Charlotte County Utilities Engineering Services

2555 Harbor View Rd, Unit One, Port Charlotte, FL 33980 Phone: (941) 764-4300 FAX: (941) 764-4319

www.charlottecountyfl.com “To exceed expectations in the delivery of public services”

CHARLOTTE COUNTY UTILITIES

STANDARD SPECIFICATIONS

Date: January 1, 2008

INDEX PAGE NO. 1. A - 1 Common Work Results for Utilities 1. 1. Utility Piping 1. 01. General 1. 02. Trenched Utility Installation 4. 03. Compaction Tests 5. 04. Water and Sewer Line Separation 5. 05. Quality Assurance 6. 06. Markers 6. 07. External Protective Coating 6. B - 1 Manholes and Structures 6. 1. Manholes 6. 01. General 7. 02. External coating 7. 03. Manhole liner 8. 2. Wet Wells 8. 3. Valve Vaults 8. 4. Grease Interceptor Tank with Sample Point 8. 5. Rebuilding Utility Structures 8. C - 1 Trenchless Utility Installation 8. 1. Directional Boring 8. 2. Pipe Jacking and Boring

PAGE NO. 9. 3. Impact Moling 9. D - 1 Utility Line Signs, Markers, and Flags 9. 1. Crawl Guard 9. 2. Lift Station fence, control panel and label 9. 3. CCU Project 9. 4. Fence 9. 5. Buried Utility Mains 9. 6. Reclaimed Water Sign 10. E - 1 Water, Sewer, and Reclaimed Pressure Main Piping 10. 1. Polyvinyl Chloride (PVC) Pipe and Fittings 10. 01. Pipe 11. 02. Fittings 12. 2. Ductile Iron Pipe and Fittings 12. 01. Pipe 13. 02. Fittings 14. 3. Polyethylene (PE) Pipe and Fittings 14. 01. Pipe 14. 02. Fittings 14. F - 1 Sanitary Sewerage Gravity Mains 14. 1. Polyvinyl Chloride (PVC) Pipe 16. 2. Ductile Iron Pipe 16. G - 1 Waste Water Meter Assembly 17. H - 1 Sanitary Utility Sewerage Cleanouts and Service Laterals

PAGE NO. 17. I - 1 Water Service Connections 17. J - 1 Pressure Main Valves 17. 1. Gate Valves 17. 2. Eccentric Plug Valves 17. 3. Buried Manual Operators 18. 4. Check Valves 18. 5. Bolts, Gaskets, Glands, Nuts 18. 6. Installation 18. K - 1 Pressure Main Tie Back Assemblies 18. L - 1 Water Utility Distribution Fire Hydrants 19. M - 1 Water Utility Automatic Flushing Assembly 19. N – 1. Water Utility Air Release Assembly 19. O - 1 Water Utility Bacteriological Sample Point 19. P - 1 Reuse Water (Residential) 19. Q – 1 Disinfecting of Water Utility Distribution 19. R - 1 Lift and Pump Stations 19. S - 1 Low Pressure Sewer System 19. T - 1 Conflict Boxes 20. U - 1 Construction Stakes, Lines and Grades 20. 1. Description 20. 2. Datum 20. 3. Materials 21. 4. Construction Requirements

PAGE NO. 21. 01. General 21. 02. Slope Staking 22. 03. Grade Staking 22. 04. Structure Staking 22. 05. Re-establish Property and ROW Markers 22. 06. Miscellaneous Staking 23. 07. ROW Staking 23. V - 1 As-Built Data

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UTILITIES This specification applies to the distribution of potable and reclaimed water and the collection and return of sewage for processing. This specification does not apply to the treatment of water or the treatment of sewage. The lift station specifications (i.e. panels, electrical schematics, TCU, odor control, etc.) are referenced to the Charlotte County Utilities (CCU) Standard Details in the body of this specification. A - 1 Common Work Results for Utilities 1. Utility Piping:

01. General: This section covers the work necessary for installing and furnishing the utility piping. Applicable parts of "Standards" shall be considered a part of this section. In the case of a conflict, the requirements stated herein shall prevail. If a conflict in the requirements of any government agency with the "Standards" or the requirements stated herein, the more stringent requirements shall prevail. 02. Trenched Utility Installation: Trench excavation and backfill shall meet the following requirements: Trench excavation and backfill shall comply with the applicable sections of ASTM C33, ASTM C94, AASHTO T99, AASHTO T180, the latest revision of the Florida Department of Highway Standard Specification for Road and Bridge Construction, OSHA Standards, and/or the Florida Trench Safety Act.

Backfilling of trenches shall not begin until the work has been inspected and approved by the County. Work covered-up or concealed without the knowledge or consent of the County shall be uncovered for inspection and approval.

Material for a compacted backfill in a properly dewatered trench shall not be expansive; not have high organic content; be free of debris, lumps, and clods; and meet the following requirements:

a. Maximum liquid limit shall not exceed twelve (12) as determined by ASTM D423. b. Maximum plasticity index shall not exceed thirty-five (35) as determined by ASTM D424.

c. Not more than 10% of weight shall be finer than seventy-four (74) micron (No. 200) per U.S. Standard Sieve.

Broken concrete shall not be used as a fill material. Fill material containing lime rock shall have sufficient sand to fill the voids in the lime rock. No stones or rocks larger than three (3) inches in diameter shall be permitted in any backfill. Backfill material placed within one (1) foot of piping and appurtenances or in the upper six (6) inches of all backfill and fills shall not contain any stones or rocks larger than one (1) inch in diameter. Existing backfill material shall be used if it meets the above requirements.

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Imported topsoil shall be suitable sandy loam from an approved source having friability and a high degree of fertility. Top soil shall be free of clods, roots, gravel, and other inert material and free of quack grass, horsetail, and other noxious vegetation and seed.

Foundation material or stone shall be used for bedding of pipe and/or manholes. The stone shall be free from organic material, wood, trash, sand, loam, clay, excess fines, and other deleterious materials; conform to the requirements of ASTM C33, Size No. 57 (3/4-inch rock); and be graded within the following limits: TABLE 1

U.S. Sieve Size

Percent Finer by Weight

2-inch 100 1-inch 95 to 100 1/2-inch 25 to 100 No. 4 0 to 10 No. 8 0 to 5

Ready-Mix flowable fill or controlled low strength material (CLSM) shall be an alternative to a compacted backfill with the approval of the County or if stated in the requirements. These materials shall be used for beddings, encasements, closures for tanks and pipe, and general backfill applications for trenches and abutments. Flowable fill shall be excavatable and have a compressive strength that shall be less than 200 psi at twenty-eight (28) days.

All existing shrubbery, trees, grass, sprinklers, fences, signs, mail boxes, guard rails, structures, roadways, sidewalks, curbs, and similar items or structures in the way of the pipeline shall be removed prior to the excavation necessary for the repairs/rehabilitation or new installations. Pavement or sidewalks shall be cut by means of a mechanical pavement saw to form true and straight edges either parallel or perpendicular to the centerline of the pipe.

All trees, shrubs, or plants within the limits of the public right-of-way and marked by the County shall be protected from damage. The location of any plant shall be recorded prior to its removal. Materials interfering with trenching shall be removed intact with their root system ball bound in burlap, heeled into the stockpiled topsoil from the trench excavation, and kept watered as required. Unless otherwise specified, trees, shrubs, or plants shall be replanted in their original position as soon as possible upon backfilling of the trench. Any tree, shrub, or plant that was disturbed as a result of its removal or otherwise damaged during the trenching, backfilling, and/or restoration that dies within twelve (12) months from the time that it was disturbed or damaged shall be replaced in kind and size.

All trees, stumps, brush, roots, limbs, and other waste materials shall be disposed of from the clearing operation. Material shall be disposed of in such a manner as to meet all requirements of State, County, and Local regulations regarding health, safety, and public welfare.

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All bituminous and concrete pavements, regardless of the thickness, and all curbs and sidewalks shall be cut prior to excavation of the trenches with an approved pavement saw, hydro-hammer, or approved pavement cutter. Pavement and concrete materials removed shall be hauled from the job sight for trench backfill.

The minimum width of unsheeted trenches shall be twelve (12) inches greater than the outside diameter of the pipe or not less than that required for proper compaction around the pipe. Sheeting requirements shall be independent of trench widths.

The trench grade shall be excavated to the lines and grades shown or as established by the County with proper allowances for pipe thickness, for pipe base, or special bedding when required. The correct grade shall be achieved by placing bedding rock over the full width of trench until the established grade is achieved. Where rock is encountered, it shall be removed or, if cut away, shall have bedding between the top of the rock and the bottom of the pipe to prevent damage to the laid pipe. No piping shall be laid on a bed of rock.

All sheeting, shoring, and bracing of trenches shall conform to the safety requirements of the Federal, State, or Local public agency having jurisdiction. The most stringent of these requirements have precedent.

Damage to sewer, water, or other service connections during trenching or backfilling shall be repaired equal to, or better than, original condition.

The excavated material from trench excavation shall be placed only within the construction easement, right-of-way, or approved working area. Public-traveled roadways or streets shall not be obstructed. All Federal, State, and Local codes governing the safe loading of all trenches with excavated material shall be conformed to. Excess, unsuitable, or cleared and grubbed material resulting from the pipe installation shall be immediately removed from the work site. Excess reusable material shall be removed or retained by the contractor or, at the County’s option, be removed to a location to be retained by the County.

The excavations shall be dry and free from standing water at all times during construction. Sumps shall be located outside of load bearing areas. Well point systems, shallow wells, dual well point systems, and/or other dewatering equipment shall be used as necessary.

Water pumped from the excavation containing silt in suspension or any contaminants shall not be pumped into pipelines or adjacent streams. Operation of the dewatering system shall be continued until the construction is carried above the natural groundwater level and the pipe backfilled to prevent flotation.

All well point holes to be under parking, driveway or roadway surfaces shall be backfilled with concrete immediately after pulling the well points. All other well point holes shall be backfilled with FDOT No. 89 stone immediately after pulling the well points, unless specified or directed to do otherwise.

Foundation stabilization material shall be required if the existing material in the bottom of the trench is unsuitable for supporting the pipe as excavated below the flow line of the pipe. If the trench is

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properly dewatered, suitable backfill material as approved by the County shall be used for stabilization. When a dry trench cannot be obtained, crushed rock, per TABLE 1, shall be used. The foundation stabilization material shall be placed over the full width of the trench and compacted in layers not exceeding six (6) inches deep to the required grade. The crushed rock shall be tamped under the pipe to eliminate any voids between the base and the pipe and stabilized the pipe. The trench shall then be backfilled with haunching material to the spring (center) line of the installed pipe. The next backfill shall be twelve (12) inches above the top of the pipe with the final backfill to the finished grade. All backfill materials will be approved by the County and satisfactory compaction achieved before the next layer of backfill. All mains shall have a minimum of thirty-six (36) inches of cover unless approved by the County.

Each layer shall be compacted to the densities specified below.

Location or Use of Fill Backfill beneath paved areas, roadways, ordriveways. (Backfill beneath roadways or driveways shall be inclusive of any backfill withina 1:2 slope from edge of pavement unless specified otherwise by the County). Backfill beneath structures, hydraulic structures. Backfill not beneath paved areas or structures. Backfill around structures but not below pavedareas.

Percentage of Maximum Density 98% AASHTO T-180 98% AASHTO T-180 95% AASHTO T-180 95% AASHTO T-180

Materials utilized for backfill and compaction shall be within two percent (2%) of optimum moisture as determined by the applicable proctor test. Moisture contents with a greater than two percent (2%) variance from optimum shall be permitted only if it can be demonstrated satisfactory compaction is being achieved.

If more stringent compaction requirements are cited in other documentation applicable to the work being performed, those requirements will apply.

Flooding or puddling with water to consolidate backfill is not acceptable.

Only hand operated mechanical compacting equipment shall be used within six (6) inches of the Installed pipe.

03. Compaction Tests: One (1) compaction test is required for every three hundred (300) linear feet of trenched pipe. One compaction test shall be conducted for gravity sewer where the distance is less than 300 linear feet between manholes. For backfill around structures, one (1) compaction test will be required for every one hundred (100) square feet of fill. A minimum of one (1) compaction test shall be done at each structure. A minimum of one (1) compaction test shall be conducted in each traveled lane at

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roadway crossings. The test location shall be varied between successive tests, and tests shall be taken in accordance with the following schedule:

a. One (1) test at the spring line of pipe.

b. A minimum of one (1) test for each twelve (12) inch layer of backfill within the pipe bedding zone for pipes twenty-four (24) inches and larger.

c. One (1) test at an elevation of one (1) foot above the top of the pipe.

d. One (1) test for each vertical foot of backfill placed from one (1) foot above the top of the pipe to finish grade elevation.

e. For backfill around structures, one (1) test shall be taken for each vertical foot of backfill around structures.

If based on Geotechnical/Soils Engineer testing reports and inspection, fill has been placed below specified density, additional compaction and testing shall be accomplished prior to commencing further construction.

The testing report shall clearly indicate the exact location of all testing on a scale drawing. The vertical location of all tests shall be referenced to both finish grade and with respect to the depth of fill placed. 04. Water, Sewer, and Reclaimed Line Separation:

See CCU Standard Details (section: GENERAL DETAILS, MAIN SEPARATION).

05. Quality Assurance:

See CCU Standard Details for pressure, exfiltration, gravity flow, vacuum testing, and lift station start-up procedures (section: QUALITY ASSURANCE). Testing equipment:

Only oil filled gauges shall be used for all pressure tests. All gauges shall be calibrated and certified annually by a licensed firm and have two current calibration certification stickers affixed to the body. Gauges without a current sticker will not be allowed to be used.

Testing Parameters: The testing length shall not exceed 1500 linear feet. The County may request testing of isolated portions between valves within the test section if a portion of that main has critical components such as multiple fittings at an extreme deflection. Bacterial testing collection shall be from sample points, blow-offs, water services, etc. designated by the Engineer of Record (EOR). No samples shall be taken from hydrant nozzles.

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Collection of bacteriological test samples shall have the Engineer of Record present and testing shall be conducted by a certified laboratory.

06. Markers:

See CCU Standard Details (section: GENERAL DETAILS, MARKER BALL, and METALLIC LOCATION TAPE INSTALLATION).

07. External Protective Coating:

See CCU Standard Details (section: GENERAL NOTES). B – 1 Manholes and Structures 1. Manholes

01. General: See CCU Standard Details (section: GRAVITY SEWER). The manhole shall be delivered to the job site with pre-installed elastomeric gasket(s) for all piping. The gasket(s) shall have a stainless steel adjustable strap to seal the gasket to the pipe. An elastomeric gasket(s) with a stainless steel adjustable strap to seal the gasket to the pipe shall be installed in all on site core bored holes. The manhole invert shall have a 1% slope with the bench and channels constructed of 3000 psi concrete having a smooth trowel finish. The concrete shall be machine mixed and contain no pieces of bricks. The individual manhole sections shall fit together with interlocking tongue and groove joints sealed with a double (two) 1 ½” butyl rubber or plastic manhole joint seal squeezed in and out to verify sealing. The outside of the groove joints shall be covered with a minimum eight (8) inch butyl rubber wrap. Prior to application of the liner system, the manhole shall be pressure blasted to remove all dirt, grease, sand, and/or surface contaminants on the walls and bench leaving a clean, wet or dry surface. The condition of the man hole may require additional cleaning using either 10% solution of muriatic acid over all surfaces or a detergent. If an acid or detergent solution is used, the surface shall be thoroughly rinsed and neutralized prior to the installation of the coating. Gravity mains for future service from a manhole shall be at the slope of the influent pipe, the same size and SDR number, and not exceed twenty (20) feet or one (1) stick of pipe capped at the open end.

02. External coating:

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The outside surface of the manhole shall be covered with 3 coats (black/red/black or color changes to allow CCU to verify multiple coats) coal tar epoxy coating with a minimum dry film thickness of 10 mils per coat for a total of 30 mils dry film thickness. Subsequent coats shall be applied within 48 hours of the previous coat. 03. Manhole liner: The manhole liner shall be a polymorphic resin coating, a pure-fused calcium aluminate mortar coating, or an epoxy coating.

A. The Polymorphic Resin liner shall be the Integrated Environmental Technologies (IET) System 3. The material shall form a mechanical and chemical bond to the manhole liner surface with < 0.08% shrinkage (ASTM C596) in 28 days. The material shall have a minimum twenty-eight (28)-day compressive strength of 9,000-psi. The three coat system is: 1. Prime Coat: DS-101 5-10 mils thick 2. Intermediate Coat: DS-301 20 mils thick

3. Final Coat: DS-401 5 mils thick B. The pure-fused calcium aluminate mortar liner shall be Lafarge Calcium Aluminates, Inc. SewperCoat. The material shall form a mechanical and chemical bond to the manhole liner surface with < 0.08% shrinkage (ASTM C596) in 28 days. The liner shall have a minimum twenty-eight (28) day compressive strength of 9,000 psi. The liner is a one coat appliqué. The liner shall be spray applied directly to the damp manhole surface, trowel smooth, and “brushed” finished. The material shall completely cover the interior surface of the manhole with a minimum thickness of ½ inch. C. The epoxy liner shall be Raven 405. The liner shall be applied by brush, roller, plural

component airless or air-assisted spray to a moist and damp condition. The epoxy has the ability to be spray applied over 200 mils in a single application and completely cover the interior surface of the manhole. Raven 405 is a 100% solids epoxy with zero shrinkage. Therefore, actual wet film thickness and final dry film thickness are the same (i.e. 10 mils WFT=10 mils DFT). Although near maximum physical properties are achieved in 8 hours at 70°F, maximum chemical resistance may take three to seven days.

Manholes, Frames, and Covers shall meet CCU Standard Details (section: GRAVITY SEWER).

2. Wet Wells:

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See CCU Standard Details and Manhole Details above for internal and external coatings, joint seals and wrappings, etc.

3. Valve Vaults: See CCU Standard Details (section: LIFT STATIONS) and Manhole Details above.

The lift station’s top and finished grade shall be above the 25 year flood elevation per F.A.C. Rule 62-604.400(E).

4. Grease Interceptor Tank and Sample Point:

See CCU Standard Details (section: GRAVITY SEWER, GREASE INTERCEPTOR TANK W/SAMPLE POINT DETAIL) and applicable Manhole Details above.

5. Rebuilding Utility Structures:

Rebuilt structures shall meet the requirements of manholes, as described above.

C – 1 Trenchless Utility Installation

See CCU Standard Details (section: GENERAL DETAILS, TYPICAL DIRECTIONAL BORE)

1. Directional boring shall be done using HDPE DI thickness or Fusible PVC. Fusible PVC shall be installed with lettering up consistent with open trenched PVC. The piping shall be either fused together according to manufacturer’s specifications. A log of the bore depths at one foot intervals shall be provided to CCU. The connection of the bore piping to the main running lines will be marked with the appropriate locate marker ball. No electrofusion fittings shall be used with HDPE.

Entry and exit locations and intermediate centerline stationing shall be staked. The vertical and horizontal location readings shall be plotted on a 1" equals 20' natural scale drawing to be submitted to the County upon completion of the direction bore.

The slurry may be recycled at this time for reuse in the hole opening operation, or it shall be disposed of at an approved dump site. No fluids shall be allowed to enter any unapproved areas or natural waterways.

2. Jacking and Boring (J&B )

See CCU Standard Details (section: GENERAL DETAILS, TYPICAL PIPE AND CASING). J&B may be used to install pipe under residential roads, highways, and railroad crossings. The two main components of a J&B are the casing pipe and the carrier pipe.

3. Impact Moling shall meet CCU Standard Details requirements for water and low pressure sewer

services.

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Moling shall be used to install smaller diameter water service and low pressure sewer pipe under road surfaces from the water or sewer main to the residence or building connection. The moling process consists of punching a hole beneath the surface to be spanned, installing the casing (schedule 80 PVC), and installing the polyethylene (PE) water or low pressure service. The casing shall be sized to allow the PE pipe to be installed with no chafing or damage.

D - 1 Utility Line Signs, Markers, and Flags

1. Crawl Guard

See CCU Standard Details (section: GENERAL DETAILS, CRAWL GUARD ASSEMBLY).

2. Lift Station fencing, control panels and labels

See CCU Standard Details (section: LIFT STATIONS).

3. CCU Project

See CCU Standard Details (section: GENERAL DETAILS, CCU PROJECT SIGN).

4. Fence: Signs identify the property as a County utility shall be placed at one hundred (100) foot intervals. The signs shall be twenty-four (24) inches wide and eighteen (18) inches high with a white background and red or black letterings. The signs shall be connected to the fence using galvanized pig rings. All gates shall have a sign. The lettering shall be the following starting from the top row going down the sign: RESTRICED AREA (Red); AUTHORIZED (Black); PERSONNEL (Black); ONLY (Black); NO TRESPASSING (Red); VIOLATORS WILL (Black); and BE PROSECUTED (Black).

5. Buried Utility Mains: The sign marking the location of buried water, sewer, or reclaimed water mains shall be installed at each bank of the water way where the mains enter and exit the water way. The sign shall be 10” wide by 14” high 18 gauge aluminum with blue lettering on a white background. The sign shall be mounted on a 74” long, 6” steel “U” channel in a 24” deep by 6” diameter concrete footer. The distance from grade to the bottom of the sign shall be 36”. The sign shall be connected to the “U” channel with stainless fasteners so as to preclude its turning. The lettering shall be the following starting from the top row going down the sign: CAUTION; BURIED; WATER MAIN or SEWER MAIN (as appropriate); a two pointed horizontal arrow; CHARLOTTE COUNTY; UTILITIES; CALL BEFORE DIGGING; (941) 764-4300). 6. Reclaimed Water Sign: See CCU Standard Details (RECLAIMED WATER)

E - 1 Water, Sewer, and Reclaimed Pressure Main Piping

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Public utility distribution potable and reclaimed water and collection piping shall meet CCU Standard Details.

1. Polyvinyl Chloride (PVC) Pipe and Fittings:

01. Pipe: PVC piping includes Fusible PVC unless specifically noted. PVC shall comply with AWWA C-900, AWWA C-905, AWWA C-909, NSF-61, Cell Classification 12454, PVC material code 1120, and ASTM B-1785 Standards as applicable. In case of a conflict between the "Standards" and the requirements stated herein, the requirements have precedent. Should a conflict in the requirements of any government agency with the "Standards" or the requirements stated herein exist, the more stringent requirements have precedent. The manufacturer shall insure all quality control test and AWWA requirements are complied with during the production of PVC pipe. PVC pipe shall conform to the applicable requirements of AWWA C-900 (4" through 12"), AWWA C-905 (14" through 36"), and AWWA C-909 (6” through 12”) with BLUE, for water, GREEN for sewer, and PURPLE for reclaimed water color designations and Class 150 DR-18 for residential and all non-commercial areas and all open cut and direct bury street crossings and Class 200 DR-14 for all commercial and industrial areas. Three (3) inch diameter or less schedule 40 or 80 PVC pipe shall conform to the requirements of ASTM B-1785. On site irrigation piping using reclaimed water shall be PURPLE in color. C-900, C-905, and C-909 pipes shall have an integral bell formed with a race designed to accept the gasket in accordance with their respective AWWA requirements. The spigot end shall have a bevel and a stop mark on the outside diameter to indicate proper insertion depth. Provisions shall be made for expansion and contraction at each joint. All surfaces of the joint where the gasket may bear shall be smooth, free of cracks, fractures, or imperfections that could adversely affect the performance of the joint. When pipes are joined together, gaskets shall be compressed radially on the spigot so as to affect a positive seal under all combinations of joint tolerance. PVC fusion joints shall be assembled in the field with butt-fused joints by fusion technicians as documented by the pipe supplier using appropriately sized and outfitted fusion machines approved by the pipe supplier including the following elements: Heat Plate, Carriage, General Machine, Data logger, and ancillary equipment including rollers, canopies, etc. Training records for qualified fusion technicians shall be available to the engineer of record upon request. The contractor shall follow the pipe supplier’s written instructions for this procedure. This includes the recording and logging of each joint fusion by an electronic monitoring device (data logger) affixed to the fusion machine. Joint data shall be submitted as part of the “as-recorded” information in accordance with this specification. The joint strength shall be equal to the pipe as demonstrated by the testing requirements. A fixed gasket shall be in the bell end with all PVC piping. Gaskets shall be molded to a circular form to the proper cross section and shall consist of a vulcanized high grade elastomeric compound conforming to AWWA C-900 Elastomeric Seals for joining plastic pipe.

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PVC and FPVC mains in an open cut trench shall be installed in accordance with ANSI/AWWA C900 (Manual M23). The contractor shall distribute the pipe along the trench by hand to minimized damage to the pipe. The contractor shall not drop or drag pipe. The pipe shall be placed with bell end in the direction that the pipe will be placed in the trench and caution shall be taken or watertight plugs installed to prevent dirt, contaminants, or water from entering pipe. The contractor shall follow the manufacturer's recommended procedure for cleaning the ring, lubricating spigot end of pipe, and assembling. Fused PVC will be installed in a manner so as not to exceed the recommended bending radius. When pulling in tension, the pipe supplier Safe Pulling Force will not be exceeded. Single sections or preassembled multiple sections of PVC pipe may be laid in the trench. Preassembled sections of pipe shall be carefully fed by hand (or with the use of approved equipment) on the pipe bed. The contractor shall provide pockets in the pipe bed material to eliminate any concentration of loads on the bell ends or joints. The ends of mechanical joint pipe and fittings and rubber gasket joint pipe and fittings shall be clean of all dirt, grease and foreign matter prior to installing fittings or joining of pipe sections. The joint lubricant shall have been tested and approved for potable water service. No lubricant shall be used that will harbor bacteria or damage the gaskets. The pipe shall be laid with the manufacturers lettering designating the type and size of pipe visible from the top of the open trench. Cutting pipe for inserting valves, fittings, or closure pieces shall be in a neat and workmanlike manner without damaging the pipe or lining and so as to leave a smooth end at right angles to the axes of the cut pipe. The cut end of mechanical joint pipe shall be dressed to remove sharp edges or projections which may damage the rubber gasket. For push-on joints, dress the pipe cut ends by beveling, as recommended by the manufacturer. Wherever it is necessary to deflect pipe from a straight line, whether in the vertical or horizontal plane, to avoid obstructions, or where long-radius curves are permitted, the amount of pipe or joint deflection shall not exceed one-half the manufacturer's recommended limit. Pipelines intended to be straight shall not deviate from the straight line at any point in excess of one inch (1”).

02. Fittings shall meet CCU Standard Details. All fittings used with PVC pipe shall be cement or epoxy lined ductile iron with mechanical joints (MJ) rated to 350 psi and conforming to ANSI/AWWA C11/A 21.10 or C153/A 21.53 and C111/A 21.11 or U.S. Pipe’s “Permafuse” epoxy. The fittings include horizontal bends, elbows, tees, wyes, reducers, dead ends, and inline valves. NO PVC FITTINGS ARE PERMITTED.

All MJ fittings shall be restrained with Mega Lugs or gripper rings per the following, CCU Standard Detail Restraint Tables, or per design criteria, whichever is greater. Where two (2) or more fittings are together, the joints shall be restrained in accordance with the fitting that yields the greatest length of restrained pipe. Thrust blocks shall be provided in addition to specified restraints when the

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soils exhibit plasticity or elastic properties or as directed by the County. No restraints or thrust blocks are required for bends of 7 ½ degrees or less. Restraints shall be used only where piping will be exposed to pressures of 150 psi or less. For pipe encased in polyethylene, restraint values shall be increased by a factor of 1.5. The length of restrained pipe from horizontal bends, elbows, dead ends, and in-line valves shall be the length of the restrained pipe along each side of these fittings/valves or per the design criteria, whichever is greater. The length of restrained pipe from tees and wyes shall be the length of the restrained pipe along the branch of the pipe only or per the design criteria, whichever is greater. Pipe on both sides of the branch shall have a minimum length of ten (10) feet. The length of restrained pipe from reducers shall be the length of the pipe restrained on the large end only or per the design criteria, whichever is greater.

All tees shall be thrust blocked and restrained per the CCU Standard Details.

2. Ductile Iron Pipe and Fittings shall meet CCU Standard Details.

01. Pipe: Ductile iron mains shall be cement or epoxy lined, Class 51, and pressure rated from 150 psi to 350 psi for 4” to 54” as applicable to the diameter and wall thickness of the piping for its intended application and meet the requirements of AWWA standards. Mechanical joint or push-on joints shall meet the requirements of ANSI/AWWA C111/A 21.11 for rubber gasket joints; ANSI/AWWA C150/21.50 for thickness; and ANSI/AWWA C151A 21.51 for pipe molds. In case of a conflict between the "Standards" and the requirements stated herein, the requirements have precedent. Should a conflict in the requirements of any government agency with the "Standards" or the requirements stated herein exist, the more stringent requirements have precedent. The manufacturer shall insure all quality control test and AWWA requirements are complied with during the production of ductile iron pipe. Caution shall be taken or water tight plugs installed to prevent dirt, contaminants, or water from entering pipe. The manufacturer's recommended procedure for cleaning the ring, lubricating spigot end of pipe and assembling shall be followed. Single sections or preassembled multiple sections of pipe may be laid in the trench. Preassembled sections of pipe shall be carefully fed by hand (or with the use of approved equipment) on the pipe bed. The ends of mechanical joint pipe and fittings and rubber gasket joint pipe and fittings shall be clean of all dirt, grease and foreign matter prior to installing fittings or joining of pipe sections. The joint lubricant shall have been tested and approved for potable water service. No lubricant shall be used that will harbor bacteria or damage the gaskets. Cutting pipe for inserting valves, fittings, or closure pieces shall be in a neat and workmanlike manner without damaging the pipe or lining and so as to leave a smooth end at right angles to the axes of the cut pipe. The cut end of mechanical joint pipe shall be dressed to remove sharp edges or projections which may damage the rubber gasket. For push-on joints, dress the pipe cut ends by beveling, as recommended by the manufacturer.

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02.. Fittings: All fittings used with PVC pipe shall be cement or epoxy lined ductile iron with mechanical joints (MJ) rated to 350 psi and conforming to ANSI/AWWA C11/A 21.10 or C153/A 21.53 and C111/A 21.11 or U.S. Pipe’s “Permafuse” epoxy. The fittings include horizontal bends, elbows, tees, wyes, reducers, dead ends, and inline valves. NO PVC FITTINGS ARE PERMITTED.

All MJ fittings shall be restrained with Mega Lugs or gripper rings per the following, CCU Standard Detail Restraint Tables, or per design criteria, whichever is greater. Where two (2) or more fittings are together, the joints shall be restrained in accordance with the fitting that yields the greatest length of restrained pipe. Thrust blocks shall be provided in addition to specified restraints when the soils exhibit plasticity or elastic properties or as directed by the County. No restraints or thrust blocks are required for bends of 7 ½ degrees or less. Restraints shall be used only where piping will be exposed to pressures of 150 psi or less. For pipe encased in polyethylene, restraint values shall be increased by a factor of 1.5. The length of restrained pipe from horizontal bends, elbows, dead ends, and in-line valves shall be the length of the restrained pipe along each side of these fittings/valves or per the design criteria, whichever is greater. The length of restrained pipe from tees and wyes shall be the length of the restrained pipe along the branch of the pipe only or per the design criteria, whichever is greater. Pipe on both sides of the branch shall have a minimum length of ten (10) feet. The length of restrained pipe from reducers shall be the length of the pipe restrained on the large end only or per the design criteria, whichever is greater.

All tees shall be thrust blocked and restrained per the CCU Standard Details.

NO PVC FITTINGS ARE PERMITTED. Mechanical joint pipe shall be installed in accordance with the manufacturer's recommendations. The ends of the pipe shall be cleaned of all dirt, mud, and foreign matter by washing with water and scrubbing with a wire brush after which slip the gland end and gasket on the plain end of the pipe. Lubricate the plain end to facilitate sliding the gasket in place. Guide the end of the pipe into the bell of the pipe previously laid and locate the spigot centrally in the bell, place the gasket in position, and insert the bolts in the holes. Torque ranges to be applied to bolts shall be per the manufacturer's recommendations. To tighten the bolts, bring the gland up toward the flange evenly while maintaining approximately the same distance between the gland and the face of the flange at all points around the socket. Tighten all nuts progressively a little at a time. DO NOT over stress bolts to compensate for poor alignment. If effective sealing is not attained at the maximum torque, disassemble the joint and reassemble again after cleaning.

3. Polyethylene (PE) Pipe and Fittings shall meet CCU Standard Details.

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01. Pipe: Polyethylene pipe four (4) inches through sixty-three (63) inches in diameter shall meet the requirements of AWWA C906-90 for polyethylene pressure pipe and fittings and for PE-3408 (SDR 11). PE pipe shall meet ASTM D3350 cell clarification of 345434C. Permanent identification of piping service, blue for potable water, green for sewer, and purple for reclaimed water, shall be provided by co-extruding longitudinal stripes into the pipe's outside surface. All polyethylene piping shall have ductile iron pipe nominal outside diameters. Individual sections of PE piping shall be joined together by thermal butt-fusion to make a continuous section of pipe as recommended by the pipe manufacturer. Bends in PE pipe shall not be within ten (10) pipe diameters from any fitting or valve. The minimum radius of curvature shall be thirty (30) pipe diameters. Bending shall not cause kinking. Polyethylene piping shall not be joined by solvent cements, adhesive or threaded type connections. The color marking stripes shall be aligned and the pipe pulled through the bore to allow identification of the type of system utilizing the PE pipe. 02..Fittings: All fittings and sleeves used with polyethylene pipe shall be cement or epoxy lined ductile iron with mechanical joints rated to 350 psi and conforming to ANSI/AWWA C11/A 21.10 or C153/A 21.53 and C111/A 21.11 or U.S. Pipe’s “Permafuse” epoxy. All MJ fitting connections to polyethylene pipe shall be restrained with Mega-Lug restrainers. The PE pipe shall be reinforced on the ends using stainless steel wedge internal stiffeners. The mechanical connection to MJ fittings and sleeves shall use mechanical restraints that meet specification requirements. The mechanical connection to PVC or DI pipe shall use bell restraints that meet specification requirements. NO PVC FITTINGS SHALL BE USED.

F - 1 Sanitary Sewerage Gravity Mains: See CCU Standard Details (section: GRAVITY SEWER).

1. Polyvinyl Chloride (PVC) Pipe: PVC piping shall comply with AWWA C-900, AWWA C-905, AWWA C-909, and ASTM B-1785 Standards. In case of a conflict between the "Standards" and the requirements stated herein, the requirements have precedent. Should a conflict in the requirements of any government agency with the "Standards" or the requirements stated herein exist, the more stringent requirements have precedent. The manufacturer shall insure all quality control test AWWA requirements are complied with during the production of PVC pipe. PVC pipe shall be green in color and conform to the applicable requirements of AWWA C-900 (4" through 12"), AWWA C-905 (14" through 36"), and AWWA C-909 (6” through 12”) with the appropriate class as follows: Gravity sewer shall be Class 150 SDR 26 for all gravity sewer except

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as follows: gravity sewer less than five (5) feet and greater than ten (10) feet and crossing potable water mains within eighteen (18) inches shall be SDR 18 pipe and between a manhole and lift station SDR 14. Sewer force mains in residential and non-commercial areas and under street crossings shall be Class 150 SDR 18 and in commercial and industrial areas shall be Class 200 SDR 14. The pipe shall be imprinted repeatedly in a contrasting color with the class of pipe, manufacture’s name, size, and the word “SEWER” on all sections. C-900, C-905, and C-909 pipes shall have an integral bell formed with a race designed to accept the gasket in accordance with their respective AWWA requirements. The spigot end shall have a bevel and a stop mark on the outside diameter to indicate proper insertion depth. Provisions shall be made for expansion and contraction at each joint. All surfaces of the joint where the gasket may bear shall be smooth, free of cracks, fractures, or imperfections that could adversely affect the performance of the joint. When pipes are joined together, gaskets shall be compressed radially on the spigot so as to affect a positive seal under all combinations of joint tolerance. A fixed gasket shall be in the bell end with all PVC piping. Gaskets shall be molded to a circular form to the proper cross section and shall consist of a vulcanized high grade elastomeric compound conforming to AWWA C-900 Elastomeric Seals for joining plastic pipe. PVC sewer mains shall be installed in accordance with ANSI/AWWA C900 (Manual M23). The contractor shall distribute the pipe along the trench by hand to minimized damage to the pipe. The contractor shall not drop or drag pipe. The pipe shall be placed with bell end in direction of the pipe will be placed in the trench and caution shall be taken or water tight plugs installed to prevent dirt, contaminants, or water from entering pipe. No pipe shall be laid on a bed of rock. Where rock is encountered, it shall be removed or cut away. If cut away, it shall have bedding between the top of the rock and the bottom of the pipe to prevent damage to the pipe. The contractor shall follow the manufacturer's recommended procedure for cleaning the ring, lubricating spigot end of pipe and assembling. The pipe shall be laid with the manufacturers lettering designating the class and size of pipe visible from the top of the open trench. Gravity sewer piping between manholes shall be from the same manufacturer. The continuous run between manholes shall be either PVC or ductile iron; no mixing of types of piping is allowed. Only a single section of pipe may be laid in the trench. The ends of mechanical joint pipe and fittings and rubber gasket joint pipe and fittings shall be clean of all dirt, grease and foreign matter prior to installing fittings or joining of pipe sections. No lubricant shall be used that will harbor bacteria or damage the gaskets. Cutting pipe shall be in a neat and workmanlike manner without damaging the pipe so as to leave a smooth end at right angles to the axes of the cut pipe. The cut end of mechanical joint pipe shall be dressed to remove sharp edges or projections which may damage the rubber gasket. For push-on joints, dress the pipe cut ends by beveling, as recommended by the manufacturer.

2. Ductile Iron Pipe:

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Ductile iron mains shall be cement or epoxy lined, Class 51, and pressure rated from 150 psi to 350 psi for 4” to 64” as applicable to the diameter and wall thickness of the piping for its intended application and meet the requirements of AWWA standards. Joints shall meet the requirements of ANSI/AWWA C111/A 21.11 for rubber gasket joints; ANSI/AWWA C150/21.50 for thickness; and ANSI/AWWA C151A 21.51 for pipe molds. In case of a conflict between the "Standards" and the requirements stated herein, the requirements have precedent. Should a conflict in the requirements of any government agency with the "Standards" or the requirements stated herein exist, the more stringent requirements have precedent. The manufacturer shall insure all quality control test AWWA requirements are complied with during the production of ductile iron pipe. Caution shall be taken or water tight plugs installed to prevent dirt, contaminants, or water from entering pipe. The manufacturer's recommended procedure for cleaning the ring, lubricating spigot end of pipe and assembling shall be followed. Only ingle sections shall be laid in the trench. No pipe shall be laid on a bed of rock. Where rock is encountered, it shall be removed or cut away. If cut away, it shall have bedding between the top of the rock and the bottom of the pipe to prevent damage to the pipe. The ends of rubber gasket joint pipe and fittings shall be clean of all dirt, grease and foreign matter prior to installing fittings or joining of pipe sections. No lubricant shall be used that will harbor bacteria or damage the gaskets. Cutting pipe shall be in a neat and workmanlike manner without damaging the pipe or lining and so as to leave a smooth end at right angles to the axes of the cut pipe. The cut end of the pipe shall be dressed to remove sharp edges or projections which may damage the rubber gasket. For push-on joints, dress the pipe cut ends by beveling, as recommended by the manufacturer.

G - 1 Waste Water Meter Assembly:

The wastewater meter assembly configuration in the direction of the flow shall be a “T” for the bypass, a butterfly valve with a hand wheel actuator, water meter, a butterfly valve with a hand wheel actuator, and “T” for bypass. The bypass shall be connected to the main backflow assembly “Ts” with butterfly valves with a hand wheel actuator. The bypass shall be sized to the required flow and include a water meter. The configuration of the assembly in the direction of the flow without a bypass shall be a flanged gate valve, water meter, gate valve, double detector check valve, and a flanged gate valve. The water meter shall be an electromagnetic closed pipe flow meter for full pipe flow with a NEMA 4X FG enclosed 4401 converter. The assembly shall have an TCU antenna installed in a two (2) foot square by three (3) foot deep concrete base adjacent to the bypass or the backflow as appropriate. The electrical connection from the TCU enclosure to the water meter shall be 2 #12 with ground inside a one (1) inch PVC conduit. A ten (10) foot by five-eighth (5/8) inch ground rod shall be connected to the tower section. The antenna shall be connected to a one (1) by one/one-forth (1-1/4) inch schedule 40 galvanized steel pipe topped with a galvanized steel end pipe cap. The pipe shall be sized to provide the required coverage and to be sunk a minimum of six (6) inches into the concrete antenna base. The wire between the antenna and the TCU enclosure shall be tied to the antenna using stainless steel tie wraps.

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The assembly shall be installed on a six (6) inch thick, 3000 psi with wire mesh, concrete pad. The pad shall extend eight (8) inches on either side of the assembly and/or bypass and one (1) foot beyond the valves on both ends of the assembly. The top of the pad shall be even with the finished grade. The assembly shall be installed above the pad on three (3) three (3) inch or larger adjustable pipe supports individually placed under the two (2) bypass butterfly valves and in the center of the bypass. The lowest point of the assembly shall be a minimum of eighteen (18) inches above the pad. The assembly shall be connected to the water main and connected to the property main using four (4) forty-five (45) degree ductile iron (DI) fittings with DI pipe between the fittings. All in-ground DI fittings shall be thrust blocked.

H - 1 Sanitary Utility Sewerage Cleanouts and Service Laterals

See CCU Standard Details (section: GRAVITY SEWER).

I - 1 Water Service Connections:

See CCU Standard Details for meters and backflow prevention devices (section: WATER).

J – 1 Pressure Main Valves:

See CCU Standard Details (section: GENERAL DEATAILS)

This section covers the work necessary for furnishing and installing the large special valves, complete. Applicable parts of the following "Standards" shall be considered a part of this section: AWWA C500, C504, C506, C507, C508, C509 ASTM A126, and A48. .

1. Gate Valves - Gate valves two inches (2”) and larger shall be of the mechanical joint type, resilient seat, non-rising bronze stem, o-ring sealed stuffing box, and two-inch (2”) square wrench nut conforming to AWWA C-500. Valves shall be rated 150-pound WOG minimum.

2. Eccentric Plug Valves – Eccentric Plug valves shall be of the size and class shown. Valves shall be of the non-lubricated type with corrosion resistant seated surfaces. The seating surface shall be suitable for the service intended. Flanges shall be constructed in accordance with ANSI B16.1 Class 125/150 for drilling and facing. Mechanical joint ends shall be incompliance with AWWA/ANSI C-111-92. Bearings shall be 316 stainless steel. Stem seals must be accessible without disassembly of the valve.

3. Buried Manual Operators - Operators shall comply with AWWA C-504 with two-inch (2”) square operating nut. Operators shall be fully gasketed and grease-packed to withstand an external water pressure of 10 psi. Operators shall be capable of developing torques listed in Table 1 of AWWA C-504 for Class 150 B valves.

4. Check Valves - Check valves shall be cast iron body, bronze-mounted swing check valves with outside lever and weight, and conforming to AWWA C508. Ends shall be as shown on Plans.

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5. Bolts, Gaskets, Glands, Nuts - Bolts, gaskets, glands, nuts, and miscellaneous accessories required to install all special valves are to be furnished to install flange connections and shall be 304 stainless steel with hex heads. Nuts shall be 304 stainless steel with American Standard hexagonal dimensions. Gaskets for flange connections shall be one-eighth inch (1/8”) thick rubber. Gaskets shall extend from the inside diameter of the flange beyond the bolt circle. Jointing materials for mechanical joints shall conform to AWWA C111.

6. Installation - Carefully clean valves of all foreign material, and inspect valves in the open and closed position. Install valves in accordance with the applicable portions of these specifications. Unless otherwise indicated, install valves with stem vertical. Mount horizontal valves in such a manner that adequate clearance is provided for operation. Installation practices shall conform to manufacturer's recommendations. Joints must be watertight at test pressure before acceptance. Thoroughly clean threads of screwed joints by wire brushing, swabbing, or other approved methods. Apply approved joint compound to threads prior to making joint.

K - 1 Pressure Main Tie Back Assemblies

See CCU Standard Details (section: GENERAL DETAILS, TIE-BACK ASSEMBLY). L - 1 Water Utility Distribution Fire Hydrants

See CCU Standard Details (section: WATER).

The hydrants should be classified in accordance with their rated capacities {at 20 psi (1.4 bar) residual pressure or other designated value}, and the tops and nozzle caps should be painted with the following capacity-indicating color scheme. This provides simplicity and consistency with colors used in single work for safety, danger, and intermediate condition:

(1) Class AA (Light Blue) – Rated capacity of 1500 gpm (5680 L/min) or greater (2) Class A (Green) -- Rated capacity of 1000 – 1499 gpm (3785 – 5675 L/min) (3) Class B (Orange) – Rated capacity of 500 – 999 gpm (1900 – 3780 L/min) (4) Class C (Red) – Rated capacity of less than 500 gpm (1900 L/min)

The contractor shall perform a flow test on individual hydrants to determine the class of the hydrant and paint the tops and nozzle cap as noted above.

Hydrants shall be installed in accordance with Section 3.7.6. of ANMSI/AWWA C600. Hydrants shall be installed one (1) foot inside the right-of-way on the lot line between two (2) properties. For commercial, apartments, heavy industrial and manufacturing facilities, hydrants shall have a maximum of three hundred (300) feet radius of influence. For mobile, single family, duplex, and triplex homes, hydrants shall have a maximum of five hundred (500) feet radius of influence. All fire hydrant nozzles shall have a cast iron weather cap with a chain retainer.

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Hydrants shall be painted two (2) coats of Federal Safety yellow above the finished grade. Hydrant valves shall be painted “water” blue.

M – 1 Water Utility Automatic Flushing Assembly

See CCU Standard Details (section: WATER, AUTOMATIC FLUSHING ASSEMBLY). N - 1 Water Utility Air Release Assembly

See CCU Standard Details (Section: GENERAL DETAILS, MANUAL AIR RELEASE, Section: WATER, AUTO AIR RELEASE VALVE).

O - 1 Water Utility Bacteriological Sample Point

See CCU Standard Details (section: WATER, TYPICAL BACTERIOLOGICAL SAMPLE POINT).

P - 1 Reuse Water (Residential) shall meet residential water design requirements other than a concrete meter box with a traffic bearing lid with an access panel with “REUSE WATER METER” printed on top.

Q - 1 Disinfecting of Water Utility Distribution:

All new potable water mains and service connections and water mains taken out of service for inspection, alteration, or any other activity exposing the interior pipeline to the possibility of contamination shall be disinfected before they are placed in and/or returned to service. All disinfection shall be in accordance with AWWA C-651 unless otherwise specified. Materials and equipment for keeping the pipe clean (during construction), chlorinating the main, flushing/disposing of the heavily chlorinated water, bacteriological sampling and any re-disinfection, if required, shall be provided. Chlorination shall be done by the continuous feed method using either a liquid chlorine gas-water mixture or a calcium or sodium hypochlorite solution. Direct feed chlorination, placing concentrated quantities of commercial disinfectants such as calcium hypochlorite granules in the line prior to filling with water, shall not be used.

R -1 Lift and Pump Stations

See CCU Standard Details (section: LIFT STATIONS).

S - 1 Low Pressure Sewer System piping is included in Section E – 1: Water, Sewer, and Reclaimed Pressure Main Piping. Low Pressure system details including tanks, pumps, service piping, connections, etc. shall meet CCU Standard Details (section: LOW PRESSURE DETAILS).

T - 1 Conflict Boxes

See CCU Standard Details (section: GENERAL DETAILS, CONFLICT BOX). U - 1 Construction Stakes, Lines and Grades

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1. Description:

This work shall consist of furnishing and placing construction stakes necessary to construct the project. The staking work includes establishing project centerline; re-establishing plan benchmarks; setting additional benchmarks as needed utilizing radial survey methods to establish same; verifying undercut, muck, rock and dig-out removal quantities; staking right-of-way (ROW), easements, and project limits; and miscellaneous construction survey work. The Contractor shall perform all construction layout and reference staking necessary for accurate control and completion of all structures, grading, paving, drainage, fence, permanent benchmarks, ROW monuments and all other appurtenances required for the complete construction and acceptance of the work. The layout shall include, but not be limited to, staking clearing line; removal limits; slope staking and slope stake referencing; grade staking (blue top dirt grade and base course grade hubs); paving hub staking; staking of water mains, fittings, plant facilities, hydrants and valves; staking of sewer mains, bends, manholes, lift stations, and services; staking of culvert pipes and structures; re-establishing property corners; and performing the miscellaneous staking as described in the plans and in these specifications.

2. Datum:

HORIZONTAL DATUM: NAD 83-90 VERTICAL DATUM: NGVD 88. 3. Materials:

01. The Contractor shall furnish all staking materials of adequate quality for the purpose intended, including all stakes, stake chasers, paint, field note books, and all other materials necessary to properly perform the required work.

02. Stakes shall be suitable for general field construction staking and shall be durable enough to last the duration of the project without undue weathering so as to make the stake illegible or difficult to read or use. Stakes that become illegible shall be remarked or reset at the Contractor’s expense. 03. Paint, when used in lieu of plastic flagging to mark survey stakes, shall be brightly colored or fluorescent to be visible from passing equipment. Paint that becomes faded shall be remarked or reset at the Contractor’s expense. Plastic flagging shall be brightly colored or fluorescent plastic ribbon securely tied to the survey stake. Plastic flagging that becomes faded, torn or dislodged shall be replaced at the Contractor’s expense. 04. Property pins/markers shall meet current Florida requirements for legal property monuments and shall be stamped with the registered surveyor’s number.

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05. Field note books shall be made of quality, heavy, water resistant paper and may be bound with a permanent binding or may be in loose leaf binding. Notes shall be made with a waterproof pen or pencil.

4. Construction Requirements:

01. General

The work shall be done by or under the supervision of a Florida Registered Surveyor and Mapper (PSM) who is experienced and competent in urban street, road and utility construction surveying and staking. The Surveyor shall be available to review work, resolve problems and make decisions in a timely manner. A crew chief, who is competent to perform all required surveying duties and who is under the direct supervision of the surveyor, shall be onsite to supervise and/or perform the staking in the absence of the surveyor or engineer on the project. If necessary, a Florida Registered Surveyor and Mapper will be required to re-establish property corners as required by Florida Law.

Field notes shall be kept in conventional, handwritten note books or in a computerized form acceptable to the Engineer of Record (EOR) and the COUNTY. Notes shall be kept in a clear, orderly and neat manner, with all pertinent information duly noted therein. The field note books and all electronic data shall become the property of the COUNTY upon completion of the project and shall be used to establish the RECORD drawings as out lined in “CHARLOTTE COUNT UTILITIES – MINUMIN DRAWING AND SUBMITTAL REQUIREMENTS FOR WATER, WASTEWATER AND RECLAIMED WATER PROJECTS”. The field notes along with all electronic data are subject to inspection and review by the COUNTY at any time during the project.

The Contractor shall be responsible for the placement and preservation of ties and references to all control points which are necessary for the accurate re-establishment of all benchmarks, base line(s), centerline(s) and property pins and ROW markers shown on the plans or found on or adjacent to the project. Prior to construction, a registered surveyor shall verify existing property pins or lost property pins and record his findings for all possible property pin locations within the construction limits.

The establishment of permanent bench levels and permanent alignment points will be furnished as a contract item in the proposal when required. The Contractor shall stake the locations of the benchmarks as called for on the plans. The level circuit to check the plan benchmarks shall be run the full length of the project.

02. Slope Staking

Slope stakes shall be set at the catch points. The slope stake reference hubs shall be offset behind the slope stake a sufficient, set, consistent distance to prevent disturbance during construction. Slope stakes shall reference the subgrade shoulder or toe of the back slope and shall be set at intervals consistent with the plans stations. Horizontal curves and vertical curves will require additional slope stakes set at intervals sufficient to maintain adequate grade and line control. Slope stake tolerances shall be ±0.2 feet (60.0 mm) horizontal and ±0.1 feet (30.0 mm) vertical. Slope stake reference hubs shall reference the subgrade shoulder and tolerances will be ±0.2 feet (60.0 mm) horizontal and ±0.05 feet (15.0 mm) vertical.

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03. Grade Staking

The grade finishing stakes (blue tops) for grade elevations and horizontal alignment shall be set on the roadway centerline and at each shoulder at the top of the subgrade. Where additional lanes are to be constructed, additional blue tops shall be set at the extended shoulder distance at the additional lane edge. Transverse distance between blue tops shall not exceed 20 feet (6 meters). The blue top grade stakes shall be set at station intervals consistent with the plans not to exceed 100 feet on tangents and 50 feet on horizontal or vertical curves (English unit plans) or 20 meters (metric unit plans). The horizontal tolerance is ±0.2 feet (60 mm) and the vertical tolerance is ±0.02 feet (6 mm).

04. Structure Staking

Stake and reference lift stations and plant structures to ensure adequate horizontal and vertical control of the substructure and superstructure components. Stake and reference the centerline of each lift station. Stake the centerline for pipe for lift stations or plant structures in both transverse and longitudinal directions. If retaining wall design is required as part of the construction, the wall designer must be provided with original ground profile data prior to beginning the design. The Contractor shall set adequate stakes for vertical and horizontal control during retaining wall construction. Stakes shall have a horizontal tolerance of ±0.04 feet (12 mm) and a vertical tolerance of ±0.02 feet (6 mm).

05. Re-establish Property and ROW Markers

All property corners, ROW markers and bench marks shall be carefully referenced and replaced by a registered surveyor. Known property corners, ROW markers and bench marks may be shown on the plans. Prior to construction, a licensed registered surveyor shall verify existing property pins or lost property pins and record his findings for all possible property pin locations within the construction limits.

06. Miscellaneous Staking

Miscellaneous staking shall include the following work:

a. Final earthwork (or terrain data) cross sections at the same intervals, stations and plus stations as the original cross sections;

b. Approach road/driveway staking; c. Topsoil measurement; d. Special ditch/drainage staking; e. Staking and/or measurement of sub-excavation, muck excavation, rock excavation, undercut

excavation and dig-outs; f. Staking of signs, pavement markings, guardrail, curb and gutter, light poles, conduit, junction

boxes and irrigation systems, and related items;

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07. ROW Staking a. Water and sanitary sewer mains and services including pipe, manholes, valves, bends,

fittings and related items; b. Mark limits of removal items (trees, foundations, curb and gutter, sidewalk, etc.); c. Storm pipe culvert and storm sewer staking including drop inlets, manholes and related items.

Set reference stakes for the storm sewer inlet and outlet locations. Stake ditches and special inlet and outlet grades to ensure proper drainage. The horizontal tolerance for water and sanitary sewer main and storm sewer staking is ±0.05 feet (15 mm) and the vertical tolerance is ±0.03 feet (9 mm).

V - 1 As-Built Data

All newly installed water pipe, sanitary sewer mains, structures, pavement, curb, storm inlets, storm pipe, valves, fire hydrants, lift stations, fittings, manholes and related items will be located by the surveyor for the purpose of completing the Record drawings as out lined in “CHARLOTTE COUNT UTILITIES – MINUMIN DRAWING AND SUBMITTAL REQUIREMENTS FOR WATER, WASTEWATER AND RECLAIMED WATER PROJECTS”.