained an age of fourteen days. The test shall be made by closing valves when available, or by placing temporary bulkheads in the pipe and filling the line slowly with water. The CONTRACTOR shall be responsible for ascertaining that all test bulkheads are suitably restrained to resist the thrust of the test pressure without damage to, or movement of, the adjacent pipe. Care shall be taken to see that all air vents are open during filling.

B. The pipeline shall be filled at a rate which will not cause any surges or exceed the rate at

which the air can be released through the air valves at a reasonable velocity and all the air within the pipeline shall be properly purged. After the pipeline or section thereof has been filled, it shall be allowed to stand under a slight pressure for at least twenty-four hours to allow the concrete or mortar lining, as applicable, to absorb what water it will and to allow the escape of air from any air pockets. During this period, bulkheads, valves, and connections shall be examined for leaks. If leaks are found, corrective measures satisfactory to the ENGINEER shall be taken.

C. After a new water main has been laid and backfilled, it shall be pumped to a

pressure of 150 PSI and all visible leaks stopped by approved methods. During the test, the pressure cannot drop more than 5 PSI below the starting pressure point. A leakage test shall then be conducted at the above mentioned pressure and no installation will be acceptable by the ENGINEER until the leakage is less than the number of gallons per hour as determined by the formula: L = (S x D x P) ÷ 148000 in which L equals the allowable leakage in gallons per hour; S is the length of line in feet being tested; D is the nominal diameter of the pipe in inches; and P is the square root of the average test pressure during the leakage test in pounds per square inch. The test is usually maintained for two hours but it may be continued for one additional hour if it becomes apparent that the leakage is equal to or greater than the amount allowable. Water supplied to the main during the test to maintain the required pressure shall be measured by a 5/8-inch meter installed on the discharge side of the test pump, or by pumping from a calibrated container. A hose bib connection will be provided to accept the test gauge supplied by WWS. The section of main being tested shall be limited to a maximum length of 2000 feet. When testing against closed metal-seated mainline valves, an additional leakage per closed valve of 0.0078 gal/hr/in. of nominal valve size shall be allowed. Any questions pertaining to procedures used during the test shall be decided WWS.

D. The maximum allowable leakage for all pipelines shall be 20 U.S. gallons per inch of

diameter per mile of pipe per twenty-four hours for pipe with 20-ft or less joint lengths and with rubber-gasketed joints. In the case of pipelines that fail to pass the prescribed leakage test, the CONTRACTOR shall determine the cause of the leakage, shall take corrective measures necessary to repair the leaks, and shall again test the pipelines.


3.03 DISINFECTION

A. Before being placed in service, all new water mains and repaired portions of, or extension to existing mains shall be disinfected. Disinfection shall be done in accordance with the provisions of AWWA Standard C651 and Florida Administrative Code 62-555.

B. The basic disinfection procedure consists of:

1. Inject treatment disinfectant to yield a minimum chlorine content of 50 ppm into

piping system.

2. Allow solution to remain in the tanks and pipes for twenty-four hours or longer, if required, to destroy all harmful bacteria.

3. Operate all valves and other appurtenances during disinfection to assure the

sterilizing mixture is dispersed into all parts of the system.

4. After the solution has been retained for the required time, pipes shall be flushed and filled with municipal domestic water. Sterilizing water shall be disposed of in an approved manner. Sterilizing water shall not be allowed to flow into a waterway without reducing chlorine concentrations to a safe level. The CONTRACTOR shall be responsible for meeting all applicable requirements and acquiring all necessary permits for this work.

5. Take one bacteriological sample and test for every 1000 L.F. of line or fraction

thereof plus one at each dead end location. Samples shall be taken and tested on each of two successive days. CONTRACTOR shall submit sample to a laboratory, approved by ENGINEER, for testing.

C. Disinfection of water mains shall be considered as incidental to the work of constructing

the water main and all costs thereof shall be included in the unit contract price per linear foot for pipe installation.

D. Should the initial treatment result in an unsatisfactory bacterial test, the original

chlorination procedure shall be repeated by the CONTRACTOR until satisfactory results are obtained. Failure by the CONTRACTOR to get a satisfactory test shall be considered as failure of the CONTRACTOR to keep the pipe clean during construction, or to properly chlorinate the main, and no additional payment will be made for re-flushing and re-chlorinating until a satisfactory test is made.

3.04 TESTS

A. Provide analysis of treated water to meet standards and received acceptance from the Broward County Health Department.

B. Test samples in accordance with AWWA C601.

C. Quality Assurance


1. Testing Laboratory: Certified for examination of drinking water in compliance with applicable legislation of the State of Florida.

D. Regulatory Requirements

1. Conform to Chapter 17-22 of the Florida Administrative Code.

E. Submittals

1. Submit name of testing laboratory and evidence of qualification. 2. Submit three copies of reports.

F. Project Record Documents

1. Submit reports under provisions of Section 01700, Project Closeout.

2. Bacteriological report shall accurately record:

a. Date issued, project name, and testing laboratory name, address, and

telephone number. b. Time and date of water sample collection.

c. Name of person collection sample.

d. Test locations.

e. Initial and twenty-four hour disinfectant residuals in ppm for each outlet

tested.

f. Coliform bacteria test results for each outlet tested.

g. Certification that water conforms, or fails to conform to bacterial standards of State of Florida.

h. Bacteriologist's signature.

3.05 CONNECTIONS TO EXISTING SYSTEM

1. Where connections are to be made to an existing potable water system, the interior surfaces of all pipe and fittings used in making the connections shall be swabbed or sprayed with a one percent (50 PPM) hypochlorite solution before they are installed. Thorough flushing shall be started as soon as the connection is completed and shall be continued until discolored water is eliminated.

2. Prior to actual connections to the existing potable water system, record drawings,

hydrostatic pressure test results, and bacterial test results shall be submitted to the ENGINEER. Upon approval from the Broward County Public Health Department, the connection can be constructed.

-END OF SECTION-


SECTION 16010- BASIC ELECTRICAL REQUIREMENTS PART 1 - GENERAL

1.01 RELATED SECTIONS

A. Requirements specified within this section apply to all sections in Division

16, ELECTRICAL. Work specified herein shall be performed as if specified in the individual sections.

1.02 DESIGN REQUIREMENTS

A. All electronic boards as part of electrical equipment shall meet the atmospheric

conditions of the space the equipment is installed in. All electronic boards that are not installed in a conditioned environment shall be fungus-resistant.

B. All electrical equipment shall be rated for the conditions the equipment is

installed in. 1.03 STANDARDS, CODES, PERMITS, AND REGULATIONS

A. Perform all work; furnish and install all materials and equipment in full accordance

with the latest applicable rules, regulations, requirements, and specifications of the following:

1. Local Laws and Ordinances. 2. State and Federal Laws. 3. National Electrical Code (NEC). 4. State Fire Marshal. 5. Underwriters' Laboratories (UL). 6. National Electrical Safety Code (NESC). 7. American National Standards Institute (ANSI). 8. National Electrical Manufacturer's Association (NEMA). 9. National Electrical Contractor's Association (NECA) Standard of Installation. 10. Institute of Electrical and Electronics Engineers (IEEE). 11. Insulated Cable Engineers Association (ICEA). 12. Occupational Safety and Health Act (OSHA). 13. National Electrical Testing Association (NETA). 14. American Society for Testing and Materials (ASTM). 15. Florida Building Code, including Broward County amendments.

B. Conflicts, if any, which may exist between the above items, will be resolved

at the discretion of the ENGINEER.

C. Wherever the requirements of the Specifications or Drawings exceed those of the above items, the requirements of the Specifications or Drawings govern. Code


compliance is mandatory. Construe nothing in the Contract Documents as permitting work not in compliance with these codes.

D. Obtain all permits and pay all fees required by any governmental agency

having jurisdiction over the work. Arrange all inspections required by these agencies. On completion of the work, furnish satisfactory evidence to the ENGINEER that the work is acceptable to the regulatory authorities having jurisdiction.

1.04 ELECTRICAL COORDINATION

A. Work Provided Under this Contract:

1. Provide and install all electrical / analogue signal wiring, conduit and

appurtenances described in the drawings and specifications, complete in place.

2. Provide and install all electrical equipment necessary to support instrumentation

and control systems complete in place.

3. The CONTRACTOR is responsible for miscellaneous items such as equipment or appurtenances not specifically shown on the drawings but obviously necessary for a complete working system in place.

4. Provide and install all conduits and wiring indicated on the drawings for a

complete working system in place.

5. Provide and install all electrical to support instrumentation and control systems complete in place.

1.05 SUBMITTALS

A. Quality Control Submittals:

1. Site test certification and reports as specified in other Division 16,

ELECTRICAL Sections.

B. The following information shall be provided for electrical equipment furnished under specifications 16050 Basic Electrical Materials and Methods:

1. A copy of each specification section, with addendum updates included,

and all referenced and applicable sections, with addendum updates included, with each paragraph check-marked to indicate specification compliance or marked to indicate requested deviations from specification requirements. Check-marks shall denote full compliance with a paragraph as a whole. If deviations from the specifications are indicated, and therefore requested by the CONTRACTOR, each deviation shall be underlined and denoted by a number in the margin to the right of the identified paragraph. The remaining portions


of the paragraph not underlined shall signify compliance on the part of the CONTRACTOR with the specifications. The submittal shall be accompanied by a detailed, written justification for each deviation.

C. Electrical equipment submittals shall be made by specification section. Submit one

package per specification section and do not group multiple specification sections under one submittal package.

D. Provide a conduit plan for power, instrumentation and control conduits, both

interior and exterior, showing routing, size and stub up locations for buried or in slab conduits.

1.06 ENVIRONMENTAL CONDITIONS

A. All indoor process equipment areas shall be considered wet locations.

1.07 INSPECTION OF THE SITE AND EXISTING CONDITIONS

A. The Electrical Drawings were developed from past record drawings and

information supplied by the COUNTY. Verify all scaled dimensions prior to submitting bids.

B. Before submitting a bid, visit the site and determine conditions at the site and

at all existing structures in order to become familiar with all existing conditions and electrical system which will, in any way or manner, affect the work required under this Contract. No subsequent increase in Contract cost will be allowed for additional work required because of the CONTRACTOR'S failure to fulfill this requirement.

C. Carry out any work involving the shutdown of the existing services to any

piece of equipment now functioning in existing areas at such time as to provide the least amount of inconvenience to the COUNTY. Do such work when directed by the ENGINEER.

D. After award of Contract, locate all existing underground utilities at each area of

construction activity. Protect all existing underground utilities during construction. Pay for all required repairs without increase in Contract cost, should damage to underground utilities occur during construction.

1.08. RESPONSIBILITY

A. The CONTRACTOR shall be responsible for:

1. Complete systems in accordance with the intent of these Contract Documents.

2. Coordinating the details of facility equipment and construction for all Specification

Divisions that affect the work covered under Division 16, ELECTRICAL.

3. Furnishing and installing all incidental items not actually shown or specified,


but which are required by good practice to provide complete functional systems. 1.09 INTENT OF DRAWINGS

A. Electrical plan Drawings show only general location of equipment, devices, and

raceway, unless specifically dimensioned. The CONTRACTOR shall be responsible for the proper routing of raceway, subject to the approval of the ENGINEER.

PART 2 - PRODUCTS

2.01 GENERAL

A. Provide materials and equipment listed by UL wherever standards have

been established by that agency. PART 3 - EXECUTION

3. 01 GENERAL

A. Electrical Drawings show general locations of equipment, devices, and conduit,

unless specifically dimensioned.

B. Install work in accordance with NECA Standard of Installation, unless otherwise specified.

3.02 CHECKOUT AND STARTUP

A. Startup:

1. Assist the Instrumentation and Control CONTRACTOR in verifying signal integrity

of all control and instrumentation signals.

END OF SECTION-


SECTION 16050 - BASIC ELECTRICAL MATERIALS AND METHODS PART 1 – GENERAL

1.01 REFERENCES

A. The following is a list of standards that may be referenced in this section:

1. American National Standards Institute (ANSI):

a. C55.1,Standard for Shunt Power Capacitors. b. C62.11, Standard for Metal-Oxide Surge Arrestors for AC Circuits. c. Z55.1, Gray Finishes for Industrial Apparatus and Equipment.

2. American Society for Testing and Materials (ASTM):

a. A167, Standard Specification for Stainless and Heat-Resisting Chromium- Nickel Steel Plate, Sheet, and Strip.

b. A240, Standard Specification for Heat-Resisting Chromium and Chromium- Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels.

c. A570, Standard Specification for Steel, Sheet, and Strip, Carbon, Hot-Rolled, Structural Quality.

3. Federal Specifications (FS):

a. W-C-596, Connector, Receptacle, Electrical. b. W-S-896E, Switches, Toggle, Flush Mounted.

4. National Electrical CONTRACTOR'S Association, Inc. (NECA): 5055, Standard of Installation.

5. National Electrical Manufacturers Association (NEMA):

a. 250, Enclosures for Electrical Equipment (1000 Volts Maximum). b. AB 1, Molded Case Circuit Breakers and Molded Case Switches. c. CP I, Shunt Capacitors. d. ICS 2, Industrial Control Devices, Controllers, and Assemblies. e. KS 1, Enclosed Switches. f. LA I, Surge Arrestors. g. PB 1, Panelboards. h. ST 20, Dry-Type Transformers for General Applications. i. WD I, General Requirements for Wiring Devices.

6. National Fire Protection Association (NFPA): 70, National Electrical Code (NEC).


7. Underwriters Laboratories, Inc. (UL):

a. 67, Standard for Panelboards. b. 98, Standard for Enclosed and Dead-Front Switches. c. 198C, Standard for Safety High-Interrupting-Capacity Fuses, Current-Limiting

Types. d. 198E, Standard for Class Q Fuses. e. 486E, Standard for Equipment Wiring Terminals. f. 489, Standard for Molded Case Circuit Breakers and Circuit Breaker

Enclosures. g. 508, Standard for Industrial Control Equipment. h. 943, Standard for Ground-Fault Circuit Interrupters. i. 1059, Standard for Terminal Blocks.

1. 02 SUBMITTALS

A. Shop Drawings:

1. Device boxes for use in hazardous areas. 2. Junction and pull boxes used at, or below, grade. 3. Hardware. 4. Terminal junction boxes. 5. Panelboards and circuit breaker data. 6. Fuses. 7. All other miscellaneous material part of this project. 8. Wire pulling compound.


A. UL Compliance: Materials manufactured within scope of Underwriters Laboratories shall conform to UL Standards and have an applied UL listing mark.

B. Hazardous Areas: Materials and devices shall be specifically approved for

hazardous areas of the class, division, and group shown and of a construction that will ensure safe performance when properly used and maintained.

PART 2 - PRODUCTS

2.01 OUTLET AND DEVICE BOXES

A. Sheet Steel: One-piece drawn type, zinc- or cadmium-plated.

B. Cast Metal:

1. Box: Cast ferrous metal. 2. Cover: Gasketed, weatherproof, cast ferrous metal, with stainless steel screws. 3. Hubs: Threaded. 4. Lugs (Cast Mounting) Manufacturer:


a. Crouse-Hinds; Type FS or FD. b. Appleton; Type FS or FD. c. Or Approved Equal.

C. Cast Aluminum:

1. Material:

a. Box: Cast, copper-free aluminum. b. Cover: Gasketed, weatherproof, cast copper-free aluminum with stainless

steel screws.

2. Hubs: Threaded. 3. Lugs: Cast mounting. 4. Manufacturers:

a. Crouse-Hinds; Type FS-SA or FD-SA. b. Appleton; Type FS or FD. c. Or Approved Equal.

D. PVC-Coated Sheet Steel:

1. Type: One-piece. 2. Material: Zinc- or cadmium-plated. 3. Coating: All surfaces; 40-mil PVC. 4. Manufacturer: Appleton or approved equal.

E. Nonmetallic:

1. Box: PVC. 2. Cover: PVC, weatherproof, with stainless steel screws. 3. Manufacturer: Carlon: Type FS or FD, with Type E98 or E96 covers or approved

equal. 2.02 JUNCTION AND PULL BOXES

A. Outlet Boxes Used as Junction or Pull Box: As specified under Article OUTLET

AND DEVICE BOXES.

B. Large Sheet Steel Box: NEMA 250, Type 1.

1. Box: Code-gauge, galvanized steel. 2. Cover: Full access, screw type. 3. Machine Screws: Corrosion-resistant.

C. Large Cast Metal Box: NEMA 250, Type 4.

1. Box: Cast malleable iron, hot-dip galvanize finished, with drilled and tapped conduit entrances.


2. Cover: Hinged with screws. 3. Hardware and Machine Screws: ASTM A167, Type 316 stainless steel. 4. Manufacturers, Surface Mounted Type:

a. Crouse-Hinds; Series W. b. O.Z./Gedney;Series Y. c. Or Approved Equal.

5. Manufacturers, Recessed Type:

a. Crouse-Hinds; Type WJBF. b. O.Z./Gedney;Series YR. c. Or Approved Equal.

D. Large Stainless Steel Box: NEMA 250, Type 4X.

1. Box: 14-gauge, ASTM A240, Type 304 stainless steel. 2. Cover: Hinged with screws. 3. Hardware and Machine Screws: ASTM A167, Type 304 stainless steel. 4. Manufacturers:

a. Hoffman Engineering Co. b. Robroy Industries. c. Or Approved Equal.

E. Large Steel Box: NEMA 250, Type 4.

1. Box: 12-gauge steel, with white enamel painted interior and gray primed exterior,

over phosphated surfaces, with final ANSI Z55.1, No. 61 gray enamel on exterior surfaces.

2. Cover: Hinged with screws. 3. Hardware and Machine Screws: ASTM A167, Type 316 stainless steel. 4. Manufacturers:

a. Hoffman Engineering Co. b. Robroy Industries. c. Or Approved Equal.

F. Large Nonmetallic Box:

1. NEMA 250, Type 4X. 2. Box: High-impact, fiberglass-reinforced polyester or engineered thermoplastic, with

stability to high heat. 3. Cover: Hinged with screws. 4. Hardware and Machine Screws: ASTM A167, Type 316 stainless steel. 5. Conduit hubs and mounting lugs. 6. Manufacturers:


a. Crouse-Hinds; Type NJB. b. Carlon; Series N, C, or H. c. Robroy Industries. d. Or approved Equal.

G. Concrete Box: 1. Box: Reinforced, cast concrete. 2. Cover: Cast iron. 3. Cover Marking: ELECTRICAL, TELEPHONE, or as shown. 4. Manufacturers:

a. Brooks Products Inc.; No. 36/36T. b. Qwikset; W 17. c. Or Approved Equal.

2.03 WIRING DEVICES

A. Switches:

1. NEMA WD I and FS W-S-896E. 2. Specification grade, totally enclosed, ac type, with quiet tumbler switches and

screw terminals. 3. Capable of controlling 100 percent tungsten filament and fluorescent lamp loads. 4. Rating: 20 amps, 120/277 volts. 5. Color:

a. Office Areas: Ivory. b. Other Areas: Brown.

6. Switches with Pilot Light: 125-volt, neon light with red jewel, or lighted toggle when switch is ON.

7. Manufacturers or approved equal:

a. Bryant. b. Leviton. c. Hubbell. d. Pass and Seymour. e. Arrow Hart.

B. Receptacle, Single and Duplex:

1. NEMA WD 1 and FS W-C-596. 2. Specification grade, two-pole, three-wire grounding type with screw type wire

terminals suitable for No. 10 AWG. 3. High strength, thermoplastic base color. 4. Color:

a. Office Areas: Ivory.


b. Other Areas: Brown. 5. Contact Arrangement: Contact to be made on two sides of each inserted blade

without detent. 6. Rating: 125 volts, NEMA WD 1, Configuration 5-20R, 20 amps. 7. Manufacturers or approved equal:

a. Bryant. b. Leviton. c. Hubbell. d. Pass and Seymour. e. Sierra. f. Arrow Hart.

C. Receptacle, Ground Fault Circuit Interrupter: Duplex, specification grade, tripping

at 5 mA.

1. Color: Ivory. 2. Rating: 125 volts, NEMA WD 1, Configuration 5-20R, 20 amps,

capable of interrupting 5,000 amps without damage. 3. Size: For 2-inch by 4-inch outlet boxes. 4. Standard Model: NEMA WD 1 with No. 12 AWG copper USE/RHH/RHW-XLPE

insulated pigtails and provisions for testing. 5. Feed-Through Model: NEMA WD 1, with No. 12 AWG copper USE/RHH/RHW-

XLPE insulated pigtails and provisions for testing. 6. Manufacturers:

a. Pass and Seymour. b. Bryant. c. Leviton. d. Hubbell. e. Arrow Hart. f. Or Approved Equal.

D. Receptacle, Special-Purpose:

1. Rating and number of poles as indicated or required for anticipated purpose.

2. Matching plug with cord-grip features for each special-purpose receptacle.

E. Multi-outlet Surface Raceway System: Three-wire grounding receptacles, spaced

on 6- inch centers with insulated grounding conductor to each receptacle.

1. Color: Gray with black receptacles. 2. Manufacturers:

a. Plugmold; 2000. b. Walker; Duct 2GW. c. Or Approved Equal.


2.04 DEVICE PLATES

A. General: Sectional type plates not permitted.

B. Plastic:

1. Material: Specification grade, 0.10-inch minimum thickness, noncombustible, thermosetting.

2. Color: To match associated wiring device. 3. Mounting Screw: Oval-head metal, color matched to plate.

C. Metal:

1. Material: Specification grade, one-piece, 0.040-inch nominal thickness stainless steel.

2. Finish: ASTM A167, Type 302/304, satin. 3. Mounting Screw: Oval-head, finish matched to plate.

D. Cast Metal:

1. Material: Malleable ferrous metal, with gaskets. 2. Screw: Oval-head stainless steel.

E. Engraved:

1. Character Height: 3/16 inch. 2. Filler: Black.

F. Weatherproof:

1. For Receptacles: Gasketed, cast metal or stainless steel, with individual cap over each receptacle opening.

2. Mounting Screw: Stainless steel.

a. Cap Spring: Stainless steel. b. Manufacturers:

(1) Bryant. (2) Hubbell. (3) Pass and Seymour. (4) Crouse-Hinds; Type WLRD or WLRS. (5) Arrow Hart. (6) Or Approved Equal.

3. For Switches: Gasketed, cast metal incorporating external operator for

internal switch.

a. Mounting Screw: Stainless steel.


b. Manufacturers: (1) Crouse-Hinds: DS-181 or DS-185. (2) Appleton; FSK-LVTS or FSK-IVS. (3) Or Approved Equal.

G. Raised Sheet Metal: 1/2-inch high zinc-or cadmium-plated steel designed for one-piece drawn type sheet steel boxes.

2.05 FUSED SWITCH, INDIVIDUAL, 0 TO 600 VOLTS

A. UL 98 listed for use and location of installation. B. NEMA KS 1 and UL 98 Listed for application to system with available short

circuit current of 22,000 amps rms symmetrical. C. Quick-make, quick-break, motor rated, load-break, heavy-duty (HD) type with

external markings clearly indicating ON/OFF positions.

D. Suitable for use with 75 degrees C wire at full NFPA 70, 75 degrees C capacity .

E. Fuse mountings shall reject Class H fuses and accept only current limiting fuses

specified. F. Enclosure: NEMA 250, Type 12, Industrial Use, 4X- outdoors, wet locations

and corrosive areas, unless otherwise shown. G. Interlock: Enclosure and switch to prevent opening cover with switch in the ON

position. 2.06 NONFUSED SWITCH, INDIVIDUAL, 0 TO 600 VOLTS

A. NEMA KS 1.

B. Quick-make, quick-break, motor rated, load-break, heavy-duty (HD) type with

external markings clearly indicating ON/OFF positions.

C. Suitable for use with 75 degrees C wire at full NFPA 70, 75 degrees capacity.

D. Enclosure: NEMA 250, T ype 12, industrial use, 4X- outdoors, wet locations

and corrosive areas, unless otherwise shown.

E. Interlock: Enclosure and switch to prevent opening cover with switch in the ON position.

2.07 FUSE, 0 TO 600 VOLTS


A. Current-limiting, with 200,000-ampere rms interrupting rating.

B. Provide to fit mountings specified with switches and features to reject Class H

fuses. C. Motor and Transformer Circuits, 0- to 600-Volt:

1. Amperage: 0 to 600. 2. UL 198E, Class RK-1, dual element, with time delay. 3. Manufacturers:

a. Bussmann; Type LPS-RK. b. Littlefuse; Type LLS-RK. c. Or Approved Equal.

D. Motor and Transformer Circuits, 0- to 250-Volt:


a. Bussmann; Type LPN-RK. b. Littlefuse; Type LLN-RK. c. Or Approved Equal

E. Feeder and Service Circuits, 0- to 600-Volt:


a. Bussmann; Type LPS-RK. b. Littlefuse; Type LLS-RK. c. Or Approved Equal.

F. Feeder and Service Circuits, 0- to 250-Volt:


a. Bussmann; Type LPN-RK. b. Littleluse; Type LLN-RK. c. Or Approved Equal.

G. Feeder and Service Circuits, 0- to 600-Volt:


1. Amperage: 601 to 6,000. 2. UL 198C, Class L, double 0-rings and silver links. 3. Manufacturers:

a. Bussmann; Type KRP-C. b. Littlefuse; Type KLPC. c. Or Approved Equal.

2.08 PUSHBUTTON, INDICATING LIGHT, AND SELECTOR SWITCHES

A. Contact Rating: NEMA ICS 2, Type A600.

B. Selector Switch Operating Lever: Standard.

C. Indicating Lights: Push-to-test.

D. Pushbutton Color:

1. ON or START: Red. 2. OFF or STOP: Black.

E. Pushbuttons and selector switches lockable in the OFF position where

indicated. F. Legend Plate:

1. Material: Aluminum. 2. Engraving: 11 character/spaces on one line, 14 character/spaces on each of two

lines, as required, indicating specific function. 3. Letter Height: 7/64 inch.

G. Manufacturers:

1. Heavy-Duty, Oiltight Type:

a. General Electric; Type CR 104P. b. Square D; Type T. c. Cutler-Hammer; Type 10250T. d. Or Approved Equal. 2. Heavy-Duty, Watertight, and Corrosion-Resistant Type:

a. Square D; Type SK. b. General Electric; Type CR 104P. c. Cutler-Hammer; Type E34. d. Crouse-Hinds; Type NCS. e. Or Approved Equal.


2.09 TERMINAL JUNCTION BOX

A. Cover: Hinged, unless otherwise shown.

B. Terminal Blocks: Provide separate connection point for each conductor entering or leaving box.

1. Spare Terminal Points: 25 percent.

C. Interior Finish: Paint with white enamel or lacquer.

2.10 TERMINAL BLOCK (0 TO 600 VOLTS)

A. UL 486E and UL 1059.

B. Size components to allow insertion of necessary wire sizes.

C. Capable of termination of all control circuits entering or leaving equipment,

panels, or boxes.

D. Screw clamp compression, dead front barrier type, with current bar providing direct contact with wire between the compression screw and yoke.

E. Yoke, current bar, and clamping screw of high strength and high conductivity

metal. F. Yoke shall guide all strands of wire into terminal.

G. Current bar shall ensure vibration-proof connection.

H. Terminals:

1. Capable of wire connections without special preparation other than stripping. 2. Capable of jumper installation with no loss of terminal or rail space. 3. Individual, rail mounted.

I. Marking system: allow use of preprinted or field-marked tags.

J. Manufacturers:

1. Weidmuller. 2. Ideal. 3. Electrovert. 4. Or Approved Equal.

2.11 MAGNETIC CONTROL RELAY


A. NEMA ICS 2, Class A600 (600 volts, 10 amps continuous, 7,200VA make,

720VA break), industrial control with field convertible contacts. B. Time Delay Relay Attachment:

1. Pneumatic type, timer adjustable from 0.2 to 60 seconds (minimum). 2. Field convertible from ON delay to OFF delay and vice versa.

C. Latching Attachment: Mechanical latch having unlatching coil and coil clearing

contacts. D. Manufacturers:

1. Cutler-Hammer; Type M-600. 2. General Electric; Type CR120B. 3. Or Approved Equal.

2.12 NAMEPLATES

A. Material: Laminated plastic. B. Attachment Screws: Stainless steel. C. Color: White, engraved to a black core. D. Engraving:

1. Pushbuttons/Selector Switches: Name of drive controlled on one, two, or three lines, as required.

2. Panelboards: Panelboard designation, service voltage, and phases.

E. Letter Height:

1. Pushbuttons/Selector Switches: 1/8 inch. 2. Panelboards: 1/4 inch.

PART 3 - EXECUTION

3.01 GENERAL

A. Install equipment in accordance with NECA 5055. 3.02 OUTLET AND DEVICE BOXES

A. Install suitable for conditions encountered at each outlet or device in the wiring

or raceway system, sized to meet NFPA 70 requirements.

B. Size:

1. Depth: Minimum 2 inches, unless otherwise required by structural conditions. Box extensions not permitted. a. Hollow Masonry Construction: Install with sufficient depth such that conduit knockouts or hubs are in masonry void pace.


2. Ceiling Outlet: Minimum 4-inch octagonal sheet steel device box, unless otherwise required for installed fixture.

3. Switch and Receptacle: Minimum 2-inch by 4-inch sheet steel device box.

C. Locations:

1. Drawing locations are approximate. 2. To avoid interference with mechanical equipment or structural features, relocate

outlets as directed by ENGINEER. 3. Light Switch: Install on lock side of doors. 4. Light Fixture: Install in symmetrical pattern according to room layout

unless otherwise shown.

D. Mounting Height:

1. General:

a. Measured to centerline of box. b. Where specified heights do not suit building construction or finish, mount

as directed by ENGINEER. 2. Light Switch: 48 inches above floor. 3. Thermostat: 54 inches above floor. 4. Telephone Outlet: 6 inches above counter tops or 15 inches above floor. 5. Wall Mounted Telephone Outlet: 52 inches above floor. 6. Convenience Receptacle:

a. General Interior Areas: 15 inches above floor. b. General Interior Areas (Counter Tops): Install device plate bottom or side

flush with top of splashback, or 6 inches above countertops without splashback.

c. Industrial Areas, Workshops: 48 inches above floor. d. Outdoor, All Areas: 24 inches above finished grade.

7. Special-Purpose Receptacle: 54 inches above floor or as shown.

E. Install plumb and level.

F. Flush Mounted:

1. Install with concealed conduit. 2 Install proper type extension rings, or plaster covers, to make edges of boxes

flush with finished surface. 3. Holes in surrounding surface shall be no larger than required to receive box.

G. Support boxes independently of conduit by attachment to building structure or

structural member.

H. Install bar hangers in frame construction, or fasten boxes directly with wood screws on wood, bolts and expansion shields on concrete or brick, toggle bolts on hollow masonry units, and machine screws threaded into steelwork.


I. Threaded studs driven in by powder charge and provided with lock washers and nuts are acceptable in lieu of expansion shields.

J. Provide plaster rings where necessary.

K. Boxes embedded in concrete or masonry need not be additionally supported.

L. Install stainless steel mounting hardware in industrial areas.

M. Boxes Supporting Fixtures: Provide means of attachment with adequate strength to support fixture.

N. Open no more knockouts in sheet steel device boxes than are required; seal

unused openings.

0. Box Type (Steel Raceway System):

1. Exterior Locations:

a. Exposed Raceways: Cast metal. b. Concealed Raceways: Cast metal. c. Concrete Encased Raceways: Cast metal. d. Class I, II, or Ill Hazardous Areas: Cast metal.

2. Interior Dry Locations:

a. Exposed Rigid Conduit: Cast metal. b. Exposed EMT: Sheet steel. c. Concealed Raceways: Sheet steel. d. Concrete Encased Raceways: Cast metal. e. Lighting Circuits, Ceiling: Sheet steel. f. Class I, II, or Ill Hazardous Areas: Cast metal.

3. Interior Wet Locations:

a. Exposed Raceways: Cast metal. b. Concealed Raceways: Cast metal. c. Concrete Encased Raceways: Cast metal. d. Lighting Circuits, Ceiling: Sheet steel. e. Class I, II, or Ill Hazardous Areas: Cast metal.

4. Cast-In-Place Concrete Slabs: Sheet steel.

P. Box Type (Rigid Aluminum Raceway System): Cast aluminum.

Q. Box Type (Nonmetallic Raceway System):

1. Corrosive Locations: Nonmetallic.


2. Exposed Raceways: Nonmetallic. 3. Concealed Raceways: Nonmetallic. 4. Concrete Encased Raceways: Nonmetallic.

R. Box Type, Corrosive Locations (PVC-Coated Rigid Galvanized Steel Raceway

System): PVC coated cast metal. 3.03 JUNCTION AND PULL BOXES

A. Install where shown and where necessary to terminate, tap-off, or redirect

m ultiple conduit runs. B. Install pull boxes where necessary in raceway system to facilitate conductor

installation. C. Install in conduit runs at least every 150 feet or after the equivalent of three right

angle bends. D. Use outlet boxes as junction and pull boxes wherever possible and

allowed by applicable codes. E. Installed boxes shall be accessible. F. Do not install on finished surfaces. G. Install plumb and level. H. Support boxes independently of conduit by attachment to building structure or

structural member. I. Install bar hangers in frame construction, or fasten boxes directly with wood

screws on wood, bolts and expansion shields on concrete or brick, toggle bolts on hollow masonry units, and machine screws or welded threaded studs on steelwork.

J. Threaded studs driven in by powder charge and provided with lock washers and nuts are acceptable in lieu of expansion shields.

K. Boxes embedded in concrete or masonry need not be additionally supported.

L. At or Below Grade:

1. Install boxes for below grade conduit flush with finished grade in locations outside of paved areas, roadways, or walkways.

2. If adjacent structure is available, box may be mounted on structure surface just above finished grade in accessible but unobtrusive location.

3. Obtain ENGINEER'S written acceptance prior to installation in paved areas, roadways, or walkways.

4. Use boxes and covers suitable to support anticipated weights.

M. Flush Mounted:

1. Install with concealed conduit. 2. Holes in surrounding surface shall be no larger than required to receive box. 3. Make edges of boxes flush with final surface.

N. Mounting Hardware:


1. Non-corrosive Interior Areas: Galvanized. 2. All Other Areas: Stainless steel.

0. Location/Type:

1. Finished, Indoor, Dry: NEMA 250, Type 1. 2. Unfinished, Indoor, Dry: NEMA 250, Type 12. 3. Unfinished, Indoor and Outdoor, Wet and Corrosive: NEMA 250, Type 4X. 4. Unfinished, Indoor and Outdoor, Wet, Dust, or Oil: NEMA 250, Type 13. 5. Unfinished, Indoor and Outdoor, Hazardous: NEMA 250, Type 7 and Type 9,

where indicated. 6. Underground Conduit: Concrete Encased. 7. Corrosive Locations: Nonmetallic.

3.04 WIRING DEVICES

A. Switches:

1. Mounting Height: See Paragraph OUTLET AND DEVICE BOXES. 2. Install with switch operation in vertical position. 3. Install single-pole, two-way switches such that toggle is in up position when

switch is on.

B. Receptacles:

1. Install with grounding slot down except where horizontal mounting is shown, in which case install with neutral slot up.

2. Ground receptacles to boxes with grounding wire only. 3. Weatherproof Receptacles:

a. Install in cast metal box. b. Install such that hinge for protective cover is above receptacle opening.

4. Ground Fault Interrupter: Install feed-through model at locations where ground

fault protection is specified for "downstream" conventional receptacles. 5. Special-Purpose Receptacles: Install in accordance with manufacturer's

instructions.

C. Multi-outlet Surface Raceway System:

1. Install in accordance with manufacturer's instructions. 2. Wire alternate outlets to each circuit where two-circuit, three-wire supply is

shown. 3.05 DEVICE PLATES

A. Securely fasten to wiring device; ensure a tight fit to the box. B. Flush Mounted: Install with all four edges in continuous contact with finished wall

surfaces without use of mats or similar materials. Plaster fillings will not be


acceptable.

C. Surface Mounted: Plate shall not extend beyond sides of box unless plates have no sharp corners or edges.

D. Install with alignment tolerance to box of 1/16 Inch.

E. Engrave with designated titles.

F. Types (Unless Otherwise Shown):

1. Office: Stainless Steel. 2. Exterior: Weatherproof. 3. Interior:

a. Flush Mounted Boxes: Stainless Steel. b. Surface Mounted, Cast Metal Boxes: Cast metal. c. Surface Mounted, Sheet Steel Boxes: Stainless Steel. d. Surface Mounted, Nonmetallic Boxes: Plastic.

3.06 PUSHBUTTON, INDICATING LIGHT, AND SELECTOR SWITCH

A. Heavy-duty, Oil-tight Type: Locations (Unless Otherwise Shown): Non-hazardous, indoor, dry locations, including motor control centers, control panels, and individual stations.

B. Heavy-duty, Watertight, and Corrosion-Resistant Type:

1. Locations (Unless Otherwise Shown): Non-hazardous, outdoor, or normally wet areas.

2. Mounting: NEMA 250, Type 4X enclosure.

3.07 TERMINAL JUNCTION BOX

A. Install in accordance with Paragraph JUNCTION AND PULL BOXES.

B. Label each block and terminal with permanently attached, non-destructible tag.

C. Do not install on finished outdoor surfaces.

D. Location: 1. Finished, Indoor, Dry: NEMA 250, Type 1. 2. Unfinished, Indoor, Dry: NEMA 250, Type 12. 3. Unfinished, Indoor and Outdoor, Wet and Corrosive: NEMA 250, Type 4X. 4. Unfinished, Indoor and Outdoor, Wet, Dust, or Oil: NEMA 250, Type 13.

3.08 SUPPORT AND FRAMING CHANNEL

A. Furnish zinc-rich primer; paint cut ends prior to installation, where applicable.


B. Install where required for mounting a nd supporting electrical equipment and raceway systems.

- END OF SECTION -


SECTION 16110 - RACEWAYS

PART 1 -- GENERAL


A. Furnish and install complete raceway systems as shown on the Drawings

and as specified herein, all in accordance with the requirements of the Contract Documents.

1.02 APPLICATIONS

A. All exposed outdoor raceways shall be in Schedule 80 PVC conduit. All

underground and indoor conduit shall be in Schedule 40 PVC.

B. Electrical metallic tubing conduit shall not be used on this project.

C. Rigid Schedule 40 PVC conduit shall be used in concrete encasement.

D. Rigid Schedule 80 PVC conduit shall be used in all exposed corrosive locations.

E. All instrumentation raceways for exposed, underground, and concrete encased installations shall be rigid galvanized steel conduits unless otherwise noted on the Drawings.

F. Outlet, switch, pull and junction boxes for flush-mounting in general purpose

locations shall be one-piece, galvanized, pressed steel. Ceiling boxes for flush-mounting in concrete shall be galvanized, pressed steel.

G. Outlet, switch, pull and junction boxes where surface mounted in exposed locations

shall be cast ferrous boxes with mounting lugs, zinc or cadmium plating, and enamel finish. Surface mounted boxes in concealed locations may be pressed steel.

H. Outlet, switch, pull and junction boxes, including covers, for installation in

corrosive locations shall meet the NEMA 4X requirements and shall be 316 stainless steel or fiber glass-reinforced polyester and shall be furnished with mounting lugs.

I. All fittings, elbows, couplings, etc. shall be of similar material to the conduits for

which they are to be used. PART 2 -- PRODUCTS

2.01 GENERAL

A. All conduit of a given type shall be the product of a single manufacturer.


2.02 RIGID CONDUIT

A. Steel conduit shall be hot-dipped galvanized as manufactured by the Youngstown Sheet and Tube Company, Allied Tube and Conduit Corporation, Wheeling-Pittsburgh Steel Corporation, or equal.

B. PVC conduit shall be rigid polyvinyl chloride type as manufactured by Carlon,

Phillips Petroleum Company, Triangle Pipe and Tube Company, Inc., or equal. 2.03 LIQUID TIGHT, FLEXIBLE METAL CONDUIT, COUPLINGS AND FITTINGS

A. Liquid tight, flexible metal conduit shall be Sealtite, Type UA, manufactured

by the Anaconda Metal Hose Division, Anaconda American Brass Company, American Flexible Conduit Company, Inc., Universal Metal Hose Company, or equal.

B. Fittings used with flexible conduit shall be of the screw-in type as manufactured by

the Thomas and Betts Company, Crouse-Hinds Company, or equal.

C. In Class I Division 1 or Division 2 areas flexible explosion proof fitting shall be used. 2.04 FLEXIBLE COUPLINGS

A. Flexible couplings shall be as manufactured by the Crouse-Hinds Company,

Appleton Electric Company, or equal. 2.05 BOXES AND FITTINGS

A. Pressed steel switch and outlet boxes shall be hot-dipped galvanized as

manufactured by the Raco Manufacturing Company, Adalet Company, O.Z. Manufacturing Company, or equal.

B. Cast iron boxes and fittings shall be galvanized with cast galvanized covers

and corrosion - proof screws as manufactured by the Crouse-Hinds Company, Appleton Electric Company, or equal.

C. Conduit hubs shall be as manufactured by Meyers Electric Products, Inc., Raco

Division, Appleton Electric Company, or equal.

D. Conduit wall seals shall be Type WSK as manufactured by the O.Z. Electrical Manufacturing Company, or equal.

E. Combination expansion-deflection fittings shall be Type XD as manufactured by the

Crouse-Hinds Company, or equal. PART 3 -- EXECUTION

3.01 INSTALLATION


A. No conduit smaller than 3/4 inch electrical trade size shall be used, nor shall any

have more than four (4) 90 degree bends in any one run. Pull boxes shall be provided as required. Minimum size in floor slabs shall be 3/4 inch.

B. An equipment grounding conductor sized per article 250-95 of the NEC shall be

installed in every raceway whether or not shown on the Drawings.

C. All underground conduit shall be buried at least 24 inches below grade. All joints shall be sealed with plastic tape. Twelve (12) inch minimum separation shall be maintained between shielded instrumentation wiring and all other conduits. This applies to exposed as well as buried installations.

D. A three (3) inch wide warning tape, yellow with black stenciled letters

"CAUTION - CAUTION - CAUTION ELECTRICAL LINE BURIED BELOW" shall be installed at least 12 inches above, and along the entire length of all underground conduit.

E. No wire shall be pulled until the conduit system is complete in all details, or in the

case of concealed work, until all rough plastering or masonry has been completed.

F. The ends of all conduits shall be tightly plugged to exclude dust and moisture while the buildings are under construction.

G. Conduit supports shall be spaced at intervals as required by N.E.C. to obtain

rigid construction.

H. Single conduits shall be supported by means of one-hole pipe clamps in combination with one-screw back plates, to raise conduits from the surface. Multiple runs of conduits shall be supported on trapeze type hangers with steel horizontal members and threaded stainless steel hanger rods. The rods shall be not less than 3/8 inch diameter.

I. Conduit hangers shall be attached to structural steel by means of beam or

channel clamps. Where attached to concrete surfaces, concrete inserts of the spot type shall be used.

J. All conduits on exposed work shall be run at right angles to and parallel

with the surrounding wall and shall conform to the form of the ceiling. No diagonal runs will be allowed. Bends in parallel conduit runs shall be concentric. All conduits shall be run perfectly straight and true.

K. No unbroken run shall exceed 500 feet in length. This length shall be reduced by

75 feet for each 90 degree elbow.

L. Liquid tight flexible metal conduit (between 18 inches and 3 feet in length) shall be used for all motor terminations and for terminating other equipment where vibration is present. All flexible conduits shall use a bonding wire unless a ground wire is included.


M. Flexible couplings shall be used in hazardous locations for all motor terminations

and other equipment where vibration is present.

N. Conduit wall seals shall be used for all conduits penetrating walls.

0. The ends of all conduits terminating in panels, cabinets, and equipment in air-conditioned rooms shall be filled with closed cell foam. Filling shall be done after the cable has been pulled in order to prevent moisture condensation in the terminating enclosure.

P. Conduit stub outs for future construction shall be provided with threaded PVC end

caps at each end.

Q. Galvanized steel conduit entering manholes and below grade pull boxes shall be terminated with grounding type bushings and connected to a 5/8" x 10' ground rod with #6 bare copper wire.

R. Metallic raceways installed below-grade in outdoor locations, o r in concrete shall be

made up with a conductive waterproof compound applied to threaded joints. Compound shall be Zinc Clads Primer Coatings No.B69A45, HTL-4 by Crouse-Hinds, Kopr Shield by Thomas & Betts, or equal.

S. Erickson couplings shall be used at all points of union between ends of rigid

steel conduits which cannot be coupled. Running threads and threadless couplings shall not be used. Couplings shall be 3-piece type such as Appleton Type EC, equivalent types such as manufactured by T&B, Steel City, Efcor, 0-Z/Gedney, or equal.

T. All conduits terminating through concrete shall be hot-dipped galvanized steel

and painted with bitumastic from 6 inches below to 6 inches above slab and shall be embedded in a 4-inch high housekeeping pad.

U. All exposed 480V and higher pull boxes, junction boxes, etc., larger than 1O"x7"

shall be provided with a warning sticker that reads "DANGER HIGH VOLTAGE".

V. Conduit shall be terminated with flush couplings at exposed concrete surfaces. Conduit stubbed up for floor-standing equipment shall be placed in accordance with approved shop drawings.

W. Conduit may be cast integral with horizontal and vertical concrete slabs, providing

one- inch clearance is maintained between conduit surface and concrete surface. If said clearance cannot be maintained, the conduit shall be installed exposed outside elevated slabs; provided, that in the case of slabs on grade, conduit shall be installed at least 12" below the slab.

X. Where a run of concealed PVC conduit becomes exposed, a transition to rigid

steel conduit is required. Such transition shall be accomplished by means of a factory elbow or a minimum 3-foot length of rigid steel conduit, either


terminating at the exposed concrete surface with a flush coupling. Piercing of concrete walls by non-metallic runs shall be accomplished by means of a short steel nipple terminating with flush couplings.

Y. Expansion fittings shall be installed wherever a raceway crosses a structural

expansion joint. Such fittings shall be expansion and deflection type and shall accommodate lateral and transverse movement. Fittings shall be 0-Z/Gedney type "DX", Crouse Hinds "XD", or equal. These fittings are required in metallic and non-metallic raceway installations. When the installation is in a non-metallic run, a 3-ft length of rigid conduit shall be used to connect the non-metallic conduit to the fitting.

Z. Conduit penetrations on walls and concrete structures shall be performed in

accordance with the following:

1. Seal all raceways entering structures at the first box or outlet with oakum or suitable plastic expandable compound to prevent the entrance into the structure of gases, liquids, or rodents.

2. Dry pack with non-shrink grout around raceways that penetrate concrete walls, floors, or ceilings above ground, or use one of the methods specified for underground penetrations.

3. Where an underground conduit enters a structure through a concrete roof or a membrane waterproofed wall or floor, provide an acceptable, malleable iron, watertight, entrance sealing device. When there is no raceway concrete encasement specified or indicated, provide such device having a gland type sealing assembly at each end with pressure bushings which may be tightened at any time. When there is raceway concrete encasement specified or indicated, provide such a device with a gland type sealing assembly on the accessible side. Securely anchor all such devices into the masonry construction with one or more integral flanges. Secure membrane waterproofing to such devices in a permanently watertight manner.

4. Where an underground raceway without concrete encasement enters a

structure through a non-waterproofed wall or floor, install a sleeve made of Schedule 40 galvanized pipe. Fill the space between the conduit and sleeve with a suitable plastic expandable compound, or oakum and lead joint, on each side of the wall or floor in such a manner as to prevent entrance of moisture. A watertight entrance sealing device as specified may be used in lieu of the sleeve.

- END OF SECTION-


SECTION 16120 - WIRES AND CABLES

PART 1 -- GENERAL


A. Furnish, install, and test all wire, cable, and appurtenances as shown on the

Drawings and as specified herein, all in accordance with the requirements of the Contract Documents.

1.02 SUBMITTALS

A. Submit shop drawings for the following:

1. All wires and cables. 2. Fireproofing tape. 3. Stress cone termination. 4. Cable lubricants. 5. Wire and cable tags.

B. Samples of all proposed wires and cables shall be submitted for approval. Each

sample shall have the size, type of insulation, and voltage stenciled on the jacket.

C. Approved samples will be sent to the project location for comparison by the Resident ENGINEER with the wire actually installed. Installed, unapproved wire shall be removed and replaced at no additional cost to the COUNTY.

PART 2 -- PRODUCTS

2.01 GENERAL

A. All wires and cables shall be manufactured by the American Insulated Wire

Company, Belden Corporation, Cable Continental, Pirelli Cable Corporation, Southwire Company, the Okonite Company, Rome Cable Corporation, or equal.

B. The wire and cable type descriptions which follow correspond to the letters found

under the "type" columns in the cable and conduit schedules on the Drawings. 2.02 TYPE "A", GENERAL USE WIRES

A. Wires for general use shall be rated 600 volts and shall meet the following

requirements:

1. Conductors shall be Class B stranded, annealed, uncoated copper. 2. Insulation shall be type XHHW rated 75 degrees C in wet locations and 90


degrees C in dry locations. 3. No wire smaller than No.12 AWG shall be used unless specifically indicated.

2.03 TYPE "1", INDIVIDUAL OR MULTI-CONDUCTOR CONTROL CABLES

A. All control cables shall be rated 600 volts and shall meet the following requirements:

1. Conductors shall be rated No.14 AWG, Class B Stranded, annealed,

uncoated copper. 2. Insulation shall be type XHHW rated 75 degrees C in wet locations and 90

degrees C in dry locations. 3. The overall jacket (for multi-conductor cables) shall be flame retardant PVC

U.L. listed for cable tray installation. 2.04 TYPE "B", INDIVIDUAL SHIELDED INSTRUMENTATION CABLES

A. Shielded instrumentation cables shall be rated 600 volts and shall meet the

following requirements:

1. Individual shielded cable shall consist of 2 or 3 twisted, No.16 AWG, Class B stranded, annealed, uncoated, copper conductors.

2. Insulation shall be PVC/Nylon rated 75 degrees C in wet locations and 90 degrees C in dry locations.

3. Individual twisted pairs or triads shall be shielded with an aluminum foil/polyester tape shield with an individual No.18 AWG, stranded, tinned copper drain wire.

4. The overall jacket shall be flame retardant PVC U.L. listed for cable tray installation. A ripcord shall be laid longitudinally under the jacket to facilitate its removal.

5. The cable shall be rated for installation in underground conduit. 6. Cable shall be Belden 9342, or equal.

2.05 TYPE "D" RTD CABLE

A. RTD cable shall be rated 300 volts and shall meet the following requirements:

1. Three (3) tinned copper 16 gauge conductors with bedfoil aluminum shield, 18

AWG stranded copper drain wire. 2. The cable shall be rated for installation in underground conduit. 3. The CONTRACTOR shall verify the type of cable required for the RTD with the

RTD supplier prior to purchasing the cable and provide the correct cable. 2.06 CABLE TYPE "TC" TRAY CABLE

A. Cable shall be rated for 600 volts. Power and control tray cable shall be type TC,

U.L. listed. Grounding conductor shall be installed as specified on the Drawings. Number and size of conductors shall be as indicated on the Drawings. The cable shall meet the following standards:

1. U.L. 83, U.L. 1277, and NEC Article 340.


2. The conductors shall be stranded copper. Insulation shall be rated 90 degrees C dry, 75 degrees C wet. Each insulated conductor shall be sheathed with clear nylon jacket.

3. The PVC insulation shall be coded in accordance with NEMA WC-30 Color Code K 2. Each cable shall have a 90 degree Crated PVC jacket over the taped assembly. The jacket shall be abrasion, oil and chemical resistant and highly flame retardant.

4. Cable shall be Okonite FMR Okolon type, or equal. 2.07 TERMINATIONS

A. Cable terminations shall be as follows:

1. Compression connectors shall be Burndy "Hi Lug", Thomas & Betts "Shure

Stake", or equal. Threaded connectors shall be split bolt type of high strength copper alloy.

2. Spring connectors (wire nuts) shall be 3M "Scotch Lok," "Ideal Wing Nuts", or equal.

3. Pre-insulated fork tongue lugs shall be "Thomas & Betts" RC Series, Burndy, or equal.

4. General purpose insulating tape shall be Scotch No. 33, Plymouth "Slip-knot", or equal. High temperature tape shall be polyvinyl by Plymouth, 3M, or equal.

5. Epoxy resin splicing kits shall be 3M Scotchcoat 82 Series, Burndy Hy Seal, or equal.

2.08 ACCESSORIES

A. Wire and cable accessories shall meet or exceed the level of quality provided

by the manufacturers below:

1. Spring connectors (wing nuts): 3M, or equal. 2. Insulated fork compression terminals: 3M, Thomas & Betts, or equal. 3. Compression connectors: Burndy, Thomas & Betts, or equal. 4. Split bolt connectors: Burndy, Thomas & Betts, or equal. 5. General purpose tape: Scotch Brand, or equal. 6. High temperature (fireproofing) tape: Scotch Brand, or equal. 7. Glass cloth tape: Scotch Brand, or equal. 8. Low voltage splice Kits: Raychem (heat shrink types), or equal. 9. Low voltage motor terminations: Raychem (heat shrink types), or equal. 10. Medium voltage splice kits: Raychem (heat shrink types), or equal. 11. Medium voltage stress cone terminations: Raychem (heat shrink types), or

equal. 12. Identification devices shall be either imprinted plastic-coated cloth marking

devices as manufactured by Thomas & Betts, or equal, shall be heat-shrink plastic tubing.


PART 3 -- EXECUTION

3.01 GENERAL INSTALLATION

A. Conductors shall not be pulled into raceways until the raceway system has been

inspected and approved by the ENGINEER, has been cleared of all moisture and debris, and all plastering and concrete work has been completed in the affected areas.

B. Conductors shall be installed in a manner such that the installed conductors will

be free of kinks or other insulation damage.

C. Cable lubricants shall be used to facilitate wire pulling. Lubricants shall be U.L. listed for the type of insulation to which they are applied. Lubricants shall also be approved by the manufacturer of the cable to which they are applied.

D. Steel fish tapes or steel pulling cables shall not be used in PVC conduit runs.

E. Shielding on instrumentation wire shall be grounded at the transmitter end

only, or as directed by the supplier of the instrumentation equipment.

F. Shielded instrumentation wire shall be installed from terminal to terminal with no splicing at any intermediate point.

G. Cable pulling tensions shall not exceed the maximum pulling tension specified by

the cable manufacturer. The CONTRACTOR shall require the cable supplier to calculate all pulling tensions in duct banks. Maximum allowable limit calculations and results shall be submitted for ENGINEERS review. In case pulling tension would exceed the supplier units, recommendation shall be made to the ENGINEER for solution.

H. Where exposed in maintenance holes and pull boxes, medium voltage cables shall

be fireproofed for their entire length by using electrical fireproofing tape anchored by an outer wrapping of glass cloth tape. All wrappings shall be made using 50 percent lap.

I. Splicing of cables will not be approved unless the length of the conduit run

exceeds the manufacturer's standard shipping length of cable. The ENGINEER'S written approval shall be obtained by the CONTRACTOR prior to any proposed splicing of cables. Splicing required due to incorrectly purchased cable length will not be approved.

3.02 INSTALLATION IN MAINTENANCE HOLES


A. Do not install cables utilizing the shortest route, but route along those walls

providing the longest route and the maximum spare cable lengths. Make a complete loop in maintenance holes. Form all cables to closely parallel walls, not to interfere with duct entrances, and support on brackets and cable insulators. Support cable splices in underground structures by racks on each side of the splice. Locate splices to prevent cyclic bending in the spliced sheath. Install cables at middle and bottom of cable racks, leaving the top space open for future cables, except as otherwise indicated. Provide one spare three-insulator rack arm for each cable rack in each underground structure.

B. Provide cable markers or tags for each cable or wire installed in each maintenance

access structure. Tags shall be stainless steel, bronze, lead strap, or copper strip approximately 1/16 inch thick or hard plastic 1/8 inch thick suitable for immersion in salt water, and of sufficient length for imprinting the legend on one line using raised letters not less than 1/4 inch in size, and shall be permanently marked or stamped with the identification as indicated on the Drawings. Use of two color laminated plastic is acceptable. Plastic markers shall be dark in color, and markings shall be light in color to provide contrast so that identification can be easily read. Fastening material shall be of a type that will not deteriorate when exposed to salt water.

3.03 TERMINATIONS AND SPLICES (LOW VOLTAGE)

A. Termination of power cable shall be by means of U.L. approved connectors. All

connectors shall be compatible with the conductor material.

B. Terminate all control and instrumentation cable with insulated fork compression terminals.

C. All branch circuit wiring except motor branch circuit conductors may be spliced in suitable fittings at locations determined by the CONTRACTOR. Motor branch circuit conductors shall not be spliced.

D. Where splicing is allowed, splices shall be made with U.L. approved

compression connectors, and splices shall be made waterproof except in indoor, above grade locations.

E. Terminations to motor leads in motor terminal boxes shall be made using

Raychem's MCK-V motor connection kit, or equal, where applicable. All other motor terminations shall be wrapped with mastic material to form a mold and then shall be taped with a minimum of two layers of varnished cambric tape overtaped with a minimum of two layers of high temperature tape.

3.04 TESTING


A . General

1. All field testing shall be performed after the cables are installed in the raceways and prior to connection to equipment.

2. Field testing shall be an independent, certified testing organization approved by the ENGINEER. The testing organization and test set operator shall have at least two (2) years of experience in testing low and medium voltage cables. Certification of experience shall be submitted to the ENGINEER at least 30 days prior to cable testing.

3. Field test results shall be submitted to the ENGINEER for approval prior to cable energization.

4. Cables which fail any part of their field tests shall be replaced with new cable and retested.

B. Low Voltage Wire and Cable Test Requirements:

1. All 600 volt power wire and cable shall be tested for insulation resistance

between each phase to ground using a megohmeter. If insulation resistance values are found to be less than the values recommended by IPCEA then the cables shall have failed this test. Branch circuit wiring for all but motor branch circuits are exempt from this testing requirement.

2. All control and instrumentation cables shall be tested for continuity, polarity, undesirable ground, and point of origination.

3.05 IDENTIFICATION

A. Each wire or cable in maintenance holes, pull boxes, wireways, cabinets,

panels, switchgear, and other similar accessible locations shall have attached a means of permanent identification in accordance with the cable and conduit schedules on the Drawings. Provide permanent, waterproof, non-metallic (paper is unacceptable) tags indicating the circuit numbers in 3/16 inch letters. Circuit numbers shall be protected with clear, shrinkable tubing.

B. All120/208 volt system feeder cables and branch circuit conductors shall be color

coded as follows: Phase A-black, Phase B-red, Phase C-blue, and Neutral-white. The 480/277 volt system conductors shall be color coded as follows: Phase A-brown, Phase B-purple, Phase C-yellow, and Neutral-gray. Color coding tape shall be used where colored insulation is not provided. Branch circuit switch legs shall be yellow, insulated ground wires shall be green, and neutral shall be gray. Color coding and phasing shall be consistent throughout the site. Bus bars at panelboards, switchboards, and motor control centers shall be connected Phase A-B-C, top to bottom, or left to right, facing connecting lugs.

C. The CONTRACTOR shall assign to each control and instrumentation wire and

cable a unique identification number. Said numbers shall be assigned to all conductors having common terminals and shall be shown on all shop drawings. Identification numbers shall appear within three (3) inches of conductor terminals. "Control" shall be defined as any conductor used for alarm, annunciator, or signal purposes.


1. Multiconductor control and instrumentation cable shall be assigned a number

which shall form a part of the individual wire number. The instrumentation cable numbers shall incorporate the loop numbers shown on the Drawings.

2. General purpose AC control cables shall be pink. General purpose DC control cables shall be blue.

3. All spare cables shall be terminated on terminal screws and shall be identified with a unique number as well as with destination.

4. Terminal strips shall be identified by imprinted, varnished, marker strips attached under the terminal strip.

- END OF SECTION -


16450-1

SECTION 16450 - GROUNDING

PART 1 - GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this section:

B. American National Standards Institute (ANSI): C2, National Electrical Safety Code

(NESC).

C. National Fire Protection Association (NFPA): 70, National Electrical Code (NEC). 1.02 SUBMITTALS

A. Shop Drawings:

1. Product Data:

a. Exothermic weld connectors. b. Mechanical connectors. c. Compression connectors.

1.03 UL COMPLIANCE

A. Materials manufactured within scope of Underwriters Laboratories shall conform to UL

Standards and have an applied UL listing mark. PART 2 - PRODUCTS

2.01 GROUND ROD

A. Material: Copper clad.

B. Diameter: Minimum 5/8 inch.

C. Length: 20 feet.

2.02 GROUND CONDUCTORS

A. As specified in Section 16120, Wires and Cables. 2.03 CONNECTORS

A. Exothermic Weld Type:

1. Outdoor Weld: Suitable for exposure to elements or direct burial.


16450-2

2. Indoor Weld: Utilize low-smoke, low-emission process. 3. Manufacturers:

a. Erica Products, Inc.; Cadweld and Cadweld Exolon. b. Thermoweld. c. Or Approved Equal.

B. Compression Type:

1. Compress-deforming type; wrought copper extrusion material. 2. Single indentation for conductors 6 AWG and smaller. 3. Double indentation with extended barrel for conductors 4 AWG and larger. 4. Barrels pre-filled with oxide-inhibiting and anti-seizing compound and sealed. 5. Manufacturers:

a. Burndy Corp. b. Thomas and Betts Co. c. llso Corp. d. Or Approved Equal.

C. Mechanical Type: Split-bolt, saddle, or cone screw type; copper alloy material.

1. Manufacturers:

a. Burndy Corp. b. Thomas and Betts Co. c. Or Approved Equal.

2.04 GROUNDING WELLS

A. Ground rod box complete with cast iron riser ring and traffic cover marked GROUND

ROD.

B. Manufacturers:

1. Christy Co.; No. G5. 2. Lightning and Grounding Systems, Inc.; 1-R Series. 3. Or Approved Equal.

2.05 GROUNDING CONDUCTORS

A. Equipment: Stranded copper with green, Type USE/RHH/RHW-XLPE or

THHN/THWN, insulation.

B. Direct Buried: Bare stranded copper. PART 3 - EXECUTION

3.01 GENERAL

A. Grounding shall be in compliance with NFPA 70 and ANSI C2.


16450-3

B. Ground electrical service neutral at service entrance equipment to supplementary

grounding electrodes.

C. Ground each separately derived system neutral to nearest effectively grounded building structural steel member or separate grounding electrode.

D. Bond together system neutrals, service equipment enclosures, exposed non-

current- carrying metal parts of electrical equipment, metal raceways, ground conductor in raceways and cables, receptacle ground connections, and metal piping systems.

E. Shielded Power Cables: Ground shields at each splice or termination in accordance

with recommendations of splice or termination manufacturer.

F. Shielded Control Cables:

1. Ground shield to ground bus at power supply for analog signal. 2. Expose shield minimum I inch at termination to field instrument and apply heat

shrink tube. 3. Do not ground control cable shield at more than one point.

3.02 WIRE CONNECTIONS

A. Ground Conductors: Install in conduit containing power conductors and control

circuits above 50 volts.

B. Nonmetallic Raceways and Flexible Tubing: Install an equipment grounding conductor connected at both ends to non current-carrying grounding bus.

C. Connect ground conductors to raceway grounding bushings.

D. Extend and connect ground conductors to ground bus in all equipment containing

a ground bus.

E. Connect enclosure of equipment containing ground bus to that bus.

F. Bolt connections to equipment ground bus.

G. Bond grounding conductors to metallic enclosures at each end, and to intermediate metallic enclosures.

H. Junction Boxes: Furnish materials and connect to equipment grounding system with

grounding clips mounted directly on box, or with 3/8-inch machine screws. 3.03 MOTOR GROUNDING


16450-4

A. Extend equipment ground bus via grounding conductor installed in motor feeder

raceway; connect to motor frame.

B. Nonmetallic Raceways and Flexible Tubing: Install an equipment grounding conductor connected at both ends to non current-carrying grounding bus.

C. Motors Less Than 10 hp: Furnish compression, spade-type terminal connected

to conduit box mounting screw.

D. Motors 10 hp and Above: Tap motor frame or equipment housing; furnish compression, one-hole, lug type terminal connected with minimum 5/16-inch brass threaded stud with bolt and washer.

E. Circuits 20 Amps or Above: Tap motor frame or equipment housing; install

solderless terminal with minimum 5/16-inch diameter bolt. 3.04 GROUND RODS

A. Install full length with conductor connection at upper end.

B. Install with connection point below finished grade, unless otherwise shown.

3.05 GROUNDING WELLS

A. Install inside buildings, asphalt, and paved areas.

B. Install riser ring and cover flush with surface.

C. Place 9 inches crushed rock in bottom of each well. 3.06 CONNECTIONS

A. General:

1. Above grade Connections: Use exothermic weld where possible or compression-

type connectors; or brazing. 2. Below grade Connections: Install exothermic weld type connectors. 3. Remove paint, dirt, or other surface coverings at connection points to allow g o o d

metal-to-metal contact. 4. Notify ENGINEER prior to backfilling ground connections.

B. Exothermic Weld Type:

1. Wire brush or file contact point to bare metal surface. 2. Use welding cartridges and molds in accordance with manufacturer's

recommendations. 3. Avoid using badly worn molds.


16450-5

4. Mold to be completely filled with metal when making welds. 5. After completed welds have cooled, brush slag from weld area and thoroughly

clean joint.

C. Compression Type:

1. Install in accordance with connector manufacturer's recommendations. 2. Install connectors of proper size for grounding conductors and ground rods

specified. 3. Install using connector manufacturer's compression tool having proper sized dies.

3.07 METAL STRUCTURE GROUNDING

A. Ground metal sheathing and exposed metal vertical structural elements to grounding

system.

B. Bond electrical equipment supported by metal platforms to the platforms.

C. Provide electrical contact between metal frames and railings supporting pushbutton stations, receptacles, and instrument cabinets, and raceways carrying circuits to these devices.

3.08 MAINTENANCE ACCESS STRUCTURE AND HANDHOLE GROUNDING

A. Install one ground rod inside each.

B. Ground Rod Floor Protrusion: 4 to 6 inches above floor.

C. Make connections of grounding conductors fully visible and accessible.

D. Connect all non current-carrying metal parts, and any metallic raceway

grounding bushings to ground rod with No. 6 AWG copper conductor. 3.09 TRANSFORMER GROUNDING

A. Bond neutrals of transformers within buildings to system ground network, and to any

additional indicated grounding electrodes.

B. Bond neutrals of substation transformers to substation grounding grid and system grounding network.

C. Bond neutrals of pad-mounted transformers to four locally driven ground rods and

buried ground wire encircling transformer and system ground network. 3.10 SURGE PROTECTION EQUIPMENT GROUNDING

A. Connect surge arrestor ground terminals to equipment ground bus.

3.11 INSTRUMENT GROUND- SURGE SUPPRESSION


16450-6

A. Connect all instrument surge protection with #6 insulated copper ground wire (in

conduit where above grade) to closest plant ground system. 3.12 BONDING

A. Bond to Main Conductor System:

1. All roof mounted ventilators, fans, air handlers, masts, flues, cooling towers, handrails, and other sizeable metal objects.

2. Roof flashing, gravel stops, insulation vents, ridge vents, roof drains, soil pipe vents, and other small metal objects if located within 6 feet of main conductors or another grounded object.

3. Provide air terminals as required.

B. Bond steel columns or major framing members to grounding system per National Electrical Code.

C. Bond each main down conductor to grounding system.

3.13 GROUNDING SYSTEM

A. Grounding Conductor:

1. Completely encircle building structure. 2. Bury minimum 30" below finished grade. 3. Minimum 2 feet distance from foundation walls.

B. Interconnect ground rods by direct-buried copper cables.

C. Connections: 1. Install ground cables continuous between connections. 2. Exothermic welded connections to ground rods, cable trays, structural steel,

handrails, and buried and non-accessible connections. 3. Provide bolted clamp type mechanical connectors for all exposed secondary

connections. 4. Use bolded offset parapet bases or through-roof concealed base assemblies for

air terminal connections. 5. Provide interconnections with electrical and telephone systems and all

underground water and metal pipes. 6. Provide electric service arrestor ground wire to building water main.

3.14 FIELD QUALITY CONTROL

A. As specified in Section 16010, Basic Electrical Requirements.

-END OF SECTION-


SECTION 17600 - UNPOWERED INSTRUMENTS, GENERAL PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. The CONTRACTOR shall furnish, install, test and place in operation unpowered process instrumentation (flow elements, level switches, analysis elements, detectors, etc.) as shown on the Contract Drawings and as specified.

B. It is the intent of this Specification and the Contract Documents that all process taps,

isolation valves, nipples, penetrations, embedded instrumentation supports, conduit, wiring, terminations, and the installation of unpowered process instrumentation on process lines shall be provided under this Contract.

C. Tappings and connections for primary process sensors shall be sized to suit each

individual installation and the requirements of the instrument served. It is the CONTRACTOR's responsibility to ensure that the location, supports, orientation and dimensions of the connections and tappings for instrumentation furnished under this Division are such as to provide the proper bracing, the required accuracy of measurement, protection of the sensor from accidental damage and accessibility for maintenance while the plant is in operation. Isolation valves shall be provided at all process taps.

1.02 QUALITY ASSURANCE A. The following organizations have generated standards that are to be used as guides in

assuring quality and reliability of components and systems; govern nomenclature and define parameters of configuration and construction:

1. ISA - Instrument Society of America.

2. OSHA - Occupational Safety and Health Administration.

3. EPA - Environmental Protection Agency.

4. ANSI - American National Standards Institute.

5. Refer to Division 16 for additional electrical standards and requirements.

PART 2 -- PRODUCTS 2.01 GENERAL A. Unless otherwise specified, instruments shall be ruggedized construction of materials to

suit specified environmental conditions. Instruments shall be rugged and mounted on walls, pipe stanchions on in-line as specified.



A. General: Equipment shall be located so that it is accessible for operation and

maintenance. The instrumentation subcontractor shall examine the Contract Drawings and shop drawings for various items of equipment in order to determine the best arrangement for the work as a whole, and shall supervise the installation of process instrumentation supplied under this Division.

B. Equipment Mounting and Support

1. Field equipment shall be wall mounted or mounted on two-inch diameter aluminum pipe stands welded to a 10-inch square ½-inch thick aluminum steel base plate unless shown adjacent to a wall or otherwise noted. Instruments attached directly to concrete shall be spaced out from the mounting surface not less than ½-inch by use of phenolic spacers. Expansion shields in walls shall be used for securing equipment or wall supports to concrete surfaces. Unless otherwise noted, field instruments shall be mounted between 48 and 60 inches above the floor or work platform.

2. Embedded pipe supports and sleeves shall be schedule 40, 304 stainless steel pipe, ASA B-36.19, with stainless steel blind flange for equipment mounting as shown on the Contract Drawings.

3. Materials for miscellaneous mounting brackets and supports shall be 304 stainless steel construction.

4. Pipe stands, miscellaneous mounting brackets and supports shall comply with the requirements of Division 5 of the Specifications.

3.02 ADJUSTMENT AND CLEANING

A. General

1. The CONTRACTOR shall comply with the requirements of Division 1 of these Specifications and all instrumentation and control system tests, inspection, and calibration requirements for all instrumentation and controls provided under this Contract and specified herein. The ENGINEER, or their designated representative(s), reserve the right to witness any test, inspection, calibration or start-up activity. Acceptance by the ENGINEER of any plan, report or documentation relating to any testing or commissioning activity specified herein shall not relieve the CONTRACTOR of its responsibility for meeting all specified requirements.

2. The CONTRACTOR shall provide the services of factory trained technicians, tools and equipment to field calibrate, test, inspect and adjust each instrument to its specified performance requirement in accordance with manufacturer's specifications and instructions. Any instrument which fails to meet any contract requirements, or any published manufacturer performance specification for functional and operational parameters, shall be repaired or replaced, at the discretion of the ENGINEER, at no cost to the COUNTY. The CONTRACTOR shall bear all costs and provide all personnel,


equipment and materials necessary to implement all installation tests and inspection activities for equipment specified herein.

B. Calibration Requirements 1. The CONTRACTOR shall supply factory calibration data for ENGINEER's information

and/or review for the following:

a. Instruments that are generally factory calibrated.

b. Instruments that are specified to be factory calibrated.

c. Instruments that have calibration curve based upon empirical data.

2. The CONTRACTOR shall provide the services of factory trained instrumentation

technicians, tools and equipment to field calibrate each instrument supplied under this Contract to its specified accuracy in accordance with the manufacturer's specification and instructions for calibration.

3. Each instrument shall be calibrated at 10, 50 and 90 percent of span using test instruments to simulate inputs and read outputs. Test instruments shall be rated to an accuracy of at least five (5) times greater than the specified accuracy of the instrument being calibrated. Where applicable, such test instruments shall have accuracies as set forth by the National Bureau of Standards.

4. The CONTRACTOR shall provide a written calibration sheet to the ENGINEER for each instrument, certifying that it has been calibrated to its published specified accuracy. The CONTRACTOR shall submit proposal calibration sheets for various types of instruments for ENGINEER approval prior to the start of calibration. This sheet shall include but be limited to date, instrument tag numbers, calibration data for the various procedures described herein, name of person performing the calibration, a listing of the published specified accuracy, permissible tolerance at each point of calibration, calibration reading as finally adjusted within tolerance, defect noted, corrective action required and corrections made.

5. If doubt exists as to the correct method for calibrating or checking the calibration of an instrument, the manufacturer's printed recommendations shall be used as an acceptable standard, subject to the approval of the ENGINEER.

6. Upon completion of calibration, devices shall not be subjected to sudden movements, accelerations, or shocks, and shall be installed in permanent protected positions not subject to moisture, dirt, and excessive temperature variations. Caution shall be exercised to prevent such devices from being subjected to over-voltages, incorrect voltages, overpressure or incorrect air. Damaged equipment shall be replaced and recalibrated at no cost to the COUNTY.

- END OF SECTION -


SECTION 17650 - PRESSURE GAUGES PART 1 -- GENERAL 1.01 THE REQUIREMENT A. The CONTRACTOR shall furnish, test, install and place in satisfactory operation the

pressure gauge, with all spare parts, accessories, and appurtenances as herein specified and as shown on the Drawings.


A. Section 17000 - Control and Information System B. Section 17600 - Unpowered Instruments, General

PART 2 -- PRODUCTS 2.01 PRESSURE GAUGE A. All gauges shall be stem mount type furnished with factory installed diaphragm seal and

housing where scheduled. The filling medium shall be a non-compressible liquid suitable for operation in an ambient temperature ranging from -10 to +150 degree F. All pressure and vacuum indicators shall be Ashcroft, McDaniel or equal, unless otherwise noted, 4-inch water-tight polyester case, 316 stainless steel bourdon tube, and stainless steel movement capable of operating with an accuracy of +/-1 percent.

B. Diaphragm Seals: Diaphragm seals shall be provided to systems as shown on the

Contract Drawings, as specified herein and/or for isolation of pressure gauges attached to systems containing chemical solutions or corrosive fluids. As a minimum, seals shall be of all PVC construction. Diaphragms material shall be Teflon. Seal shall have fill connection, 1/4-inch NPT valved flush port and capable of disassembly without loss of filler fluid. Seals shall be Ashcroft Type 201, or equal.

C. Liquid filled pressure gauge shall be provided.

D. The complete gauge assembly and appurtenances shall be fully assembled and tested

prior to field mounting.

E. Pressure and vacuum gauges shall be Ashcroft Duragauge Model 1279, Ametek-U.S. Gauge Division, WIKA Instrument Corporation, or equal.

PART 3 -- EXECUTION 3.01 REQUIREMENTS

A. Refer to Section 17600 - Unpowered Instruments, General, Part 3 of the Specifications. - END OF SECTION -


SECTION 17700 - POWERED INSTRUMENTS, GENERAL PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. The CONTRACTOR shall furnish, install, test and place in operation powered process instrumentation (flow elements, level transmitters, etc.) as scheduled herein together with all signal converters, transmitters, isolators, amplifiers, etc. to interface all instrumentation, panels, controls and process equipment control panels with the process control system as shown on the Drawings and as specified. Powered instruments are those instruments which require power (120 VAC or 24 VDC loop power) to operate.

B. It is the intent of this Specification and the Contract Documents that all process taps,

isolation valves, nipples, penetrations, embedded instrumentation supports, conduit, wiring, terminations, and the installation of process instrumentation on process lines shall be provided under this Contract.

C. Tappings and connections for primary process sensors shall be sized to suit each

individual installation and the requirements of the instrument served. It is the CONTRACTOR's responsibility to ensure that the location, supports, orientation and dimensions of the connections and tappings for instrumentation furnished under this Division are such as to provide the proper bracing, the required accuracy of measurement, protection of the sensor from accidental damage, and accessibility for maintenance while the plant is in operation. Isolation valves shall be provided at all process taps.


A. Section 17000 - Control and Information System

B. Section 17600 - Unpowered Instruments, General

C. Powered instruments furnished with mechanical equipment shall be furnished, installed, tested and calibrated as specified elsewhere in the Contract Documents.

1.03 GENERAL INFORMATION AND DESCRIPTION

A. These Specifications are intended to give a general description of what is required, but do not cover all details which will vary in accordance with the requirements of the equipment furnished. They are, however, intended to cover the furnishing, the shop testing, the delivery and complete installation and field testing, of all powered instruments and appurtenances whether specifically mentioned in the Specification or not.

B. The powered instruments shall be furnished and installed with all necessary accessory

equipment and auxiliaries whether specifically mentioned in these Specifications or not. This installation shall incorporate the highest standards for the type of service shown on the Drawings including loop testing of the entire installation and instruction of operating


personnel in the care, operation, calibration and maintenance of all powered instrumentation.

C. All the powered instrumentation shall be of first class quality of work and shall be entirely

designed and suitable for the intended services. All materials used in fabricating the equipment shall be new and undamaged.

PART 2 -- PRODUCTS 2.01 GENERAL

A. All instrumentation supplied shall be the manufacturer's latest design. Unless otherwise specified, instruments shall be solid state, electronic, using enclosures to suit specified environmental conditions. Microprocessor-based equipment shall be supplied unless otherwise specified. All instruments shall be provided with mounting hardware and floor stands, wall brackets, or instrument racks as shown on the Drawings, or as required.

B. Equipment installed in a hazardous area shall meet Class, Group, and Division as

shown on the Drawings, to comply with the National Electrical Code.

C. All instruments shall return to accurate measurement without manual resetting upon restoration of power after a power failure.

D. Unless otherwise shown or specified, local indicators shall be provided for all

instruments. Where instruments are located in inaccessible locations, local indicators shall be provided and shall be mounted as specified in Subsection 3.01 (B) herein. All indicator readouts shall be linear in process units. Readouts of 0-100% shall not be acceptable (except for speed and valve position). Floating outputs shall be provided for all transmitters.

E. Unless otherwise specified, field instrument and power supply enclosures shall be 316

stainless steel, fiberglass or PVC coated copper free cast aluminum NEMA 4X construction.

F. Where separate elements and transmitters are required, they shall be fully matched, and

unless otherwise noted, installed adjacent to the sensor. Special cables or equipment shall be supplied by the associated equipment manufacturer.

G. Electronic equipment shall utilize printed circuitry and shall be coated (tropicalized) to

prevent contamination by dust, moisture and fungus. Solid-state components shall be conservatively rated for long-term performance and dependability over ambient atmosphere fluctuations. Ambient conditions shall be -15 to 50 degrees C and 20 to 100 percent relative humidity, unless otherwise specified. Field mounted equipment and system components shall be designed for installation in dusty, humid, and corrosive service conditions.

H. All devices furnished hereunder shall be heavy-duty type, designed for continuous

industrial service. The system shall contain products of a single manufacturer, insofar as possible, and shall consist of equipment models which are currently in production. All


equipment provided, where applicable, shall be of modular construction and shall be capable of field expansion.

I. All non-loop-powered instruments and equipment shall be designed to operate on a 60

Hz alternating current power source at a nominal 117 V, plus or minus 10 percent, except where specifically noted. All regulators and power supplies required for compliance with the above shall be provided. Where equipment requires voltage regulation, constant voltage transformers shall be supplied.

J. All analog transmitter and controller outputs shall be isolated, 4-20 milliamps into a load

of 0-750 ohms, unless specifically noted otherwise. All switches shall have double-pole, double-throw contacts rated at a minimum of 600 VA, unless specified otherwise.

K. Materials and equipment used shall be U.L. approved wherever such approved

equipment and materials are available. PART 3 -- EXECUTION 3.01 INSTALLATION

A. General

1. Equipment shall be located so that it is accessible for operation and maintenance. The CONTRACTOR shall examine the Drawings and Shop Drawings for various items of equipment in order to determine the best arrangement for the work as a whole, and shall supervise the installation of process instrumentation supplied under this Division.

2. Electrical work shall be performed in compliance with all applicable local codes

and practices. Where these specifications and the Drawings do not delineate precise installation procedures, API RP550 shall be used as a guide to installation procedures.

B. Equipment Mounting and Support

1. Field equipment shall be wall mounted or mounted on two-inch diameter

aluminum pipe stands welded to a 10-inch square 1/2-inch thick aluminum base plate unless shown adjacent to a wall or otherwise noted. Instruments attached directly to concrete shall be spaced out from the mounting surface not less than 1/2-inch by use of phenolic spacers. Expansion anchors in walls shall be used for securing equipment or wall supports to concrete surfaces. Unless otherwise noted, field instruments shall be mounted between 48 and 60 inches above the floor or work platform.

2. Embedded pipe supports and sleeves shall be schedule 40, 316 stainless steel

pipe, ASA B-36.19, with stainless steel blind flange for equipment mounting as shown on the Drawings.


3. Materials for miscellaneous mounting brackets and supports shall be 316 stainless steel construction.

4. Pipe stands, miscellaneous mounting brackets and supports shall comply with

the requirements of Division 5 of the specifications.

5. Transmitters shall be oriented such that output indicators are readily visible.

C. Control and Signal Wiring: Electrical, control and signal wiring connections to transmitters and elements mounted on process piping or equipment shall be made through liquid-tight flexible conduit. Conduit seals shall be provided where conduits enter all field instrument enclosures and all cabinetry housing electrical or electronic equipment.

3.02 ADJUSTMENT AND CLEANING

A. General

1. The CONTRACTOR shall comply with the requirements of Division 1 of these Specifications and all instrumentation and control system tests, inspection, and calibration requirements for all instrumentation and controls provided under this Contract and specified herein. The ENGINEER, or their designated representative(s), reserve the right to witness any test, inspection, calibration or start-up activity. Acceptance by the ENGINEER of any plan, report or documentation relating to any testing or commissioning activity specified herein shall not relieve the CONTRACTOR of its responsibility for meeting all specified requirements.

2. The CONTRACTOR shall provide the services of factory trained technicians,

tools and equipment to field calibrate, test, inspect and adjust each instrument to its specified performance requirement in accordance with manufacturer's specifications and instructions. Any instrument which fails to meet any contract requirements, or any published manufacturer performance specification for functional and operational parameters, shall be repaired or replaced, at the discretion of the ENGINEER, at no cost to the COUNTY. The CONTRACTOR shall bear all costs and provide all personnel, equipment and materials necessary to implement all installation tests and inspection activities for equipment specified herein.

3. At least 60 days before the anticipated initiation of installation testing, the

CONTRACTOR shall submit to the ENGINEER a detailed description, in duplicate, of the installation tests to be conducted to demonstrate the correct operation of the instrumentation supplied hereunder.

B. Field Instrument Calibration Requirements

1. The CONTRACTOR shall provide the services of factory trained instrumentation

technicians, tools and equipment to field calibrate each instrument supplied under this Contract to its specified accuracy in accordance with the manufacturer's specification and instructions for calibration.


2. Each instrument shall be calibrated at 0, 25, 50, 75 and 100 percent of span

using test instruments to simulate inputs and read outputs. Test instruments shall be rated to an accuracy of at least five (5) times greater than the specified accuracy of the instrument being calibrated. Where applicable, such test instruments shall have accuracies as set forth by the National Institute for Standards and Technology (NIST).

3. The CONTRACTOR shall provide a written calibration sheet to the ENGINEER

for each instrument, certifying that it has been calibrated to its published specified accuracy. The CONTRACTOR shall submit proposed calibration sheets for various types of instruments for ENGINEER approval prior to the start of calibration. This sheet shall include but be limited to date, instrument tag numbers, calibration data for the various procedures described herein, name of person performing the calibration, a listing of the published specified accuracy, permissible tolerance at each point of calibration, calibration reading as finally adjusted within tolerance, defect noted, corrective action required and corrections made.

4. If doubt exists as to the correct method for calibrating or checking the calibration

of an instrument, the manufacturer's printed recommendations shall be used as an acceptable standard, subject to the approval of the ENGINEER.

5. Upon completion of calibration, devices calibrated hereunder shall not be

subjected to sudden movements, accelerations, or shocks, and shall be installed in permanent protected positions not subject to moisture, dirt, and excessive temperature variations. Caution shall be exercised to prevent such devices from being subjected to overvoltages, incorrect voltages, overpressure or incorrect air. Damaged equipment shall be replaced and recalibrated at no cost to the COUNTY.

6. After completion of instrumentation installation, the CONTRACTOR shall perform

a loop check. The CONTRACTOR shall submit final loop test results with all instruments listed in the loop. Loop test results shall be signed by all representatives involved for each loop test.

- END OF SECTION -


SECTION 17760 - PRESSURE INDICATING TRANSMITTERS PART 1 -- GENERAL 1.01 THE REQUIREMENT

A. The CONTRACTOR shall furnish, test, install and place in satisfactory operation the pressure indicating transmitters, with all spare parts, accessories, and appurtenances as herein specified and as shown on the Drawings.


A. Section 17000 – Control and Information System Scope and General Requirements

B. Section 17700 – Powered Instruments, General 1.03 TOOLS, SUPPLIES AND SPARE PARTS

A. Tools, supplies and spare parts shall be provided as specified in section 17700. PART 2 -- PRODUCTS 2.01 GAUGE PRESSURE INDICATING TRANSMITTERS

A. Gauge pressure transmitters shall be of the capacitance type with a process-isolated diaphragm with silicone oil fill, microprocessor-based "smart" electronics, and a field adjustable 30:1 input range. Span and zero shall be continuously adjustable externally over the entire range. Span and zero adjustments shall be capable of being disabled internally. Transmitters shall be NEMA 4X weatherproof and corrosion resistant construction with 316 stainless steel body, flanges, bolts, nuts and 316 stainless steel process wetted parts. Accuracy, including nonlinearity, hysteresis and repeatability errors shall be plus or minus 0.20 percent of calibrated span, zero based. The maximum zero elevation and maximum zero suppression shall be adjustable to anywhere within sensor limits. Output shall be linear isolated 4-20 milliamperes 24 VDC where specified the transmitter shall communicate by ModBus. Power supply shall be 24 VDC, two-wire design. Each transmitter shall be furnished with a 4-digit LCD indicator capable of displaying engineering units and/or milliamps and mounting hardware as required. Overload capacity shall be rated at a minimum of 25 MPa. Environmental limits shall be -40 to 85 degrees Celsius at 0-100% relative humidity. Each transmitter shall have a stainless steel tag with calibration data attached to body.

B. The capacitance pressure sensor shall be mechanically, electrically, and thermally

isolated from the process and the environment, shall include an integral temperature compensation sensor, and shall provide a digital signal to the transmitter's electronics for further processing. Factory set correction coefficients shall be stored in the sensor's non-volatile memory for correction and linearization of the sensor output in the electronics section. The electronics section shall correct the digital signal from the sensor and convert it into a 4-20 mA analog signal for transmission to receiving devices. The electronics section shall contain configuration parameters and diagnostic data in non-volatile Electrically Erasable Programmable Read Only Memory (EEPROM) and


shall be capable of communicating, via a digital signal superimposed on the 4-20 mA output signal, with a remote interface device. Output signal damping shall be provided, with an adjustable time constant of 0-16 seconds.

C. Where scheduled, gauge pressure indicating transmitters shall be calibrated in feet of

liquid for liquid level service.

D. Gauge pressure indicating transmitters shall be Smart Hart Digital Model 611 manufactured by ABB Instrumentation or equal.

2.02 DIFFERENTIAL PRESSURE INDICATING TRANSMITTERS

A. Differential pressure indicating transmitters shall be the same as the gauge pressure transmitters except for body specifications. Differential pressure units shall be furnished with close coupled stainless steel three valve manifold assembly. Manifold assembly shall be HEX Products Model HM, or equal.

B. The electronics sections of differential pressure transmitters shall contain

user-selectable square root extractors to provide a linear 4-20 mA DC output proportional to flow, when activated. Where specified, the transmitter shall communicate Profibus. Square root extractor circuitry shall be activated on the flow transmitters listed in the Instrument Schedules. In addition, each flow transmitter shall be furnished with laminated flow versus differential pressure curves wall mounted adjacent to the transmitter.

C. Differential pressure indicating transmitters shall be Model 3051S series as

manufactured by Rosemount, or equal. 2.03 FLANGE MOUNTED LEVEL INDICATING TRANSMITTERS

A. Flange-mounted tank liquid level indicating transmitters shall be the same as gauge pressure transmitters except for body type.

B. The flange-mounted sensor shall consist of a special non-corrosive isolating diaphragm

with fill fluid in a sealed capillary system to transmit liquid pressure to the sensing element. A second isolating diaphragm shall transmit pressure through the fill fluid to the sensing diaphragm in the center of the capacitance cell. An isolating diaphragm and fluid fill shall also be provided on the opposite side of the sensing diaphragm to convey atmospheric or reference pressure.

C. All mounting flanges, diaphragms, O-rings and materials used in construction shall be

non-corroding, compatible with each other, and compatible with the liquid being measured.

D. Flange-mounted liquid level transmitters Model 3051S series as manufactured by

Rosemount, or equal.

PART 3 -- EXECUTION 3.01 REQUIREMENTS


A. Refer to Section 17700, Part 3 of the Specifications.

- END OF SECTION -

Professional Service Industries, Inc. 7950 N.W. 64 Street Miami, FL 33166 305/471-7721 Fax 305/593-1915 FL Engineering Business 3684

April 29, 2013 Updated May 8, 2013

EAC Consulting, Inc. 815 N.W. 57th Avenue, Suite 402 Miami, Florida 33126 Attention: Mr. Huntley Higgins, P.E., Senior Civil Project Manager Re: Report of Geotechnical Engineering Services

Broward County Water and Wastewater Services Water Treatment Plant 1A Ground Storage Tank Replacement 3701 N. S.R. 7, City of Lauderdale, Broward County, Florida PSI Project No. 0397-569

Dear Mr. Higgins: Professional Service Industries, Inc. (PSI) has completed a geotechnical engineering study in connection with the noted project. Our services were provided in general accordance with PSI Proposal No. 0397-86627, dated January 24, 2013. Authorization to perform our services was provided by means of Task Work Order No. 2, to our existing Master Subconsultant Agreement for Professional Services, dated May 11, 2012, with Notice to Proceed dated April 1, 2013. Based on a telephone conversation with Mr. John Morra, P.E., with Broward County, we have updated our report to indicate the future tank to be a concrete structure. Prior to our study, we understand that a “Preliminary Report of a Geotechnical Exploration” dated October 28, 2010, was prepared by HR Engineering Services, Inc. (HRES). This report will be hereafter referred to as the “HRES report”. The data from the HRES report has also been considered in our evaluation.

1.0 PROJECT INFORMATION The subject site is located within the Broward County Water and Wastewater Services (BCWWS), District 1A, Water Treatment Plant (WTP) situated on the west side of S.R. 7 approximately ½ mile north of Oakland Park Boulevard in the City of Lauderdale, Florida. A site vicinity map identifying the project location with respect to existing streets and features is presented on Sheet 1 of the Appendix. The proposed development will involve the construction of a one million gallon storage tank with a diameter of 75 feet. The tank will be constructed northeast of an existing two million gallon tank in an area that currently has a ground cover of asphalt and vegetation. Photographs from our site visit identifying the approximate footprint of the proposed tank is presented on Sheet 2 of the Appendix. We understand that the tank will most likely consist of a concrete structure bearing on a concrete collar foundation around the perimeter. The footprint of the interior of the tank, between the collar foundation will consist of compacted structural fill material. The existing grades at the site are at an approximate elevation of +8 feet, whereas, the tank bottom will be at elevation +6.0 feet.

Water Treatment Plant 1A Ground Storage Tank Replacement Page 2 3701 N. S.R. 7, City of Lauderdale, Broward County, Florida PSI Project No. 0397-569

Furthermore, we understand that the development will include the construction of various utilities that connect into and out of the proposed tank. The largest of the proposed utilities would involve the construction/installation of a 36 inch pipe. The construction of this particular pipe will involve an excavation that is approximately 7 feet deep and located at a horizontal distance of 7 feet from the edge of the existing two million gallon tank. Lastly, we understand that several utilities exist within the footprint of the proposed tank (such as a 24 inch force main, a 4 inch conduit and a 15 inch reinforced concrete pipe). We understand that these various utilities present within the footprint of the proposed tank will be removed and the resulting excavations suitably backfilled. The deepest of the utilities to be removed will involve an excavation that is approximately 8 feet deep. If any of the noted information is incorrect or has changed, please notify PSI so that we may amend the recommendations presented in this report, if appropriate.

2.0 FIELD EXPLORATION AND SUBSURFACE CONDITIONS To evaluate the subsurface conditions at the site, we drilled/sampled one Standard Penetration Test (SPT) boring that was advanced to a depth of 130 feet below grade. The approximate location at which the boring was performed is presented on Sheet 3 of the Appendix. After seating the sample spoon six inches, the number of successive blows required to drive the sampler twelve inches into the soil constitutes the test result commonly referred to as the "N" value. The “N” value has been empirically correlated with various soil properties and is considered to be indicative of the relative density of cohesionless soils and the consistency of cohesive materials. The SPT boring was performed using a CME-55 truck mounted drill rig equipped with an automatic hammer. The recovered split spoon samples were visually classified in the field and transported to the laboratory for further review. Following completion of our field services, the borehole was grout sealed and the site generally cleaned, as required. In addition, HRES has previously performed two SPT borings to depths of 60 feet below grade within the footprint of the proposed tank. As noted earlier, this data has been used in our evaluations. The soil types encountered at the boring location are presented in a detailed log presented in the Appendix. The stratification presented is based on visual observation of the recovered soil samples and the interpretation of the field log by a geotechnical engineer. Included with the log are the N-values and groundwater level measured at the time the boring was drilled. The results of our boring performed for the study generally revealed a surficial topsoil cover. The topsoil cover was underlain by fine sand with varying amounts of silt to a depth of approximately 10 feet below grade. Below which the boring encountered an approximate 2 foot thick limestone layer followed by fine sand to a depth of approximately 53 feet below grade. Below a depth of 53 feet, the boring encountered moderately to strongly cemented limestone to the termination depth of the exploration at 130 feet below grade.


The groundwater table was observed in the boring at a depth of 6 feet below existing grade at the time of drilling. It should be noted that groundwater levels fluctuate seasonally in response to rainfall and the infiltration rate of the soil. Therefore, at a time of the year different from the time of drilling, there is a possibility of a change in the recorded levels. We estimate that during the peak of the wet hydroperiod, with rainfall and recharge at a maximum, groundwater levels at the site could be one to two feet higher than those reported herein. We recommend that the contractor determine the actual groundwater levels at the time of construction to assess groundwater impact on his construction procedure. Please refer to the boring log presented in the Appendix for details on the subsurface conditions. The results of the PSI boring are reasonably consistent with those noted in the HRES report.

3.0 DISCUSSION AND RECOMMENDATIONS

3.1 ONE MILLION GALLON TANK As noted previously, the proposed tank will be 75 feet in diameter and will store one million gallon of water (approximately 30 feet tall). The average pressure under the mat is expected to be 2,000 pounds per square feet (psf). After completion of site preparation procedures as noted in Section 4.0 of the report, the proposed tank can be supported on a concrete collar/ring beam foundation with the aforementioned net allowable bearing pressures, resting on compacted approved structural fill material. The bottom of the footing should be at least 18 inches below the finished exterior grade in order to provide confinement. Furthermore, the foundation should have a minimum width of 24 inches. A modulus of subgrade reaction value of 75 pounds per cubic inch (pci) may be used for design. Foundations subject to transient lateral loads will resist these forces through a combination of base shearing resistance mobilized at the footing-subgrade interface and earth pressure acting on the vertical faces of the footings at right angles to the direction of applied load. Base shearing resistance may be determined using a friction factor of 0.55. Passive earth pressure resistance should be computed using an equivalent fluid pressure of 150 pounds per square foot per foot of depth, for granular backfill material. Resistance to sliding determined in accordance with the noted parameters should be considered available/ultimate resistance. Accordingly, the design for sliding resistance should include a factor of safety. We suggest that a factor of safety of at least 1.5 be used. We have conducted a settlement analysis for the proposed tank. Our analysis was performed based on elastic theory, the results of which indicate a maximum settlement at the center of about two inches and approximately one inch on the outside edge. Given the granular nature of the soils, the majority of the settlement will occur while the tank is filled and thereby load is applied to the subgrade materials. The magnitude and rate of settlement noted herein is considered acceptable for this type of structure. This should however be confirmed by the structural engineer.


3.2 MISCELLANEOUS SUBSTRUCTURES We understand that the project will also involve the construction of miscellaneous substructures and thrust blocks, that will be designed as ground supported elements. We recommend that these be sized using a maximum net allowable bearing pressure of 2,000 pounds per square feet (psf), resting on compacted approved structural fill material or on densified suitable native soils. 3.3 PROPOSED UTILITIES As noted earlier, several new utility pipes are planned and we understand that they will be constructed using conventional cut-and-cover methods. We recommend that the bottom of the trench excavation be over-excavated to provide a minimum depth of 6 inches of pipe bedding in order to provide a positive contact with the contour of the utility pipe to promote uniform bearing for the full length of the pipe. The bedding material should consist of crushed stone (pea gravel) or No. 7 aggregate with not less than 95 percent passing the ½ inch and not less than 95 percent retained on a U.S. Standard No. 4 sieve. Furthermore, the designer may elect to utilize a geotextile wrap such as CONTECH C-60NW or its material strength equivalent around the pipe bedding section. The purpose of the geotextile wrap is to maintain the integrity of the pipe bedding material by preventing the surrounding soils from being mixed-in. A stable pipe bedding layer will in turn minimize maintenance while extending the longevity of the pipe. Lastly, we recommend that all utilities connections into the tank be such that they are flexible enough to handle the projected tank settlement. Once the tank has been initially filled/tested, the connections can be tightened/made permanent. This step will ensure that any settlement resulting from the loading of the tank will not adversely affect the utility joints/connections. 3.4 EXISTING UTILITY EXCAVATIONS TO BE BACKFILLED Excavations resulting from the removal of abandoned utilities should be backfilled in accordance with Section 4.0 of the report. So as to avoid compromising the integrity of the existing structures, we recommend that the depth of the excavation be limited to its horizontal distance from the nearest existing structure. We understand this to be the case with the 36 inch pipe, which will be constructed adjacent to the two million gallon storage tank.

4.0 SITE PREPARATION Based on the results of our field exploration, we anticipate site preparation procedures to include the steps listed below.

1. The location of any existing underground utility lines within the construction area should be established. Provisions should be made to relocate any interfering utility lines within the construction area.


2. Excavations resulting from the removal of abandoned utilities should be backfilled in compacted lifts. Fill material should be placed in lifts not exceeding six inches in loose thickness. Each lift should be compacted to at least 95 percent of the Modified Proctor maximum dry density near the optimum moisture content as determined by ASTM D-1557.

3. Once all excavations within the footprint of the tank are backfilled, site preparation should

include clearing the vegetation and stripping and removal of the topsoil to expose clean granular soils. All unwanted ground cover should be completely removed from the site and properly disposed of. This work should be carried out in accordance with current regulatory criteria.

4. The cleared exposed subgrade should be densified using a self-propelled vibratory roller

which imparts a dynamic force of not less than 4 tons. Densification of the soils should be performed within the proposed development areas plus a 5-foot wide perimeter extending beyond the outside edge of the same, where practical. Densification operations should continue until the subgrade soils are firm and unyielding. Any area of the exposed surface that deflects excessively under the weight of the compaction equipment should be excavated approximately 24 inches and replaced with compacted structural fill. Soils in this interval should be compacted to at least 95 percent of the Modified Proctor maximum dry density determined per ASTM D-1557.

5. The foundation for the tank and any other miscellaneous structures should be placed on compacted approved structural fill material. It is recommended that the soils exposed at the bottom of the footing excavations be compacted to at least 95 percent of the Modified Proctor maximum dry density just before pouring concrete. If the footing bearing materials become disturbed due to surface water resulting from precipitation and runoff, the disturbed soils should be overexcavated and replaced with compacted limerock which is densified to at least 95 percent of the materials Modified Proctor maximum dry density as determined by ASTM designation D-1557. All open foundation excavations should be observed and approved by a licensed geotechnical engineer or his representative prior to pouring concrete.

6. Groundwater control may be required at this site for either excavation dewatering or removal of temporarily perched water from a rain event. Such water can be controlled by pumping from sumps located in ditches or pits. Groundwater should be maintained at least one foot below the bottom of any excavation made during construction operations, or, at least two feet below the surface of any compaction operations.

7. Structural fill material may be composed of either clean sands or limerock. The fill should

consist of an inorganic, non-plastic material, free of any man-made debris and limerock with a three inch maximum particle size:

A) The structural fill or backfill material to be used above the water table should have a Unified Soil Classification System designation of GP, GW, SP, SW, GP-GM, GW-GM, SW-SM, or SP-SM containing less than 12 percent material passing the No. 200 sieve.


B) The structural fill or backfill to be placed below the water table should consist of an inorganic, non-plastic material, free of any man-made debris, limerock with a three inch maximum particle size with ASTM classification (USCS) of GP, GW or FDOT 57 Stone with less than 5 percent material finer than the No. 200 sieve. FDOT 57 Stone should not be placed more than one foot above the ambient water table. Density tests will not be required for fill being placed below the water table. However, any backfilling operation below the water table should be witnessed by a representative of the geotechnical engineer.

8. It is mandated by federal regulations that all excavations, whether they be utility trenches,

basement excavations or footing excavations, be constructed in accordance with OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties.

5.0 REPORT LIMITATIONS

Our professional services have been performed, findings obtained, and recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices at the time of this report. This company is not responsible for the conclusions, opinions or recommendations made by others based on this data. No other warranties are implied or expressed. After the plans and specifications are complete, it is recommended that PSI be provided the opportunity to review the final design and specifications, in order to verify that the earthwork and recommendations are properly interpreted and implemented. At that time, it may be necessary to submit supplemental recommendations. The scope of investigation was intended to evaluate soil conditions within the influence of the proposed tank. The analyses and recommendations submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated. If any subsoil variations become evident during the course of this project, a re-evaluation of the recommendations contained in this report will be necessary after we have had an opportunity to observe the characteristics of the conditions encountered. The applicability of the report should also be reviewed in the event significant changes occur in the design, nature or location of the project. The scope of our services did not include a formal environmental assessment for the presence or absence of hazardous or toxic materials in the soil and groundwater. Any statements in this report regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of our client. This report has been prepared for the exclusive use of EAC Consultants and their design consultants for the construction of the proposed one million gallon tank in Broward County, Florida.


6.0 CLOSURE We trust this report is adequate for your current needs; however, should you have any questions or should additional information be required, please do not hesitate to contact our office at (305) 471-7725. Respectfully submitted, Professional Service Industries, Inc. Certificate of Authorization No: 3684

Ian Kinnear, P.E. Dhuruva (Drew) Badri, P.E. Chief Engineer Department Manager FL License No. 32614 FL License No. 68718 IK/VR/DB/db/cd cc: Addressee (3 and PDF) File (1 and PDF) APPENDIX Sheet 1: Site Vicinity Map Sheet 2: Site Photographs Sheet 3: Boring Location Plan

Log of Boring P:\397 - Geo\2013 PROJECTS\0397-569 BCWWS Tank Replacement (EAC Consulting, Inc.)\Report Documents\0397-569 BCWWS Tank Replacement (EAC Consulting, Inc.).doc

APPENDIX

SITE VICINITY MAP

APPROXIMATE SITE LOCATION

DATE:

DRAWN

CHKD:

JC

DB

04/11/2013

SHEET NO.:

PSI PROJ. No.: 0397-5691

Geotechnical Engineering Services

Water Treatment Plant 1A Ground Storage Tank Replacement

3701 N. S.R. 7, City of Lauderdale, Broward County, Florida

SITE PHOTOGRAPHS

DATE:

DRAWN

CHKD:

JC

DB

04/11/2013

SHEET NO.:

PSI PROJ. No.: 0397-5692




BORING LOCATION PLAN

DATE:

DRAWN

CHKD:

JC

DB

04/11/2013

SHEET NO.:

PSI PROJ. No.: 0397-5693




Approximate SPT Boring Location

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