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HomeMy WebLinkAbout38-13 Cape Fear Public Utility Authority ApplicationTECHNICAL SPECIFICATIONS SUBMITTED FOR CAMA MAJOR PERMIT APPLICATION for Masonboro Sound Water and Sewer Extension NOVEMBER 1, 2012 WKD #10056.04.WL Prepared for Cape Fear Public Utility Authority 235 Government Center Drive Wilmington, North Carolina 28405 RECEIVED DCM WILMINGTON, NC JAN 1 1 10113 Plans & Specifications Prepared by W.K. Dickson & Co., Inc. 909 Market Street RECEIVED Wilmington, North Carolina 28405 (910) 762-4200 — Telephone J/ (910) 762-4201 - Fax 11113 NC License No. F-0374 DCM-MIID r,ITy 4k) 41 THIS PAGE IS INTENTIONALLY LEFT BLANK RECEIVED /03 ,)CM•MHD CITY 4` MASONBORO SOUND WATER AND SEWER EXTENSION CAPE FEAR PUBLIC UTILITY AUTHORITY WKD Project Number— 10056.04.WL TABLE OF CONTENTS TECHNICAL SPECIFICATIONS SUBMITTED FOR CAMA MAJOR PERMIT APPLICATION NOVEMBER 1, 2012 Page Number Section 01510 Sewer Bypass Pumping 01510-1 — 01510-4 Section 01530 Security Fencing 01530-1 — 01530-3 DIVISION 2 — SITE WORK Section 02140 Dewatering 02140-1 Section 02150 Shoring & Underpinning 02150-1 — 02150-2 Section 02220 Excavating, Grading, Trenching, and Backfilling 02220-1 — 02220-9 Section 02300 Boring, Jacking & Tunneling 02301-1 — 02301-3 Section 02301 Boring and Jacking 02301-1 — 02301-3 Section 02365 Directional Drilling 02365-1 — 02365-7 Section 02374 Erosion Controls 02374-1 — 02374-7 Section 02660 Water Distribution System 02660-1 — 02660-19 Section 02731 Gravity Sanitary Sewer System 02731-1 — 02731-16 Section 02732 Wastewater Force Mains Section 02732-1 — 02732-6 Section 02733 Wastewater Pump Stations Section 02733-1 — 02733-12 Section 02760 Restoration of Utility Pipes 02760-1 Section 02761 Sanitary Pipeline Rehabilitation 02761-1 — 02761-7 Section 02900 Landscaping 02900-1 — 02900-5 DIVISION 3 — CONCRETE WORK Section 03200 Concrete Reinforcement Section Section 03300 Cast -in -Place Concrete 03200-1 — 03200-2 03300-1 — 03300-5 ALI3 ailw-fNOQ CIO? 9 I r"7,' GHA03ffi RECEIVED Y 6 2013 DCM-MHDCITY THIS PAGE IS INTENTIONALLY LEFT BLANK mcwaD J4'16"" DCM--MM cr[Y Rev 1.04 SECTION 01510 SEWER BYPASS PUMPING PART1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment, and incidentals required to maintain continuous and reliable wastewater service in all wastewater lines during construction. B. During various phases of the Work, it will be necessary to construct and maintain temporary bypass sewers to maintain continuous and reliable wastewater flow in all pipes, including individual service connections. Various phases of the Work that shall require the implementation of temporary bypass sewers include, but are not limited to, connections of new sewers to existing sewers, trenchless rehabilitation of existing sewers, and pipeline inspection. C. Portions of the Work require that upstream pump stations be placed out of service for prolonged periods. In these instances, the Contractor shall construct a temporary bypass sewer that shall discharge into either the original piping DOWNSTREAM of the affected area, or into a neighboring gravity sewer identified that flows to an unaffected pump station. D. Contractor shall construct and maintain all temporary bypass sewers and be responsible for all bypass pumping of sewage that may be required to prevent backing up of sewage and allow appropriate conditions for proper inspection, rehabilitation, testing or drainage during force main rehabilitation, replacement or reconnections to existing sewers. The Contractor shall immediately remove and dispose of all offensive matter spilled during the bypass pumping at his own expense. The Contractor shall also be responsible for paying any fines imposed as a result of spills or overflows that occur as a result of the bypass pumping operations. E. Contractor shall provide a redundant bypass pump, intake and discharge conduit, and other equipment necessary to provide continuous wastewater flow and prevent the backing up of sewage in the case of emergencies at all times. Where no alternate sanitary sewer route is available or when twenty-four hours of storage is not feasible, redundant bypass pumping shall be installed. G. Primary bypass pumps shall be critically silenced when used in residential settings or areas where excessive noise levels would create a disturbance. Redundant bypass pumping does not have to be critically silenced. 1.02 SUBMITTALS A. The Contractor shall submit to the Engineer a schedule to complete the Work. It will include the sequencing and coordination of connections to existing sewers, pipeline REcgrq fiction, trenchless rehabilitation and testing of existing sewers, and the handling of wastewater flow during construction. The schedule of work shall also be reviewed and JAN 1 gpg013 d by the Operator in Responsible Charge (ORC). 6 L RECEIVED DCMMHDCITy 01510.1 DCM Wu RAINlr;TON, NC NOV 0 1 2012 Rev 1.04 B. The design, installation, and operation of the temporary pumping system shall be the Contractor's responsibility. The Contractor shall either demonstrate, or employ the services of a subcontractor who can demonstrate, to the Engineer and ORC that he specializes in the design and operation of temporary bypass pumping systems. C. The Contractor shall prepare a specific, detailed description of the proposed pumping system (Bypass Pumping Plan). The Bypass Pumping Plan shall be submitted and approved prior to the mobilization of any of the equipment included in the Bypass Pumping Plan. The Bypass Pumping Plan shall outline all provisions and precautions to be taken by the Contractor regarding handling of existing wastewater flows. This Bypass Pumping Plan must be specific and complete, including such items as schedules, locations, elevations, capacities of equipment, materials, and all other incidental items necessary and/or required to ensure proper protection of the facilities, including protection of the access and bypass pumping locations for damage due to the discharge flows, and compliance with the requirements and permit conditions specified herein. No Construction shall begin until all provisions and requirements have been reviewed and accepted by the Engineer and ORC. The plan shall include but not limited to the following details: 1. Staging areas for pumps. 2. Sewer plugging method and types of plugs. 3. Size and location of manholes or access points for suction and discharge hose or piping. 4. Size of pipeline or conveyance system to be bypassed. 5. Number, size, material, location and method of installation of suction piping. 6. Number, size, material, location and method of installation of discharge piping. 7. Bypass pump sizes, capacities, and number of each size to be provided on - site including all primary, secondary, and spare pumping units. 8. Calculations of static lift, friction losses, and flow velocity (pump curves showing pump, operating range shall be submitted). 9. Downstream discharge plan. 10. Method of protecting discharge manholes or structures from erosion and damage. 11. Thrust and restraint block sizes and locations. Provide the details necessary to demonstrate the integrity of all suction and discharge piping including piping and fittings associated with all primary and secondary pumping units. 12. Sections showing suction and discharge pipe depth, embedment, select fill and special backfill. 13. Method of noise control for each pump and any additional equipment that is included in the Bypass Pumping Plan. 14. Any temporary pipe supports and anchoring requirements. 15. Access plans to all bypass pumping locations indicated on the drawings. 16. Calculations for selection of bypass pumping pipe size. 17. Schedule for installation of and maintenance of bypass pumping lines. 18. Plan indicating location of bypass pumping pipe locations. 19. Emergency plan for adverse weather and flooding for various phases of the Work. 20. Contractors plan for providing continuous monitoring of the bypass pumping operation as well ahme nOGiYffig persons' qualifications. �AN j 6 2013 RECEIVED 0 510. DCM WILMINGTON, NC Dcm-mn crrY N O V 0 1 2012 Rev 1.04 PART 2 PRODUCTS (NOT USED) PART 3 EXECUTION 3.01 BYPASS PUMPING OF FLOW IN EXISTING SEWERS A. The Contractor shall supply pumps, conduits, power, and other equipment to divert the flow of sewage around the section in which Work is to be performed. The bypass system shall be of sufficient capacity to handle the wastewater flows in the table located at the end of this section. It is the intent of these Specifications to require the Contractor to establish adequate bypass pumping as required regardless of the flow condition. B. All bypass pumping piping shall conform to 02732 section 2.01 for force main materials, or shall be HDPE and conform to the following requirements: 1. All polyethylene (HDPE) pipes shall meet the requirements of ASTM F714. DR rating of the pipe shall be sufficient to withstand the pressure and leakage test outlined below. 2. HDPE Pipe shall be furnished in standard laying lengths not exceeding 50 feet. 3. Joining system: The HDPE pipe shall be joined with butt, heat fusion joints. All joints shall be made in strict compliance with the manufacturer's recommendations and ASTM 2657. Where required, flange connections, mechanical joint connections and butt connections using bolted mechanical couplers shall be provided from a pipe stub with a polyethylene and steel stiffener. Flanged connections shall be provided from a pipe stub and a steel back-up flange. Back flanges shall be primed and painted in corrosion protected paint. Quick connect couplings will not be permitted on HDPE bypass piping. 4. HDPE fittings shall be fully pressure rated to match the pipe DR pressure rating. All fittings shall be molded or fabricated by the same manufacturer as the pipe. HDPE fittings shall be joined using butt, heat fusion and/or electro- fusion. Adhesives and solvent cements shall not be permitted. C. The Contractor shall perform leakage and pressure tests of the bypass pumping discharge piping using clean water prior to the actual operation. The pressure and leakage test shall be conducted at one -and -a -half times the maximum pressure the system will experience based on the approved Bypass Pumping Plan for a period of two hours. No leakage is permitted during this test. The Engineer will be given 24 hours notice prior to testing. In addition, the Contractor shall demonstrate that the pumping system is in good working order and is sufficiently sized to successfully handle flows by performing a test run for a period of 24 hours prior to beginning the Work. 1A RECEIVED D. Each bypass pumping operation shall include the components and systems to, Icco�m� plish the bypass in accordance with these Specifications and the Special Project Conditl6klk.1 6 2013 E. The Contractor shall provide on -site manual oversight of all bypass pumping operations 24 hours per day, 7 days per week when the bypass pumping system is in operati%CM-MUDS' F. Flows from private, commercial, and industrial users shall be handled by the Contractor RECEIVED 01510.3 DCM WILMINGTON, NC Nov 0 1 2012 Rev 1.04 I during the Work without interruption. G. The Contractor shall be required to repair, at his own expense, any damage to public or private property caused by his operations. H. Should damage of any kind occur to the existing sewers, the Contractor shall, at his own expense make repairs to the satisfaction of the Engineer and the ORC. I. The Contractor shall immediately notify the Authority should a sanitary sewer overflow (SSO) occur and take the necessary action to clean up and disinfect the spillage to the satisfaction of the Authority and/or other governmental agency. If sewage is spilled onto public or private property, the Contractor shall wash down, clean up, and disinfect the spillage to the satisfaction of the property owner, Authority, and/or other governmental agency. J. The Contractor shall not be permitted to overflow, bypass, pump or by any other means convey drainage to any land, street, storm drain or water course. K. The Contractor shall cease bypass pumping operations and return flows to the new and/or existing sewer when directed by the Owner. During bypassing, no wastewater shall be leaked, dumped, or spilled in or onto any area outside the existing wastewater system. When bypass operations are complete, all bypass piping shall be flushed with fresh water and drained into the wastewater system prior to disassembly. L. Contractor must take care to prevent damage to existing structures. Discharge piping to gravity sewer systems shall be designed in such a manner as to prevent discharge from contacting manhole walls or benching and full discharge shall go into downstream pipe with as minimal turbulence as possible. Contractor is responsible for any damage to manholes. It may be necessary to remove the manhole cone to provide sufficient space for the bypass piping. If this is required, the Contractor shall be responsible for any damage to existing manhole components. M. The Contractor shall establish adequate bypass pumping adherent to the conditions above and anticipate severe weather conditions and increases in peak flows during rain events. Available flow and capacity data for Contractor's use in sizing equipment is as follows: Flow (GPM) Head (ft) 1,140 144 N. The 24-hour monitoring person shall be properly trained, experienced, and mechanically qualified such that they can quickly and effectively address any potential emergency and non -emergency situations associated with the pumps and bypass pumping system that must remain in operation for an extended period. E F N 01510 JAN 16 2013 01510.4 DCM-MHD CTrY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.01 SECTION 01530 SECURITY FENCING Part 1 General lal��i'I17.9-AWLS) 11111 DI11 A. This section of the specifications requires the contractor to furnish all labor, equipment, materials and supplies needed, and perform all operations in connection with the installation of security fences, gates, and accessories as shown on the drawings and designated in this specification. 1.02 SUBMITTALS A. Complete detail drawings and specifications for the fence, gates and accessories shall be submitted for review and comment by the Engineer prior to ordering materials. 1.03 FENCE WARRANTY A. The Contractor shall guarantee the fence against faulty or inadequate design, improper assembly or erection, and defective workmanship or materials or other failure and shall furnish a written warranty agreeing to furnish and install at his own expense any part of the fence proving defective within 12 months from the date of final acceptance by the Engineer. 1.04 MATERIALS A. Fencing: Fencing shall consist of galvanized or aluminum coated steel chain link fence with a fabric height not less than six feet and an overall height of 7 ft. from the bottom of the fabric to the top of the barbed wire. The fence shall have a top rail, bottom tension wire, and three strands of barbed wire mounted on a 45 degree extension arms. Posts shall be set in concrete. Additionally, the fencing shall meet the following requirements: 1. Fabric shall be 9 gauge, 2-inch mesh; galvanized ASTM A 392, Class II or aluminum coated ASTM A 491, Class I1, with barbed selvage top and bottom. 2. Posts shall be extra strong steel H-section, steel pipe, ASTM A 12 nrOD standard weight (Schedule 40); or steel hollow structural tubing, A 501. 3. Line posts shall be H-section, 4.10 lb per ft; 2 inch OD pipe, 3.65 4;1 6 2013 or 2 inch square, 3.65 lb per ft. 4. Terminal posts (end, corner, and pull) shall be 2-1/2 inch OD pipe, 5.7&_MHDOrrY per ft; or 2 %2 inch square, 5.59 lb per ft. 5. Gate posts (swing type gate) shall be 3" O.D. (9.1 lbs/ft). 6. Top rail shall be ASTM A 120, 1-5/8 inch OD steel pipe, 2.27 lb per ft. RECEIVED 01530.1 DGM WILVINGTON, NC NOV 0 1 2012 Rev 1.01 Rail couplings shall be sleeve type, 6 inches long. Corners shall be braced with the same pipe as the top rail, with 3/8 inch diameter steel rod truss and turnbuckle. 9. Post tops shall be malleable iron with pressed steel extension arm, or one- piece aluminum casting, with hole for top rail, designed to prevent entry of moisture into tubular posts. 10. Barbed wire shall be galvanized, ASTM A 121, Class 2 or aluminum coated with two 12-1/2 gauge steel wires with 4 point barbs. 11. Stretcher bars shall be steel, 3/16 inch by 3/4 inch, or the equivalent area. 12. Fabric ties shall be aluminum bands or wires. 13. Gate frames shall be steel pipe, ASTM A 120, 1-5/8 inch OD, 2.72 lb per ft, or steel hollow structural tubing, 2 inch square, 2.69 lb per ft. 14. Tension wire shall be galvanized or aluminum coated coil spring wire, 7 gauge. 15. Setting cement shall be four sack Portland cement with regular aggregate. B. Gates: Fourteen (14) foot double swing gates (with two 7 foot singlesswing gate sections) shall be furnished and installed. The gate shall be of the same height as the fence and have a barbed wire top to match the fence. The gate shall be hinged to swing 180 degrees from closed to open and shall be complete with frames, latches, stops, keepers, hinges, fabric, braces, padlocks, and three strands of barbed wire where required to match fence. Gates shall have intermediate members and diagonal truss rods as required for rigid construction and shall be free from sag or twist. Gates shall be fitted with vertical extension arms or shall have frame and members extended to cant' barbed wive. 2. Hinges shall be heavy pattern with large bearing surfaces and shall not twist or turn under the action of the gate. Latches shall be plunger bar type, full gate height, and arranged to engage the gate stop. Latches shall be arranged for padlocking with the padlock accessible from both sides of the gate. Stops shall consist of a roadway plate with anchor set in concrete and arranged to engage the plunger. Keepers shall consist of mechanical devices for securing and supporting the free end of the gate when in the full open position. 3. Gates shall be installed so that it cannot be removed without disassembly of the hardware. Hardware attachment bolts shall be peened so that removal will be difficult. C. Fence Installation: The installed fence shall conform to the alignment and grade. All posts shall be plumb and spaced no more than 10 ft. apart. When necessary the fence grade shall be adjusted to fit the ground contour by slipping the fence fabric links. On steep grades, the posts may be set normal to the slope provided transition sections are constructed. Gr&pd A®CkpQDirregularities shall be graded as required to maintain not more th inch clearance below the bottom of the fence fabric. IDCM-mri AN bfiJUKI RECEIVED DCM WILMINGTON, NC c>ry N 0 V 0 1 2012 Rev 1.01 1. Unless provided for otherwise, line posts shall be embedded not less than 30 in. into concrete foundation; terminal posts not less than 36 in; and gate posts not less than 42 inches. Set all posts in Class "B" concrete and crown top to shed water. 2. Top rails and bottom tension wires shall be installed before the fabric. Top rails shall be furnished in at least 18 foot lengths and shall be securely anchored at terminal and gate posts. Straight runs between braced posts shall not exceed 500 feet. A terminal post shall be provided at each change in slope. Fabric shall be attached to the top rail and bottom tension wire at 24 inch centers and to the line posts at 15 inch centers. Barbed wire shall be fastened to each extension arm by internal clips or external fabric ties. 4. Stretcher bars shall be provided at each gate, terminal, and pull post. Each stretcher bar shall be threaded through the fabric and anchored to the post at 15 inch centers by positive mechanical means. Each gate, terminal, and pull post shall be braced by a horizontal pipe brace and an adjustable truss extending to an adjacent line post. Corner posts shall be braced in both directions. 6. Fabric shall be stretched taut and anchored so that a pull of 150 pounds at the middle of a panel will not lift the bottom of the fabric more than 6 inches. 1.05 PAYMENT A. No separate payment shall be made for the fencing, gates and accessories installed under this contract. Cost shall be included under the facility for which it is to protect. RECEIVED JAN 16 2013 DCM•MHD CITY RECEIVED 01530.3 DCM WILMINGTON, NC Nov o 1 2012 �J THIS PAGE IS INTENTIONALLY LEFT BLANK Rev 1.04 SECTION 02140 DEWATERING PART 1 GENERAL 1.01 DEWATERING A. All ground water which may be found in the trenches and any water which may get into them from any cause whatsoever shall be pumped or bailed out so that the trench shall be dry during pipe laying period. No water shall be permitted to reach concrete until it has set sufficiently. All water pumped from the trenches shall be disposed of in compliance with the applicable local regulations of the appropriate governing body. The Contractor shall provide a minimum of two pumps for each trench opened in wet ground, one operating and one standby. The standby pump shall be of a size that will replace the largest operating pump. The Contractor shall be required to well point, pump, or provide other measures necessary to keep the trench dry. The Contractor shall provide and place all necessary flumes or other channels of adequate size to carry temporarily all streams, brooks, stormwater or other water which may flow along or across the lines of the pipe line. All flumes or channels thus utilized shall be tight so as to prevent leakage into the trenches. Water pumped from trenches shall be led to a natural watercourse in accordance with the plan. B. Payment: No separate payment will be made for Dewatering. All costs incurred by the contractor for this work should be included in the unit price or lump sum price for the item of work to which it pertains. When groundwater is present in the work area, maintain water level below pipe bedding. Contractor shall ensure that the ground water is below the bottom of the cut at all times to prevent washout from behind sheeting. Groundwater shall be managed at all times in strict conformance with Geotechnical Report when provided. RECEIVED JAN 16 2013 02140.1 DCM.MHD Crry RECEIVED DCM Inrn MiNGTON, NC NOV I 1 '1012 THIS PAGE IS INTENTIONALLY LEFT BLANK Rev 1.04 SECTION 02150 SHORING AND UNDERPINNING PART 1GENERAL 1.01 SHEETING AND SHORING 1.02 A. Where sheeting, shoring, bracing or trench boxes are used, they must be designed and sealed by a professional engineer licensed to practice in the State of North Carolina. Trenches shall, at all times, be properly and adequately sheeted and braced to prevent accidents, caving of the sides of the trench or prevent breaking of the ground outside of the lines of the trenches or prevent damage to buildings or other structures along the line of construction. Underground structures of all types shall be protected by the Contractor, who shall use all necessary shoring, bracing or other appliances for the protection of same. Care must be taken not to damage in any way water mains, water service pipes, drain pipes, sanitary or stormwater sewers, gas mains, oil mains, electric conduits or other structures encountered on the line of the work. Only shoring authorized by the Engineer and approved by the Engineer shall be left in place. When shoring is installed to extend below the invert of a pipe or underground structure, the shoring shall remain with the top edge four (4) feet below the finished grade. When shoring is installed that does not extend below the invert of the pipe or underground structure, the shoring shall be removed. In all cases the backfill and compaction shall be executed in conformance with the specifications. A. Underpinning shall be constructed of stone masonry laid in cement mortar at points where required. Walls to be underpinned shall be thoroughly braced with timber and underpinning constructed in alternate sections the length of which shall be determined by the Engineer. The existing material shall be excavated to a depth required and the masonry foundation wall carried up and bonded to the present foundation walls. Stone for under pinning shall be of good quality, hard, clean and of one or two -man size, not less than six (6) inches thick except such as are used for filling or closing. Each stone shall rest on its natural bed and have a solid bearing. They shall be laid in a bed of cement mortar mixed in the proportions of one part cement, and two parts of sand, and all joints shall be completely filled. The stone masonry shall be bonded so there are about twice as many stretchers as headers. New walls shall be thoroughly bonded to any existing foundation walls and the Contractor will be held responsible for any damage that may result to any building or structure underpinned. 02150.1 RECEIVED JAN 16 2013 DCM-MFM CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.04 B. Payment: No separate payment will be made for Shoring and Underpinning. All costs incurred by the contractor for this work should be included in the unit price or lump sum price for the item of work to which it pertains. RECEIVED JAN 16 2013 DCM-MHD CITY 02150.2 RECEIVED DCM WILMINGTON, NC Nov o 1 2012 Rev 1.02 SECTION 02220 EXCAVATING, GRADING, TRENCHING, & BACKF LLING 1.01 General: The contractor shall furnish all labor, equipment, supplies and materials, and perform all operation in connection with the excavations, grading and backfilling, including borrow for drainage structures, curb and gutter, sidewalks, driveways, pavements, slopes, storm drains, water and sanitary sewer lines, including all hauling, wetting, rolling and other operations pertaining thereto within the clearing limits, complete, in strict accordance with this section of the specifications and the applicable drawings, and subject to the terms and conditions of the contract. 1.02 Existing Conditions A. Every reasonable effort has been made to provide accurate information on existing site conditions. The Contractor should become familiar with the site and satisfy himself as to the scope of the work involved and the materials to be encountered. Any significant change in conditions should be immediately brought to the attention of the Owner's representative. 1.03 References A. ASTM C33 - Standard specification for concrete aggregates B. ANSI/ASTM C 136 - Sieve analysis of fine and coarse aggregates. C. ANSI/ASTM D698 - Tests for moisture -density relations of soils and soil - aggregate mixture using 5.5 lb (2.49 kg) rammer and 12 inch (305 mm) drop. D. ANSI/ASTM D 1556 - Density of soil in place by sand -cone method. E. ASTM D2487 - Classification of soils for engineering purposes. PART 2 PRODUCTS 2.01 Soils A. General: Use soils free of organic matter, refuse, rocks and lumps greater than 4 inches in diameter and other deleterious matter. Backfilling Materials: Suitable material, when used as backfill in paved areas, shall be capable of being compacted as specified in paragraph "Compaction and Testing" of this section of these specifications. a. Type 1 Material: Excavated material from the trench or materials from other sources which are free from large clods, roots or stones larger than 1 inch may be used as initial backfill in trenches (see Trench Details) RECEIVED JAN 16 7011 02 1DCU-MHDC" 1 RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.02 b. Type 2 Material: Excavated material from the trench or materials from other sources which are free from large clods, roots or stones larger than 8 inches may be used as final backfill in trenches (see Trench Details) B. Classification: For the purpose of this specification, soils to be used as fill material are grouped into five classes according to soil properties and characteristics. Class I - Angular, 6 to 40-mm (1/4 to 1-1/2 in.), graded stone, including a number of fill materials that have regional significance such as coral, slag, cinders, crushed stone, crushed gravel, and crushed shells. Class II - Coarse sands and gravels with maximum practical size of 44 min (1-1/2 in.), including variously graded sands and gravels containing small percentages of fines, generally granular and non -cohesive, either wet or dry. Soil Types GW, GP, SW, and SP are included in this class. Class III - Fine sand and clayey gravels, including fine sands, sand -clay mixtures, and gravel -clay mixtures. Soil Types GM, GC, SM, and SC are included in this class. Class IV - Silt, silty clays, and clays, including inorganic clays and silts of medium to high plasticity and liquid limits. Soil Types MH, ML, CH, and CL are included in this class. These materials are not recommended for bedding, haunching, or initial backfill. Class V - This class includes the organic soil, OL, OH, PT as well as soils containing frozen earth, debris, rocks, larger than 40 min (1-1/2 in.) in diameter, and other foreign materials. These materials are not recommended for bedding haunching or initial backfill. C. Topsoil: Natural, friable soil free of subsoil, stumps, rocks larger than 2 inches in diameter, weeds and other material detrimental to plant growth. D. Granular Fill: Granular fill under floor slabs shall be Class I material. E. Structural Fill: Fill material placed inside the line of the building foundation or slab shall be Class I or II. F. Fill Beneath Pavement: Fill material used beneath pavement and for road shoulders shall be Class II or III. G. General Fill: General fill material not otherwise specified shall be Class II or III. HRECEi4tnch Backfill: Material used for bedding, haunching and initial backfill shall be as specified hereinafter. BAN 16 2013 02220.2 RECEIVED DCMMADCny DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.02 2.02 Crushed Stone: Crushed stone shall be size no. 57, washed stone. If fines are insufficient, stone screenings shall be added to extent required to stabilize it in the trench. 2.03 Concrete: Concrete placed for cradles, thrust blocks, or encasement shall be Class B concrete as specified in Section 03300 Cast -in -Place Concrete. PART 3 EXECUTION 3.01 General A. Familiarization: Prior to commencement of the earthwork, become thoroughly familiar with the site, the site conditions, and all portions of the work specified in this Section. B. Approvals: Backfilling and grading operations near foundations, walls, pipes and other portions of the work to be covered shall not commence until the Owner's Representative has completed all required inspections, tests and approvals. Work covered prior to inspection shall be uncovered for inspection purposes and backfilled. 3.02 Surface Preparation A. Clearing: Areas designated for clearing and required for construction operations shall be cleared of trees, brush, structures and other materials. Trees which are to remain shall be protected during clearing operations and subsequent work. B. Grubbing: Roots, stumps and other materials shall be grubbed from the cleared areas to a depth of at least 18 inches. Tree stumps shall be grubbed in their entirety, including tap roots where applicable. C . Topsoil: Strip existing topsoil to a depth of 4 inches from areas to be excavated or graded. Stockpile the topsoil in a suitable area for use during final grading operations. Protect the topsoil from excessive erosion. D. Unsuitable Material: Remove sod, muck or other unsuitable material to firm subsoil in areas designated for filling or grading operations. E. Disposal: Trees, stumps, roots, rubbish, unsuitable soil or other material resulting from surface preparation shall be removed from the site by the Contractor and disposed of. 3.03 Excess Water Control A. General: Grade and maintain all are f NWR preclude surface runoff into y RECEIVED JAN 16 2013 DCM WILMINGTON, NC 02220.3 NOV 0 1 2012 DCM-MHD CrrV Rev 1.02 excavations and prevent ponding of water. B. Dewatering: Excavations should be kept free of surface water and/or groundwater. Provide and maintain at all times the necessary means and devices to prevent water from entering the excavations and for removing all water entering the excavations, at no additional cost to the owner. C. Softened Subgrade: Remove all soil softened or eroded by the presence of water and replace with suitable backfill material. 3.04 Excavation: Excavation shall be accomplished in accordance with the grades and lines as established by the Engineer and as required by the work to be performed. Excavation shall include the removal and replacement of all asphalt, concrete, curb, rock, earth, fences, trees (as directed by the Engineer), shrubs, and other materials as applicable. The contractor will exercise care to prevent undercutting lower than the required subgrades. All materials from excavation, considered as suitable by the Engineer, shall be used as fill wherever required, and the Contractor shall arrange his work so that this usage of excavated materials will be possible. Unsuitable and surplus materials from excavation, if any, shall be disposed of by the Contractor at this expense. All areas of the site shall be graded and maintained at all times to prevent surface runoff from draining into the excavations, and to prevent ponding of water therein. Excavated materials not required for topsoil, fill or backfill shall be removed from the site of the work by the Contractor, but none shall be deposited on private property without written consent of the property owner. A. Unsuitable Materials: Unsuitable materials encountered in an excavation shall be removed as directed by the Owner's representative, backfilled with suitable material and compacted. Unsuitable materials include organic soils, muck, soft and compressible silts and clays and running sands. B. Undercutting: Undercutting, unless authorized by the Engineer, shall be replaced and compacted, as specified in paragraph 3.06, at the Contractor's expense. If the material, after excavation to subgrade, is found to be soft, spongy or unfit for use as subgrade, such unsuitable material shall be removed to a depth as directed by the Engineer and the subgrade shall be brought to proper elevation by filling with suitable material from excavation or from an approved borrow site. C. Borrow: The Contractor will supply all borrow necessary and will provide all labor and equipment necessary to dig and haul such borrow. The placing of borrow shall be as provided for in the paragraph 3.06. 3.05 PREPARATION OF SUBGRADE RECEIVED A. General: Upon completion of site preparation and excavation, scarify to a depth BAN 16 2013 RECEIVED 02220.4 DCM WILMINGTON, NC DChf-MAD CTfY NOV 0 1 2012 Rev 1.02 of 12 inches and compact as specified. For areas to receive fill, the compacted subgrade shall be scarified to a depth of four inches prior to placing the fill. [ Xlr-� W I Aff-W IX4103! 6TXQ 11-CIRI A. When and where existing plans and grades require the use of fill to reach the required elevation, the Contractor shall deposit suitable material from previously excavated areas. Such material shall be free from debris, roots, trash, stones, or other harmful substances, and shall be spread in successive layers of loose material not more than 8 inches in depth. Each layer shall be spread uniformly by motor grader or other approved device and rolled with an approved tamping or three -wheeled power roller until thoroughly compacted to 90 percent of maximum density obtained at optimum moisture content, as determined by the A.A.S.H.T.O. Standard Method T-180. When any portion of the fill is constructed on an old road bed, the existing surfaces shall be scarified and manipulated as directed by the Engineer in order that, when compacted, it shall have a uniform density, as specified above. Fills shall be shaped and maintained at all times during their construction to prevent an accumulation of standing water in the event of rain. B. Moisture Conditioning: Moisten or aerate the subgrade and fill material as required to obtain proper compaction. C. Structural Fill: Compact the subgrade and fill to a minimum of 98 percent ASTM D698 (Standard Proctor) maximum density at optimum moisture content. D. Granular Fill: Place granular fill on compacted, unscarified fill or subgrade and compact to a minimum 100 percent ASTM D698, maximum density at optimum moisture content. E. Pavement Areas: Compact the subgrade and fill material beneath paved areas and shoulders to a minimum 100 percent ASTM D698 maximum density at optimum moisture content. F. Landscaped Areas: Compact the subgrade and fill to a minimum 98 percent ASTM D698 maximum density at optimum moisture content. Compact topsoil to 85 percent ASTM D698 maximum density at optimum moisture content. 3.07 Finish Grading A. General: Perform finish grading to the lines and grades shown on the drawings. Finished grades should be smooth and uniform and provide positive drainage. AECMVED i [DCM.MffDCrTY AN 16 2013 ozzzo.s RECEIVED DCM WILMINGTON, NC Nov 0 1 2012 Rev 1.02 3.08 { B. Tolerances: Rough Grade Plus or minus 0.1 foot 2. Finish Grade Plus or minus 0.1 foot C. Topsoil: The top 4 inches of soil in landscaped areas shall be topsoil. D. Protection: Protect areas which have been graded from equipment traffic. Trenching, Backfrlling and Compaction for Utility Systems A. General: Refer to specific utility sections in these specifications for installation requirements. Trench, backfill and compact as specified except as modified herein. B. Trenching: Trench widths at and below the top of the pipe shall be the minimum necessary for proper installation. Trench banks above the top of the pipe shall be as vertical as practicable. Overdepth excavation shall be backfilled with Class I material and compacted. The Contractor shall provide, at his expense and as directed by the Owner's representative, special bedding material or concrete encasement as may be necessary due to over -width excavation. C. Depth: Trench to the lines and grades shown on the drawings. Where elevations are not shown, trench to a depth sufficient to provide at least 36 inches of cover above the top of pipe, unless otherwise specified. Grade trenches to provide a constant slope free of sags and high spots. D. Dewatering: Keep trenches free of water. Include cost of dewatering in unit price bid for pipe. No additional payment for this item is permitted. E. Trench Bracing: Properly brace, sheet and support trench walls as soil conditions indicate and in strict conformance with all pertinent laws and OSHA regulations. Provide adequate bracing and shoring to protect adjacent improvements. Contractor shall provide certification for all premanufactured trench bracing devices prior to any excavation activities. F. Bedding, Haunching and Initial Backfill: Tamp to provide firm, even bedding. Excavate bedding material to match the shape of the bottom of the pipe and bell, as detailed in the drawings. Place haunching material so as to provide full bearing around the bottom of the pipe. Place bedding haunching and initial backfill as specified below. G. Pipe Bedding: RECEIVED I. P.V.C. Gravity Main - Provide six (6) inches of Class I bedding material compacted to 98 percent ASTM D698 density. Haunching material shall JAN 16 2013 DCM-MHD CITY 02220.6 RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.02 be Class I material compacted to 98 percent ASTM D698 density. Haunching of pipe from invert to springline shall be by hand placement to ensure material is worked under Haunch. Initial backfill shall be Class I to top of pipe (washed 157 stone preferred). 2. D.L.P. and C900/905 PVC Gravity Main - Provide six (6) inches of Class I bedding material compacted to 98 percent ASTM D698 density. Haunching material shall be Class I material compacted to 98 percent ASTM D698 density. Haunching of pipe from invert to springline shall be by hand placement to ensure material is worked under Haunch. Initial backfill shall be Class I to springline of pipe Class I, II or III material to top of pipe. 3. Pressure Main P.V.C. or D.I.P. - Provide six (6) inches of Class I or II bedding material compacted to 98 percent ASTM D698 density. Haunching material shall be Class I or II material compacted to 98 percent ASTM D698 density. Haunching of pipe from invert to springline shall be by hand placement to ensure material is worked under Haunch. Initial backfill shall be Class I or Class II to top of pipe Class I, II or III material from top of pipe to 6-inches above pipe. 4. Service Pipe (Schedule 40) - Provide six (6) inches of Class I or II bedding material compacted to 98 percent ASTM D698 density. Haunching material shall be Class I or II material compacted to 98 percent ASTM D698 density. Haunching of pipe from invert to springline shall be by hand placement to ensure material is worked under Haunch. Initial backfill shall be Class I or II to top of pipe. H. Backfill: Backfill the remainder of the trench in accordance with paragraphs 2.01 and 3.06 of this section. Backfill from embedment zone to surface grade may be by hand of mechanical placement. Trench backfill shall be compacted in 8-inch lifts. I. Foundation: Foundation shall be required in wet, yielding and mucky locations. Foundation shall be constructed by removal of wet, yielding or mucky material and its replacement with sufficient Class I material to correct the instability. In areas where foundation is required bedding shall be class I only. Backfilling in Traffic Areas (Highways, paved streets, paved parking lots, alleys, driveways, highway and street shoulders) Initial Backfilling of Pipe (Ordinary Bedding for DIP Pipe) a. After preparing the trench for ordinary bedding as described under paragraph 3.08G of this section, this portion of the pipe trench shall be backfilled with suitable materials y�r and around the pipe, carefully deposited in unifo layers on both JAN 16 2013 02220.7 DCM-MHD CITY Rev 1.02 sides of pipe and compacted by hand or pneumatic tampers until backfill reaches one (1) foot above top of pipe. The depth of backfill layers shall be six (6) inches maximum. Each layer of material shall be compacted to a dry density 95 percent of the maximum determined by the Standard Proctor Compaction Test. b. When crushed stone or concrete encasement is used, the initial backfill of suitable materials will not be required. C. The tampers shall be of proper sized to operate between trench wall and pipe without damaging the pipe. 2. Initial Backfilling of Pipe (Crusted Stone Encasement for PVC pipe, DIP in unstable or wet conditions, or crushed stone encasement) a. This portion of the pipe trench shall be backfilled with crushed stone to provide crusted stone encasement. b. When concrete cradle is used, the initial backfill will start at the top of the concrete and then continue as specified above. C. When concrete encasement is used, the initial backfill of crushed stone will not be required. 3. Backfilling Trench to Subgrade After Initial Backfilling (Suitable Materials) a. After initial backfilling has been compacted as specified above, backfill the remainder of the trench in compacted layers not to exceed twelve (12) inches using a mechanical tamper up to the bottom elevation of the pavement structure with suitable materials (Type 2) to be a dry density 95 percent of the maximum determined by the Modified Proctor Compaction Test. 3.09 FIELD QUALITY CONTROL A. Field inspection, sampling and testing will be performed per owner's instructions. B. An independent soils engineering and testing laboratory shall perform sufficient tests and inspection procedures, to the satisfaction of the Engineer, both in the field and lab to ensure that the provisions of this specification are met. The testing shall be paid by the Contractor. The testing lab shall be approved by the Engineer. After testing is completed and reports are provided, all subgrades below the aCEIVELpaving will be examined by the Engineer before any paving is authorized. JAN 16 2013 RECEIVED 02220.8 DCM WILMINGTON, NC DC!4f-mum CITY N O V 0 1 2012 Rev 1.02 The responsibility of the soils engineering and testing laboratory is to the Engineer, to whom that firm must promptly, faithfully and accurately report the results of its tests and inspections. The firm must, in addition, work in coordination with the Contractor, making all tests required. The reports must state whether or not the reported results comply with contract requirements. The testing and control firm shall promptly type and deliver all its reports to the Engineer with a copy to the Contractor. PART PAYMENT 4.01 PAYMENT No separate payment will be made for Excavating, Grading, Trenching and Backfilling. All costs incurred by the contractor for this work should be included in the unit price or lump sum price for the item of work to which it pertains. RECEIVED JAN 1 6 2013 RECEIVED DCM WILMINGTON, NC `m-mmcTti' NOV 0 1 2012 THIS PAGE IS INTENTIONALLY LEFT BLANK n RECEIVED i ~ JAN 16 2013 DCM-MHD CITY Rev 1.01 SECTION 02300 BORING, JACKING & TUNNELING 1.01 Tunneling Under Trees, Curbs, Etc: In certain areas where specific trees, curbs, etc., are designated to be saved, excavation may be made by alternate sections of open cut and wedge tunnel. Backfilling of the tunnel section shall be by the use of mechanical tampers, starting at the wedge and working progressively away from the wedge. If the wedge tunnel method is deemed unfeasible, an alternate method of tunneling shall be designed and submitted by the Contractor. - RECEIVED g JAN 16 2013 0 0.1 DCM-MHD CPY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 THIS PAGE IS INTENTIONALLY LEFT BLANK Rev 1.04 Section 02301 Boring and Jacking 1.01 Scope A. Pipelines included under these specifications are those installed to carry water or sewage either under pressure or by gravity flow. 1.02 General Requirements A. Pipelines under roadways or as specified elsewhere shall be encased in a larger pipe or conduit called the casing pipe. Casing pipes shall be installed at the locations indicated on the plans and shall be installed by boring or jacking, if practicable. Pipelines shall be located, where practicable, to roadways at approximately right angles thereto but preferably at not less than 45 degrees, and shall not be placed within culverts nor under bridges where there is likelihood of restricting the area required for the purposes for which the bridges or culverts were built, or of endangering the foundations. Any replacement of a carrier pipe shall be considered a new installation, subject to the requirements of these specifications. Where laws or orders of public authority prescribe a higher degree of protection than specified herein, then the higher degree of protection so prescribed shall supersede the applicable portions. Pipelines and casing pipe shall be suitably insulated from underground conduits carrying electric wires. 1.03 Carrier Pipe A. Carrier line pipe and joints shall be of accepted material and construction as approved by the engineer. Joints for carrier line pipe operating under pressure shall be mechanical or welded type. The pipe shall be laid with sufficient slack so that it is not in tension. 1.04 Casing Pipe A. Casing pipe and joints shall be of leak proof construction. The inside diameter of the casing pipe shall be as shown on the plans. It shall, in all cases, be great enough to allow the carrier pipe to be removed subsequently without disturbing the casing pipe or roadbed. RECEIVED JAN 16 2013 oz .1 DCM-MHD CITY RECEIVED DCM WUA1N1rT0N, NC NOV 0 1 2012 Rev 1.04 Table 1.04 Minimum Wall Thickness for Steel Casing Pipe Nominal Nominal Thickness Diameter Inches Inches 0.188 Under 14 0.250 14" - 28" 0.312 30" 0.375 Over 32" - 36" 0.500 Over 36" unless otherwise permitted by NCDOT When casing is installed without benefit of a protective coating, and said casing is not cathodically protected, the wall thickness shown above shall be increased to the nearest standard size, which is a minimum of 0.063 inches greater than the thickness shown except for diameters under 12 3/4 inches. 1.04.1 Steel Pipe A. Steel pipe shall have a minimum yield strength of 35,000 psi, and shall be spiral -welded steel pipe, uncoated, as manufactured by Armco Steel Corporation, or equal. 1.04.2 Length of Pipe A. Casing pipe under roadways shall extend from the centerline of ditch on one side of the roadway to the centerline of ditch on the other side of the roadway or as directed by the engineer. In no case shall the casing extend less than 5 feet beyond the pavement edge, measured at right angles to the centerline of the road. 1.05 Construction A. Casing pipe shall be so constructed as to prevent leakage of any substance from the casing throughout its length. Casing shall be so installed as to prevent the formation of a waterway under the roadway with an even bearing throughout its length, and shall slope to one end (except for longitudinal occupancy). Ends of casing pipe shall be sealed by using brick and mortar. Where casing and/or carrier pipe is cathodically protected, the engineer shall be notified and suitable test made to ensure that other structures and facilities are adequately protected from the cathodic current in accordance with the recommendations of current Reports of Correlating Committee on Cathodic Protection, published by the National Association of Corrosion Engineers. RECEIVED RECEIVED JAN 16 2013 DCM WILMINGTON, NC 02301.2 NOV 0 1 2012 DCM-MHD CITY Rev 1.04 1.05.1 Method of Installation A. Bored or jacked installations shall have a bored hole diameter essentially the same as the outside diameter of the pipe. If voids develop causing the bored hole diameter to be greater than the outside diameter of the pipe by more than approximately 1 inch, remedial measures as approved by the Engineer shall be taken. Boring operations shall not be stopped if such stoppage would be detrimental to the roadway. B. Not less than 10 days prior to commencing any boring and jacking, the Contractor shall submit a "Boring and Jacking Plan" to the Engineer for review, outlining in detail his proposed methodology for accomplishing all boring and jacking. The plan shall include, but not be limited to, location and angle, type and size of equipment and materials to be used on each bore, estimated time of completion, etc. 1.05.2 Depth of Installation A. Casing pipe under roadways shall be installed to the depth indicated on the plans for sewer and a minimum of 3' cover for waterlines. 1.05.3 Valves/Manholes A. Accessible valves/manholes shall be installed within effective distances as shown on the plans, each side of the roadway. 1.06 Execution of Work A. The execution of the work on all roadways shall be subject to the inspection and direction of the Engineer. 1.07 Measurement A. All casing pipe shall be measured from the exact beginning of the casing pipe to the end of the line. 1.08 Payment A. Payment for pipe casing will be made at the contract unit price per linear foot for the various types and sizes of casings, which price shall be full compensation for all materials, excavation of bore pit, backfill, required bonds, etc., complete in place, as specified, to the satisfaction of the Engineer. . RECEWED BAN 16 2013 02301. DCM MHD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 THIS PACE IS INTENTIONALLY LEFT BLANK Rev 1.01 SECTION 02365 DIRECTIONAL DRILLING PART 1 GENERAL 1.01 Description A. General 1. Contractor shall furnish all labor, materials, equipment and incidentals required to perform the successful installation of wastewater mains and/or potable water mains at locations shown on the plans by using horizontal directional drilling methods. 2. Pipeline shall be complete with all accessories and shall have passed all required testing. 3. The Contractor shall have made all inspections of the area(s) within the vicinity of the project and the immediate area of the work and become thoroughly familiar with the natural and manmade features encompassed about the project. 1.02 QUALITY ASSURANCE A. Requirements 1. The Contractor shall be prequalified and approved by the owner. The Contractor must furnish references able to attest to the contractor's capabilities in accordance with the prequalification process. 2. Requirements of Regulatory Agencies: a. Comply with North Carolina OSHA Standards, Underwriter Laboratories and all other authorities having jurisdiction. B. Reference Standards 1. Comply with applicable provisions and recommendation of the following, except as otherwise shown or specified. a. ASTM D-1248 and D-3350 b. AWWA C901 or C906 C. NSF 61 d. ASTM D2683 or D3261 RECENED AN 16 2013 IIDCU-MHD 02365.1 Crry Rev 1.01 1.03 SUBMITTALS A. Shop Drawings on Pipe Material B. Manufacturer's Installation Manual C. Certificates: Submit certificates of compliance with referenced standards, where requested by the Engineer. D. Field installation drawings indicating layout and depth of bored pipe. E. Record Drawings: During progress of the work, keep an up to date set of drawings showing field and shop drawing modifications. The drawings shall show all piping on plans and in sections, with all reference dimensions and elevations required for complete record drawings of the piping systems. F. Erosion control plan for the drilling mud pit work area. G. Written verification of required pressure testing. H. Work Plan: Prior to beginning work, the Contractor must submit to the Engineer a work plan detailing the procedure and schedule to be used to execute the project. The work plan should include a description of all equipment to be used, down -hole tools, a list of personnel and their qualifications and experience (including back-up personnel in the event that an individual is unavailable), list of subcontractors, a schedule of work activity, a safety plan (including MSDS of any potentially hazardous substances to be used), traffic control plan (if applicable), an environmental protection plan and contingency plans for possible problems. Work plan should be comprehensive, realistic, and based on actual working conditions for this particular project. Plan should document the thoughtful planning required to successfully complete the project. Equipment: Contractor will submit specifications on directional drilling equipment to be used to ensure that the equipment will be adequate to complete the project. Equipment shall include but not be limited to: drilling rig, mud system, mud motors (if applicable), down -hole tools, guidance system, rig safety systems. Calibration records for guidance equipment shall be included. Specifications for any drilling fluid additives that Contractor intends to use or might use will be submitted. Specifications on material to be used shall be submitted to Engineer. Material shall include the pipe, fittings, and any other item which is to be an installed component of the project. 2. Guidance System: A Magnetic Guidance System (MGS) probe or proven gyroscopic probe and interface shall be used to provide a continuous and nabcurate determination of the location of the drill head during the drilling JAN 16 2013 RECEIVED 02365.2 DCM WILMINGTON, NC DCM-mmcrfy NOV o 1 2012 Rev 1.01 operation. The guidance shall be capable of tracking at all depths up to 50 feet and in any soil condition, including hard rock. It shall enable the driller to guide the drill head by providing immediate information on the tool face, azimuth (horizontal direction) and inclination (vertical direction). The guidance system shall be accurate up to +/- 2% of the vertical depth of the borehole at sending position at depths up to 40 feet and accurate within 1.5 meters horizontally. PART2 PRODUCTS 2.01 MATERIALS A. Material shall be high -density polyethylene, extra high molecular -weight, PE3408 pressure rated 200 psi, DR 9 manufactured by Plexco or equal. B. Pipe shall be heat fusion welded. C. Mechanical finings shall be authorized by the manufacturer for use on polyethylene pipe. 2.02 TESTING A. Pipe shall be pressure tested and leak tested in accordance with Section 02732 Force Main or Section 02660 Water Distribution System. B. Owner's representative shall be available during the testing. 2.03 STORAGE AND HANDLING A. Handle all pipe and accessories carefully with approved handling devices. Do not drop or roll pipe off trucks. Do not otherwise drop, roll or skid pipe. Materials cracked, gouged, chipped, dented or otherwise damaged will not be approved. B. Pipe and appurtenances shall be unloaded opposite to or as close to the place where they are to be laid as is practical to avoid unnecessary handling. Interiors shall be kept completely free from dirt and foreign matter. C. Contractor shall be responsible for the proper support of the piping to ensure that the pipe is not over stressed or damaged. RECEIVED JAN 16 2013 0 5.3 DCM--MAD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.01 PART 3 EXECUTION 3.01 INSTALLATION shall be per manufacturer installation manual A. General The work shall be performed by the Directional Drill Technique. Specific details of installation techniques are the responsibility of the contractor. The CFPUA, in no way, will dictate to the contractor, techniques, means or methods to be used in installation of the directional drill pipe other than that pipe must be installed in accordance to the manufacturer specifications. In general, the work will proceed as follows: a. Drill a pilot hole from one side of the crossing to the other. The pilot hole follows the design centerline of the pipe with the path recorded and controlled using a specially designed instrument package situated behind the drill bit. b. A washover pipe is rotated over the pilot drill string behind the pilot drill bit and exits with the drill bit on the other side of the crossing. c. The drill bit and drill string is withdrawn back through the washover pipe, leaving the washover pipe in place. d. A series of tools are connected between the end of the washover pipe and the wastewater main and/or water main. The drilled hole is widened to its final diameter with the appropriate tool, head or cutter. Smooth the wall of the bore and direct bentonite to aid in the boring operation. A swivel is installed between the tool, head or cutter and the wastewater main and/or water main to ensure that no torque is transmitted to the pipe main. e. After the tools are connected between the was hover pipe and wastewater force main and/or water main, the drill rig will rotate and pull the was hover pipe along the drilled path, with the pipe following slowly behind. f. After the pipe is in place, it shall be pressure and leak tested. g. Locator wire: A 10 gauge insulated copper wire shall run continuously and shall be taped securely to the forcemain. The locator wire shall be accessible above ground at one thousand feet (1,000) intervals and shall be protected by a metal cleanout box or cathodic test station. B. Drill Path Geometry 1. Contractor is responsible for horizontal and vertical alignment of the pilot drill and final installed pipe. The pilot drill should conform to the pipeline alignment as shown on the contract drawings. Contractor shall submit all RECEIVED RECEIVED r'JAN 16 2013 02365.4 DCM WILMINGTON, NC NOV 0 1 2012 DCM MHD Crry Rev 1.01 proposed changes to the vertical alignment shown on the drawings to the Engineer for approval prior to commencing work. Under no circumstances shall installed pipe be at a higher elevation than that shown on the drawings or vary by more than 2 %2 feet from the horizontal alignment shown on the drawings. 2. The accuracy of the drill exit point shall be within a 2 Moot horizontal radius of the design exit point. 3. Entry and exit points shall be located as shown on the contract drawings. 4. Contractor shall map to scale the location of each pilot drill string joint to a minimum horizontal and vertical scale of 1 inch equals 20 feet. The map shall be furnished to the owner. 5. Should the contractor exceed the limits described above, a new pilot drill shall be performed at the expense of the contractor and at no cost to the owner. Contractor may elect to alter the horizontal geometry of the drilling, subject to right-of-way restraints. However, payment limits are based upon stations given in the bid form, and payment for directional drilling will be limited to the prices bid therein. 6. If requested by the owner, contractor shall provide full explanation of details regarding any technical means, methods or equipment necessary to accomplish the work described herein. C. Job Conditions 1. Existing Utilities: The contractor shall be responsible to field locate existing underground utilities in the areas of work. a. Should uncharted or incorrectly charted piping or utilities be encountered during the work, consult piping or utility owner and engineer immediately for instructions. Cooperate with owner and utility companies in keeping respective services and facilities in operation. Repair damaged utilities to satisfaction of utility owner. b. Do not interrupt existing utilities serving facilities occupied and used by owner or others, except when permitted in writing by engineer and then only after acceptable temporary utility services have been provided. c. Coordinate with utility companies for shut-off of services, if required, and the lines are active. . RECEIVED t1DCM-MHD AN 16 2013 02365.5 CITY 4. Rev 1.01 2. Use of Explosives: Do not bring explosives onto site or use in the work. Use of explosive materials is specifically prohibited. 3. Dust Control: Contractor shall conduct all of his operations and maintain to area of his activities, including sweeping and sprinkling of roadways, so as to minimize creation and dispersion of dust. D. Installation Specialist Contractor shall provide the full time services of a competent installation specialist during the directional drilling to assist in technical matters relating to the work. He shall advise the contractor on matters to include but not limited to drilling, pipe support, mapping of the pipe location, quality assurance of the work, safety or other items as necessary. Installation specialist may be the contractor's superintendent. E. Completion of Work 1. Interior of all pipe and fittings shall be inspected and all dirt, gravel, sand, debris, or other foreign material shall be completely removed from pipe interior. A bulkhead shall be attached to the end of the pipe prior to attaching the swivel and barrel reamer to ensure inside of pipe remains clear during pullback operation. 2. Install all pipe accurately to line and grade shown unless otherwise approved by Engineer. 3. Any time that pipe work is not actively in progress the open ends of pipe shall be closed by a watertight cap. 4. Field cutting pipe, where required, shall be made with a machine specially designed for cutting piping. Cuts shall be carefully done, without damage to pipe, so as to leave a smooth end at right angles to the axis of pipe. Cut ends shall be tapered and sharp edges filed off smooth. 5. At completion of installing pipe, contractor shall install transition fitting to force main or water main material, then cap with watertight cap or plug. 6. At completion of installing pipe, Contractor shall furnish drill log indicating placement of pipe as installed. The entire drill path shall be accurately surveyed with entry and exit stakes placed in the appropriate locations within areas indicated on drawings. If Contractor is using a magnetic guidance system, drill path will be surveyed for any surface geomagnetic variations or anomalies. RECEMED RECEIVED JAN 16 2013 DCM WILMINGTON, NC 02365.E NOV 0 1 2012 DCM-MHDCrrY Rev 1.01 3.02 ENVIRONMENTAL CONTROLS A. Disposal Site The drilling mud cannot be disposed of on the project site. 2. Off -site disposal of the drilling mud is the contractor's responsibility. 3. Contractor shall comply with all applicable laws and regulations regarding the transport and off -site disposal of the drilling mud and all excess excavated materials. 4. All costs for proper transport and disposal of drilling mud and all excess excavated materials shall be included in the price bid for the work. All operations involving drilling mud shall be controlled and monitored by the contractor to ensure containment. The contractor shall establish bermed or sandbagged pits of sufficient sizes to accommodate the volume of drilling mud anticipated plus a two foot freeboard. The bermed areas shall be maintained and designed by the contractor to ensure containment and prevent loss of drilling mud. 2. Transportation of the disposal materials off -site by public roads shall meet all North Carolina Department of Transportation requirements. Transportation of materials by barge or scow shall be in accordance with the Corps of Engineers and U.S. Coast Guard requirements. No bottom open vessels shall be allowed. RECENED JAN 16 )"13 02365.7 DCM_Mun 'fry RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 THIS PAGE IS INTENTIONALLY LEFT BLANK RECEIVED JAN 16 2013 DCM-%McnY SECTION 02374-EROSION CONTROLS PART 1 GENERAL 1.1 SUMMARY A. Section Includes installing, maintaining and removing: 1. Silt Fence. 2. Temporary Construction Entrances. 3. Diversion Channels. 4. Sediment Traps. 5. Rip Rap. 6. Stone Check Dams. 7. Inlet Protection. 8. Site Stabilization. B. Related Sections: 1. Section 3123 16 — Excavation, Grading, Trenching, and Backfilling. 1.2 REFERENCES A. American Association of State Highway and Transportation Officials: 1. AASHTO T180 - Standard Specification for Moisture -Density Relations of Soils Using a 4.54-kg (I0-pound)rammer and a 457-min (I8-inch)drop. B. ASTM International: 1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft' (600 kN-m/m')). 2. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (6,000 ft-lbf/ft (2,700 kN-m/m')). 3. ASTM D6938 — Standard Test Method for In -Place Density and Water Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth). C. NCDOT Standard Specifications: Standard Specifications for Roads and Structures, July 2006, published by the North Carolina Department of Transportation. 1.3 SUBMITTALS A. Section 01 33 00 - Submittal Procedures: Requirements for submittals. B. Product Data: Submit data on geotextile, posts, woven wire, concrete mix design, and pipe. RECEIVED Cape Fear Public Utility Authority EROSION CONTROLS Masonboro Sound Water and Sewer Authority ° JA N 16 ? 013 R E-0� rV E D WKD Project Number: 10056.04. WL dCM WILMINGTON, NC DCM-MHD crry N O V 0 1 2012 C. Manufacturer's Certificate: Certify products and aggregates meet or exceed specified requirements. D. Closeout Submittals: Section 01 70 00 - Execution and Closeout Requirements: Requirements for submittals. 1.4 QUALITY ASSURANCE A. Perform Work in accordance with Division 16 of NCDOT Standard Specifications. B. Maintain one copy of document on site. 1.5 PRE -INSTALLATION MEETINGS A. Section 0130 00 - Administrative Requirements: Pre -installation meeting. B. Convene minimum one week prior to commencing work of this Section. PART 2 PRODUCTS 2.1 GEOTEXTILE MATERIALS A. Engineering Fabric Materials: Non -biodegradable conforming to Section 1056 of NCDOT Standard Specifications: 1. Silt Fence: Type 3, Class A or B Engineering Fabric. 2. Under Rip Rap or Construction Entrances: Type 2 Engineering Fabric. 2.2 STONE, AGGREGATE, AND SOIL MATERIALS A. Stone for Sediment Trap and Check Dam: Class B erosion control stone conforming to Section 1042 of the NCDOT Standard Specifications. Minimum size 5 inches, midrange size 8 inches, and maximum size 12 inches equally distributed. B. Stone for Rip Rap: Class 1 erosion control stone conforming to Section 1042 of the NCDOT Standard Specifications. Minimum size 5 inches, midrange size 10 inches, and maximum size 17 inches equally distributed. C. Washed Stone: Coarse aggregate, Gradation No. 57 conforming to Section 1005 and 1006 of the NCDOT Standard Specifications. D. Aggregate for Construction Entrance: Coarse aggregate, Gradation No. 4 or larger with maximum size of 3 inch, conforming to Sections 1005 and 1006 of the NCDOT Specifications. RECEIVED Public Utility Authority ERf FIENCE E p oµm V ,r,�t56.04. Authority DCM VVILR�t 6N, NC I# b�Gl4J ��SSbb056.04.WL NOV 0 1 2012 r PIS 414� E. Soil Fill: Clean natural soil with a plasticity index of 15 or less that is free of clay, rock, or gravel lumps larger than 2 inches in any dimension; debris; waste; frozen material; and any other deleterious material that might cause settlement. Suitable material excavated from the site may be used as soil fill under optimum moisture conditions. 2.3 PLANTING MATERIALS A. General: Conform to North Carolina Board of Agriculture rules and regulations as specified in Section 1060 of NCDOT Standard Specifications for seed, agricultural ground limestone, fertilizers, and mulch. B. Temporary Seed Mixture: 1. Late winter and early spring: Rye and Annual Lespedeza (Kobe) 2. Summer: German Millet. 3. Fall: Rye. C. Fertilizer: Commercial grade; recommended for grass. D. Lime: ASTM C602, Class O agricultural ground limestone containing a minimum 80 percent calcium carbonate equivalent. E. Mulch: Oat or wheat straw, free from weeds, foreign matter detrimental to plant life, and dry. Hay or chopped cornstalks are not acceptable. 2.4 CONCRETE A. Concrete: Class B concrete conforming to Section 1000 of the NCDOT Standard Specifications. 1. Compressive strength of 2,500 psi at 28 days. 2. Air entrained. 3. Water cement ratio of 0.488 with rounded aggregate and 0.567 with angular aggregate. 4. Maximum slump of 2.5 inches for vibrated concrete and 4 inches for non - vibrated concrete. 5. Minimum cement content of 508 lbs per cubic yard for vibrated and 545 lbs per cubic yard for non -vibrated concrete. 2.5 PIPE MATERIALS A. Pipe: Corrugated steel pipe and fittings conforming to Sections 1032-3 of NCDOT Standard Specifications. RECEIVED Cape Fear Public Utility Authority JA N 1 6 2 3 EROSION CONTROLS Masonboro Sound Water and Sewer Authority 02374'- 3n WKD Project Number: 10056.04. WL DCM-MHD crTv 2.6 A. Posts for Silt Fence and Inlet Protection: Steel posts 5 feet long, 1-3/8 inches wide, minimum weight 1.25 lbs/ft. conforming to Section 1605 of NCDOT Standard Specifications. B. Woven Wire Fence for Silt Fence: Minimum 32 inches high, minimum 5 horizontal wires, vertical wires spaced 12 inches apart, minimum 10 gage top and bottom wires, and minimum 12-1/2 gage; all other wires conforming to Section 1605 of NCDOT Standard Specifications. C. Attachment Devices for Silt Fence: No. 9 staple, minimum 1-1/2 inches long, or other approved attachment devices. D. Hardware Cloth for Inlet Protection: 24 gage, 1/4-inch mesh opening hardware cloth. E. Trash Rack for Pipe Riser: Cone shaped with #4 bars welded at each intersection of bars and sized to fit pipe riser. Conform to Section 1637 of NCDOT Standard Specifications. 2.7 SOURCE QUALITY CONTROL (AND TESTS) A. Section 0140 00 - Quality Requirements: Testing, inspection, and analysis requirements. B. Perform tests on cement, aggregates, and mixes to ensure conformance with specified requirements. C. Make rock available for inspection at producer's quarry prior to shipment. Notify Architect/Engineer at least seven days before inspection is allowed. D. Allow witnessing of inspections and tests at manufacturer's test facility. Notify Architect/Engineer at least seven days before inspections and tests are scheduled. PART 3 EXECUTION 3.1 EXAMINATION A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before starting work. B. Verify compacted subgrade is acceptable and ready to support devices and imposed loads. C. Verify gradients and elevations of base or foundation for other work are correct. RECEIVED JAN 16 2013 CegWility Authority Masonboro Sound Water and Sewer Authority WKD Project Number: 10056.04.WL ER?Tff j1t 4D DCM WILMINGTON, NC NOV 0 1 2012 3.2 SILT FENCE A. Install in accordance with Section 1605 of NCDOT Standard Specifications at locations shown on Drawings. B. Use wire fence with Class A fabric. C. Class B fabric may be used without woven wire backing subject to the following: 1. Fabric is approved by Architect/Engineer. 2. Maximum post spacing is 6 feet. 3. Posts are inclined toward runoff source not more than 20 degrees from vertical. 3.3 TEMPORARY CONSTRUCTION ENTRANCES A. Excavate and compact subgrade as specified in Section 31 23 16. B. Install construction entrances to the dimensions and locations as shown on Drawings. Minimum thickness is 6 inches. C. Mound aggregate near intersection with public road to prevent site runoff entering road. D. Periodically dress entrances with 2-inch thick course aggregate when aggregate becomes clogged with soil. 3.4 DIVERSION CHANNELS A. Excavate channel as specified in Section 3123 16. B. Windrow excavated material on low side of channel. C. Compact to 95 percent maximum density. D. On entire channel area, apply soil supplements and sow seed as specified in Section 32 92 19. E. Mulch seeded areas with hay as specified in Section 32 92 19. 3.5 SEDIMENT TRAPS A. Clear site as specified in Section 3100 00. B. Construct trap by excavating and forming embankments as specified in Section 3123 16. C. Place coarse aggregate or rock at outlet as indicated on Drawings. D. Place geotextile fabric as specified for rock lining. RECENED Cape Fear Public Utility Authority EROSION CONTROLS Masonboro Sound Water and Sewer Authority 02374.5/7 WxDProject Number: 10056.04.WL IJAN 16 2013 DCM-M1ID CITY 3.6 3.7 3.8 E. On entire sediment trap area, apply soil supplements and sow seed as specified in Section 32 92 19. F. Mulch seeded areas with hay as specified in Section 32 92 19. G. Clean trap of accumulated sediment when directed but no less than when trap is half full of sediment. ROCK LINING (RIP RAP) A. Excavate to depth of rock lining as indicated on Drawings or nominal placement thickness as follows. Remove loose, unsuitable material below bottom of rock lining and replace with suitable material. Thoroughly compact and finish entire foundation area to firm, even surface. B. Lay and overlay geotextile fabric over substrate. Lay fabric parallel to flow from upstream to downstream. Overlap edges upstream over downstream and upslope over downslope. Provide a minimum overlap of 3 feet. Offset adjacent roll ends a minimum of 5 feet when lapped. Cover fabric as soon as possible and in no case leave fabric exposed more than 4 weeks. C. Carefully place rock on geotextile fabric to produce an even distribution of pieces with minimum of voids and without tearing geotextile. D. Unless indicated otherwise, place full course thickness in one operation to prevent segregation and avoid displacement of underlying material. Arrange individual rocks for uniform distribution. STONE CHECK DAM A. Determine length required for ditch or depression slope and excavate, backfill, and compact foundation area to firm, even surface. B. Place Class B erosion control stone in an even distribution of rock pieces with minimum voids to the indicated shape, height, and slope. C. Construct washed stone filter blanket against upstream face of stone heck dam to the thickness indicated on Drawings. INLET PROTECTION A. Install four posts around drainage structure and attach hardware cloth as indicated on Drawings. B. Place Class B erosion control stone at base of fabric and mound at approximately 2:1. 1FEIVEII'Iace washed stone filter blanket on upstream side(s). JAN 16 2013 Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Authority WKLWAJaiLrMC j! 10056.04.WL NOV 0 1 2012 3.9 SITE STABILIZATION A. Incorporate erosion control devices indicated on the Drawings into the Project at the earliest practicable time. B. Construct, stabilize, and activate erosion controls before site disturbance within tributary areas of those controls. C. Stockpile and waste pile heights shall not exceed 35 feet. Slope stockpile sides at 2:1 or flatter. D. Stabilize any disturbed area of affected erosion control devices on which activity has ceased and which will remain exposed for more than 20 days. 1. During non -germinating periods, apply mulch at recommended rates. 2. Stabilize disturbed areas which are not at finished grade and which will be disturbed within one year in accordance with Section 32 92 19 at 75 percent of permanent application rate with no topsoil. 3. Stabilize disturbed areas which are either at finished grade or will not be disturbed within one year in accordance with Section 32 92 19 permanent seeding specifications. E. Stabilize diversion channels, sediment traps, and stockpiles immediately. 3.10 FIELD QUALITY CONTROL A. Section 0140 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing. B. Inspect erosion control devices on a weekly basis and after each runoff event. Make necessary repairs to ensure erosion and sediment controls are in good working order. 3.11 CLEANING A. Section 0170 00 - Execution and Closeout Requirements: Requirements for cleaning. B. When sediment accumulation in sedimentation structures has reached a point one-half depth of sediment structure or device, remove and dispose of sediment. C. Do not damage structure or device during cleaning operations. D. Do not permit sediment to erode into construction or site areas or natural waterways. E. Clean channels when depth of sediment reaches approximately one-half channel depth. Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Authority WKD Project Number: 10056.04.WL END OF SECTION RECENED JAN 16 2013 DCM-MHD CITY EROSIQIJ7kO�Ob)rS- E D DCMFiWILMIN GTON, NC Nov 0 1 2012 THIS PAGE IS INTENTIONALLY LEFT BLANK Rev 1.03 SECTION 02660 WATER DISTRIBUTION SYSTEM PART1 GENERAL 1.01 DESCRIPTION: A. This section gives the requirements for installation of water lines, including pipe, valves, and service connections and sampling stations. Excavation, trenching, and backfilling is covered in SECTION 02220: Excavation, Grading, Trenching and Backfilling. B. The foreman of the contracting crew must speak fluent English. 1.02 SUBMITTALS A. Test Reports: Submit the results of the bacteriological tests to the CFPUA Engineering Inspector. B. Shop Drawings: Contractor shall furnish to CFPUA Engineering shop drawings and material specification sheets of all material and items to be installed or delivered as specified in Section 01340: Submittals. PART2PRODUCTS 2.01 PIPE 2.01.1 GENERAL: Water main and service shall be constructed of PVC pipe except when ductile von is required. Water service laterals shall be constructed of CTS PE tubing. 2.01.2 DUCTILE IRON PIPE shall conform to ANSI/AWWA C150/A21.50, ANSI/AWWA C151/A21.51, Pressure Class 350, with asphalt coating and cement mortar lining unless otherwise shown or specified. A. Joints shall be push -on or mechanical joints conforming to ANSI/AWWA C111/A21.11. B. Fittings and specials shall be suitable for 150 pounds per square inch pressure rating, unless otherwise specified. Fittings and specials for mechanical joint pipe shall conform to C I53/A21.53. C. Linings for pipe and fittings shall be standard thickness cement -mortar in accordance with ANSI/AWWA C104/A21.4. D. Outside Coating: The outside coating shall be a minimum of 1 mil bituminous paint according to ANSI/AWWA Cl.U/A21_51 Section 51-8.1. JAN 1 6 2013 RECEIVED 02660.1 DCM WILMINGTON, NC DCM-Mxn rrry N 0 V 0 1 2012 Rev 1.03 2.01.3 POLYVINYL CHLROIDE (PVC) PIPE AND HIGH DENSITY POLYETHYLENE (HDPE) PIPE: HDPE mains: Pipe shall be 2-inch, SDR 9, 200 psi, and will be used for directional drilling as directed by the Authority. 2-inch PVC mains: Pipe shall be ASTM D2241, IPS, Gasketed Pipe, SDR 21 and shall bear the seal of NSF. 4-inch— 12-inch PVC mains: Pipe shall conform to requirements of AWWA C900 Class 150 (DR 18). Pipe shall bear the seal of NSF. Joints shall conform to ASTM D3139 or ASTM D3212. 14-inch — 36-inch PVC mains: Pipe shall conform to requirements of AWWA C905 Class 235 (DR18). Pipe shall bear the seal of NSF. Joints shall conform to ASTM D3139 or ASTM D3212. 2.01.4 FITTINGS AND SPECIALS: Fittings and specials shall be class 54 ductile iron, mechanical joint in accordance with ANSI/AWWA C111/A21.11, ANSI/AWWA C153/A21.53, 150 pounds per square inch pressure rating unless otherwise shown or specified, except that profile of bell may have special dimensions as required by the pipe manufacturer with elastomeric gaskets. Ductile iron fittings and specials shall be cement - mortar lined (standard thickness) in accordance with ANSI/AWWA C104/A21.4. Fittings shall be for bell and spigot pipe. 2.01.5 SERVICE LINE PIPING: Pipe shall be polyethylene (PE) tubing, SDR 9, 200 psi, conforming to ASTM D2737/AWWA C901. No joint shall be installed between the main service tap and the meter stop. In proven contaminated soil conditions, copper (Type K) services may be required. 2.01.6 MECHANICAL JOINT RESTRAINT GLAND: A. Mechanical joint restraint shall be incorporated in the design of the follower gland and shall include a restraining mechanism which, when actuated, imparts multiple wedging action against the pipe, increasing its resistance as the pressure increases. Flexibility of the joint shall be maintained after burial. B. Glands shall be manufactured of ductile iron conforming to ASTM A536-80. Restraining devices shall be of ductile iron heat treated to a minimum hardness of 370 BHN. Dimensions of the gland shall be such that it can be used with the standardized mechanical joint bell and tee -head bolts conforming to ANSI/AWWA A21.11 and ANSI/AWWA C153/A21.53 of latest revision. Twist - off nuts shall be used to insure proper actuating of the restraining devices. Any nuts, bolts, and rodding required shall be stainless steel. C. The Mechanical joint restraint device shall have a working pressure of at least 250 psi with a minimum safety factor of 2:1. W.ENElkestraint glands shall be "Megalug" as manufactured by EBAA Iron, Inc., or "Camlok" as manufactured by Smith -Blair, Inc. Rodding could be situation JAN 16 2013 RECEIVED 02660.2 DCM WILMINGTON, NC DC_V-lam CjTy NOV 0 1 2012 Rev 1.03 specific (with stainless steel rods and nuts). 2.01.7 PACKING MATERIALS AND JOINTS: No contaminated material or any material capable of supporting prolific growth of micro-organisms shall be used for sealing joints. The lubricant used in the installation of sealing gaskets shall be suitable for use in potable water and shall conform to AWWA CIII/A21-11. It shall be delivered to the job in enclosed containers and shall be kept clean. If proven contaminated soil conditions exist, Nitrile or Neoprene Gaskets may be required by CFPUA Engineering Representative. 2.02 VALVES 2.02.1 VALVES: Iron body, bronze mounted, double disc, parallel seat type meeting the full requirements of AWWA C500, or resilient seated in conformance with AWWA C509 or C515, with a minimum working pressure of 150 pounds per square inch. Valves larger than 16-inches shall be fully -ported gate valves. Valves shall have 2-inch operating nut and open left, and shall have 0-ring seals. Valve ends shall be mechanical joint, unless otherwise shown or specified. Valves shall be manufactured by Mueller, American Darling or Clow Corporation or approved equal. 2.02.2 VALVE BOXES: Valve boxes shall be cast von screw adjustment type with flared base. The word "WATER" shall be cast in the cover. The boxes shall be of such length as will be adapted, without full extension, to the depth of cover required over the pipe at the valve location. Boxes shall be installed over each gate valve, unless otherwise shown or specified. Valve boxes shall conform to ASTM A48 "Grey Iron Castings" Class 30B or approved equal. 2.02.3 VALVE BOX CONRETE COLLARS: Valve boxes in unpaved areas shall be installed with either pre -cast or poured in place concrete collars. 2.03 FIRE HYDRANTS: Hydrant valves shall open left. Hydrants shall be iron body, fully bronze mounted, dry barrel type with breakaway flange and stem coupling conforming to AWWA C502, with valve opening not less than 4.5-inches in diameter. Hydrants shall have a 6-inch mechanical joint connection on the inlet end. Outlets shall have American National Standard fire hose coupling threads. Working parts shall be bronze. Hydrants shall be Mueller, American Darling or approved equal. 2.04 WATER SAMPLING STATIONS: Sampling stations shall be installed on all 2-inch or larger services and mains or as directed by the Authority. The sampling station shall be installed immediately upstream of the reverse backflow preventer or as directed by the Authority. The sampling station shall be the Eclipse No. 88 model, by the Kupferle Foundary Company, or approved equal, and will be installed per Authority Specifications. A ground collar shall be placed around the sampling station and embedded to a minimum depth of 6-inches and the annular space between the ring and sampling station shall be filled with washed stone, #57 or equivalent. RECEIVED JAN 16 2013 023 RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.03 2.05 SERVICE LINE ITEMS 2.05.1 SERVICE TAPS —1 INCH AND 1 '/2 INCH A. Service Saddles: Saddles for PVC main shall be wide band brass body service saddles, McDonald 3800 series, Mueller H 13000 series, or approved equal. Saddles for ductile iron pipe shall be Rockwell Model 313 or approved equal. Size of tap shall match that of the service line (1-inch minimum tap). B. Corporation Stop: Connection stop shall have compression nut and gasket service line connections. Size of corporation stop shall match that of service line. Corporation stop shall be McDonald Model 4701-22, Mueller Model P-15008, or approved equal. Stainless steel insert stiffeners, 1-inch diameter, McDonald Part Number 6133T or approved equal shall be used on all compression fittings. C. Threads: shall be corporation cock threads. 2.05.2 SERVICE TAPS — 2-INCH A. Service Saddles: Saddles for PVC mains shall be wide band, 2 pieces, brass body (McDonald Series 3800) or bronze body (Mueller Series H-13000). No three piece service saddles are permitted. B. Tapping Valve: The tapping valve shall be a 2-inch, Resilient Wedge Gate Valve, Mueller A-2360 or approved equal. C. Valve Boxes: A valve box as specified in Section 2.02.2 shall be installed with the 2-inch tapping valve. 2.05.3 SINGLE SERVICE LINE A. Compression Adapter Fittings: Service stops shall have compression adapter fitting for connection to 1-inch diameter (minimum) PE water service line and shall be McDonald Model 4753-22 or approved equal. Stainless steel insert stiffeners, I -inch diameter, McDonald Part Number 6133T or approved equal shall be used on all compression fittings. B. Service Angle Stops: Service stop shall have threaded fitting for connection to compression adapter and shall be McDonald Model 4604, or approved equal. C. Pipe Locator Wire: Pipe locator wire shall be installed on all single service lines as per Section 3.05. 2.05.4 DUAL SERVICE LINE A. U-Branch Fitting: Dual service connections shall be split using a U-branch fitting RECEIVED with compression fittings for connection to 1-inch or 1 '/2-inch diameter PE service line. Branch shall be McDonald 08U2M with 71/2" spread, Mueller JAN 1 6 2013 Model H-15365, or approved equal with 3/4-inch threaded connection for service R 02660.4 DCIvldvi.9D CITY ECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.03 stop. Stainless steel insert stiffeners, 1-inch diameter, McDonald Part Number 6133T or approved equal shall be used on all compression fittings. B. Service Angle Stops: Service stop shall have threaded fitting for connection to U- branch and shall be McDonald Model 4604, or approved equal. C. Pipe Locator Wire: Pipe locator wire shall be installed on all single service lines as per Section 3.05. 2.05.5 LARGE METER SETS AND STRAINERS A. 1-% inch and 2-inch meters shall be set in a McDonald Meter Setter, Series 775, sized per meter service size, or approved equal. B. 3-inch and larger water meters shall have a separately mounted strainer basket assembly for trapping and removal of large particles, and a lockable bypass per Standard Detail. 2.05.6 WATER METER BOXES: Boxes shall be cast iron or plastic with cover complete with lifting lug and a metal read lid. Cast iron boxes conforming to ASTM A48, Class 30B, meeting H2O Loading Standards, shall be used in traffic areas. Single meter box shall be Model D1200-DICIR as manufactured by DFW/HPI or approved equal. Dual service line boxes shall be jumbo heavy duty boxes with solid lid and shall be Model D1500-DICIR as manufactured by DFW/HPI or approved equal. 2.05.7 WATER METER VAULTS: Water meter vaults shall be constructed of pre -cast concrete and sized to provide sufficient access for maintenance and protection of the meter and enclosed valves. The base of the vault shall be placed on 6" thick layer of #57 stone. The top of the meter vault shall be set 6-inches above grade. The meter vault lid shall be able to be fully opened for access to the vault, lockable with stainless steel slam lock with a removable key, rain -tight aluminum, hatch of size and dimension as shown on drawings. At a minimum, the lid must be sized to allow unrestricted maintenance access for meter retrieval and reset. Hatches shall be manufactured by Halliday Products, Inc., or approved equal. Valves and meters within the vault shall be adequately supported to counteract their weight and all imposed dynamic loads. All water main piping within a minimum of 5' of vault shall be ductile iron. If remote read is being used, the remote read head shall be mounted flush to the aluminum top and adjacent to the hinge so that the meter can be read with Authority equipment without opening the vault. Electronic wiring between the meter and the door mounted electronic remote read head shall have proper slack, be in a protective sheath, secured, and installed adjacent to the hinge to minimize entanglement and interference with door opening and maintenance access. RECENED JAN 16 2013 02660.5 D04-ki"D Crry Rev 1.03 2.05.8 SERVICE INTENDED FOR FIRE PROTECTION: The CFPUA provides potable water service which may be interrupted for repairs, system expansion, or other general requirements. The CFPUA does not guarantee adequate fire flow for protection of life or property. There shall be no domestic use taps allowed on a dedicated fire line. Some facility owners choose to utilize this interruptible potable water supply from the CFPUA system for fire protection. If facility owners choose to utilize the potable water system for fire protection flow, the service for fire protection shall be configured in one of two methods: 2.05.8.1 METHOD 1: TWO TAPS Two taps shall be installed, one for potable water and one for fire flow. The potable water tap shall be installed and metered in accordance with Section 2.05 SERVICE LINE ITEMS. All meters installed on lines greater than 2-inch diameter must have a strainer and be installed in an appropriately sized, approved meter vault that provides sufficient access for reading, maintenance, and protection in accordance with Section 2.05.7 Water Meter Vaults. The fire flow tap shall not be metered and the fire flow system shall be fully segregated from the potable system throughout the facility. A privately owned, privately maintained reduce pressure (RP) zone backflow prevention device shall be installed in the line immediately after entering a structure in accordance with the North Carolina State Building Code and the CFPUA Cross Connection Control Ordinance. 2.05.8.2 METHOD H: ONE TAP A single tap shall be installed with an Invensys FM-721 Compact Fire line Meter Assembly, or equal compatible with the Authority's electronic meter reading system. The meter will measure all high volume water flows and normal flows as low as 3 GPM with accuracy of+/-1.5% of actual throughput and 95% at low flow. The meter shall be installed in an appropriately sized, approved meter vault that provides sufficient access for reading, maintenance, and protection in accordance with Section 2.05.7 Water Meter Vaults. A bypass line for fire flow with an approved post indicator valve (P.I.V.) shall be installed in the line to bypass the meter. An approved post indicator valve (P.I.V.) shall be installed in the bypass line. The P.I.V. shall be above -ground type with a locking handle and a prominent open/closed indicator window. The P.I.V. shall be protected by bollards if installed in, or immediately adjacent to, a paved area at the sole discretion of the CFPUA. A privately owned, privately maintained reduce pressure (RP) zone backflow prevention device shall be installed in the line immediately after entering a structure in accordance with the North Carolina State Building Code and/or the CFPUA Cross Connection Control Ordinance. PART 3 EXECUTION 3.01 RMERAL: Install pipe in strict conformance with AWWA C600. Minimum depth of bury above the top of pipe shall be 36 inches unless ductile iron pipe is used. Install JANpjagti�p1�pe in conformance with ASTM D2774 and recommended practices of the UNI- 02660.6 DCM-MAD CITY Rev 1.03 BELL Plastic Pipe Association (www.uni-bell.org) 3.02 CUTTING OF PIPE: Cut pipe in a neat and workmanlike manner without damage to the pipe or its lining. 3.03 ADJACENT FACILITIES: Refer to Section 02731: Gravity Sanitary Sewer for adjacent facility locations. 3.04 JOINT DEFLECTION: Maximum joint deflection shall meet requirements of AWWA C600 or AWWA Manual of Practice M23. 3.05 PIPE LOCATOR WIRE: A 10 gauge insulated copper wire shall be run continuously along the pipe and shall be securely taped to the water line and all service laterals. All splices in the wire shall be made by use of an underground rated, watertight, and approved splice connector. No twisting of wire ends is permitted. The locator wire shall not be wrapped around the pipe, flanges, bells, valves, or other appurtenances. The locator wire shall be accessible above ground at one thousand feet (1,000') intervals and shall be protected by a cast iron box with cover marked "water" with a concrete collar. At valve boxes, the wire shall be brought up on the outside of the box and folded under lid. 3.06 JOINTING OF PIPE 3.06.1 KEEPING PIPE CLEAN AND DRY: Precautions shall be taken to protect pipe interiors, fittings and valves against contamination. Pipe delivered for construction shall be strung so as to minimize entrance of foreign material. When pipe laying is not in progress, for example, at the close of the day's work, all openings in the pipeline shall be closed by water -tight plugs. Joints of all pipe in the trench shall be completed before work is stopped. If water accumulates in the trench, the plugs shall remain in place until the trench is dry. It is recommended that only the amount of pipe to be installed that day be strung out. NOTE: Delay in placement of delivered pipe invites contamination. The more closely the rate of delivery is correlated to the rate of pipe laying, the less this delay. If the dirt will not be removed by the flushing operation in the opinion of the Engineer, the interior of the pipe shall be cleaned and swabbed as necessary, with a five (5%) percent hypochlorite disinfecting solution. 3.06.2 DUCTILE -IRON PIPE shall be installed in accordance with AWWA C600, modified as necessary by the recommendations of the manufacturer. 3.06.3 PVC PIPE shall be installed in accordance with AWWA Manual of Practice M23, modified as necessary by the recommendations of the manufacturer. 3.06.4 CONNECTIONS between different types of piRlcffhdccessories shall be made with transition fittings approved by the Owner's Representative. JAN 16 2013 RECEIVED DCM N111 nnwGTON, NC DCM-MNDCrry NOV 0 1 2012 Rev 1.03 3.06.5 SERVICE LATERALS: Service laterals shall consist of a tapping saddle, corporation stop and a length of PE pipe with no joint installed between the main service tap and the service stop. Service laterals shall be installed perpendicular to the water main. Contractor shall install all material per the detail allowing for meter installation at a later date by CFPUA personnel. Tracing wire shall be installed as per Section 3.05. 3.07 SETTING OF VALVES, VALVE BOXES AND FIRE HYDRANTS 3.07.1 GENERAL: Install where shown or directed and set plumb on a brick foundation. Valve boxes shall be centered on the valves. Boxes shall be installed over each outside gate valve. Where feasible, valves shall be located outside the area of roads and streets. Earth fill shall be carefully tamped around each valve box to a distance of 4 feet on all sides of the box, or to the undisturbed trench face if less than 4 feet. 3.07.2 VALVES after delivery shall be drained to prevent freezing and shall have the interiors cleaned of all foreign matter before installation. Valves shall be fully opened and fully closed to insure that all parts are in working condition. 3.08 RESTRAINING AND BLOCKING The plugs, caps, tees and bends deflecting 11 1/4 degrees or more either vertically or horizontally on water lines 6 inches in diameter or larger shall be provided with thrust blocking or "Megalug" or Camlok retainer gland at each joint, installed per manufacturer's requirements. Blocking shall be placed between solid ground and the fitting to be anchored. Unless otherwise indicated or directed, the base and thrust bearing sides of the thrust blocks shall be poured directly against undisturbed earth. The sides of thrust blocks not subject to thrust may be poured against forms. The area of bearing shall be as shown on the plans or as directed. Blocking shall be placed so that the fitting joints will be accessible for repair. Steel rods and clamps shall be stainless steel. 3.09 FIRE HYDRANTS: Locate and install as shown on the drawings. Each hydrant shall be connected to the main with a 6-inch branch line. Hydrants shall be set plumb with the pumper nozzle facing the roadway and with the center of the lowest outlet not less than18 inches above the finished surrounding grade and the operating nut not more than 48 inches above the finished surrounding grade. The hydrant shall be set in a bed of crushed rock which shall surround the barrel at least 12 inches in all directions. Hydrants shall be restrained with stainless steel tie rods extending from the main line tee to the hydrant, or by combination of tie rods and blocking or by "Megalug" retainer glands at each joint per manufacturer's requirements. Hydrant valves shall be located at the main as close to the tee or tap as possible. 3.10 HYDROSTATIC TESTING 3.10.1 GENERAL: Where any section of a water line is provided with concrete thrust blocking, the hydrostatic test shall not be made until at least 5 days after installation of the concrete thrust blocking unless otherwise approved. The method proposed for REC4}Wal of wastewater from hydrostatic tests and disinfection shall be submitted to the Owner's representative prior to performing hydrostatic tests. Use clean potable water for BAN jai Ving of lines. bo 62660.8 RECEIVED DCM MAD CITY DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.03 3.10.2 PRESSURE TEST: Pressure test in strict conformance with AW WA C600, Section 4.1. For purposes of testing, working pressure shall be 100 psi and test pressure shall be 150 psi. Air testing will not be accepted (Only Hydrostatic Testing is allowed). 3.10.3 LEAKAGE TEST: Test for leakage concurrent with the pressure test and in strict conformance with AWWA C600, Section 4.2, Table 6 Allowable Leakage per 1000 ft (305 m) of Pipeline. Remedy all visible leaks and locate and repair leakage in lines which exceed the specified amounts. 3.11 DISINFECTION 3.11.1 DISINFECTING WATER MAINS Each unit of constructed water main shall be disinfected with chlorine upon successful completion of the hydrostatic test. The disinfection procedure shall be performed in strict conformance with the CFPUA Procedures for Disinfecting Water Mains, as outlined below. The Contractor shall pay particular attention to the scheduling requirements outlined in the procedures. The Contractor shall be responsible for furnishing and installing all required chlorine injection and monitoring ports at no additional cost to the CFPUA. The mains will in no case be accepted by the CFPUA for public use until the CFPUA Engineer approves the mains as having been properly disinfected. 3.11.2 PROCEDURES FOR DISINFECTING WATER MAINS A. GENERAL INTENT It is the intent of these procedures to present essential steps for disinfecting new and repaired water mains. All steps must be initiated and complied with in order for permission to be given for these water lines to be opened for use by CFPUA water customers. Pressure testing must be completed and approved before chlorination procedures are started. CFPUA Engineering staff must have written confirmation of satisfactory completion of the pressure test before scheduling the chlorination. B. BASIC PROCEDURES The basic procedure comprises: 1. Preventing contaminated materials from entering the water mains during construction or repair and removing by flushing materials that may have entered the water main. 2. Disinfecting any residual combirmt may remain. 3. Determining the bacteri ical quality by laboratory test after disinfection. It 16 2013 RECEIVED 0266 DCM Wtt.WNGTON, NC DCMMADCrry Nov 0 1 2012 Rev 1.03 C. STANDARD OF REFERENCE All procedures herein shall comply with the AWWA Standard C651-92 for Disinfection of Water Mains or the latest revision. D. CHLORINATION PLANNING The planning process prior to chlorination involves checking the design plan for the correct installations and layout needed for chlorination, routing, the chlorine solution and numbering blowoff sample points, calculating the required amount of chlorine, and determining the required amount of time to properly chlorinate the system. Planning is necessary to ensure that newly installed pipes are chlorinated properly and safely. Before calling Engineering office for a time to be set up for sterilization, all of the following must be installed or supplied by the Contractor at no cost to the CFPUA. Also, this list should be checked and/or assembled before Engineering personnel arrive. 1. The line or lines to be sterilized should be connected to the CFPUA water system (train). A valve should be installed in the line to be sterilized near the CFPUA water main connection. 2. A blowoff of an approved material, or brass faucet should be installed at the dead end of the line and every 1,200 feet to be sterilized for flushing purposes and bacteria sampling. The opening to this blowoff should point downward, and there should be at least twenty-four inches clearance between the opening and the ground for proper sampling. 3. Copper or PVC blowoffs should be at all closed valves. 4. Mains connecting other mains with open valves within the system to be sterilized may cause "short circuits" resulting in improper sterilization. Valves on these connecting mains should be checked to see if they should be closed to eliminate this problem. Copper blowoffs should be at both sides of valves closed to prevent "short circuits". 5. Pressure test the line before attempting sterilization procedures. 6. A clean container is necessary to dissolve the "HTH". A clean, wooden paddle should be present for mixing and dissolving the "HTH". 8. A pump for pumping the chlorine solution into the line should be present. This pump should be gasoline or electrically powered chemical feed pump designed for feeding chlorine solutions. For small applications, the RECEIVED solutions may be fed with a hand pump; for example, a hydraulic test pump. Feed lines shall be of such material and strength as to withstand BAN 16 2013 DCMMHDCrfy RECEIVED DCM WILMINGTON, NC Nov o 1 2012 Rev 1.03 E. safely the maximum pressures that may be created by the pumps. All connections shall be checked for tightness before the "HTH" solution is applied to the main. 9. All temporary blowoffs and injection points shall be properly abandoned and physically disconnected prior to the line being placed into service. PRELIMINARY FLUSHING Flushing is the process of flowing water through a pipe to remove foreign particles which could cause contamination or blockage within the water system. All mains should be flushed prior to chlorination. The minimum amount of water required to flush a main is 1 %2 times the capacity of the main (capacity and time may be calculated using the chart below). A minimum velocity of 2.5 feet per second, but preferably 3.5 feet per second, should be maintained within the pipe to ensure that it is properly scoured. No site for flushing should be chosen unless it has been determined that drainage is adequate for this site. Diameter of Line (Inches) # Gal/Ft 16 10.50 12 5.87 8 2.62 6 1.47 2 0.16 Multiply the # gal/ft for the size line by the length of line in feet. This will give you the number of gallons the pipe will hold. NOTE: Flushing is no substitute for preventative measures taken before and during pipe laying. Certain contaminants, especially in caked deposits, resist flushing at any velocity. Furthermore, with diameters of 16 inches, even the minimum recommended flushing velocity of 2.5 feet/second is sometimes difficult to achieve. Temporary blowoffs are a means of releasing water from a main for flushing. They are normally placed at "dead ends" and at each side of closed valves. A blowoff usually consists of a corporation stop, a length of pipe, and a curb stop at ground level; however, a blowoff on a large water main may consist of a gate valve and a length of pipe. Blowoffs are to be installed by the contractor installing the new water main. All permanent blowoffs shall be installed in accordance with standard details and specifications. RECEIVED JAN 16 2013 026 .11 DCM-Mlm ary RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.03 3.11.3 PROCEDURE AFTER CUTTING INTO OR REPAIRING EXISTING MAINS The procedures outlined in this section apply primarily when mains are wholly or partially dewatered. Leaks or breaks that are repaired with clamping devices while the mains remain full of water under pressure present little danger of contamination and require no disinfection. A. Trench "Treatment'. When an old line is opened, either by accident or by design, the excavation will likely be wet and badly contaminated from nearby sewers. Liberal quantities of hypochlorite applied to open trench areas will lessen the danger from such pollution. Tablets have the advantage in such a situation because they dissolve slowly and continue to release hypochlorite as water is pumped from the excavation. B. Main Disinfection Swabbing, Flushing and Sampling. The following procedure is considered as a minimum that may be used. a. Swabbing with hypochlorite solution. The interior of all pipe and fittings used in making repair (particularly couplings and tapping sleeves) shall be swabbed with a five (5) percent hypochlorite solution (300 mg/l concentration) before they are installed. b. Flushing. Thorough flushing is the most practical means of removing contamination introduced during repairs. If valving and hydrant locations permit, flushing from both directions is recommended. Flushing shall be started as soon as the repairs are completed and continued until discolored water is eliminated. C. Sampling. Bacteriological samples shall be taken after repairs to provide a record by which the effectiveness of the procedures can be determined. If the direction of flow is known, sample locations shall be determined. If the direction of flow is unknown, samples shall be taken on each side of the main break. 3.11.4 SPECIFICATIONS FOR DISINFECTION OF WATER DISTRIBUTION MAINS /del �li;l �f 7Tr1 1. Scope This standard presents essential procedures for disinfecting new and repaired water mains. All new water mains shall be disinfected before they are placed in service. All water mains taken out of service for inspection, RECEIVED repair, or other activities shall be disinfected before they are returned to service. JAN 16 2013 02660.12 RECEIVED DCMMHDCITY DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.03 2. 3. References This standard references the following documents. The latest current edition of each forms a part of this standard where and to the extent specified herein. In case of any conflict, the requirements of this standard shall prevail. ANSI/AWWA C651 - 92 ANSI/AWWA B300 AWWA Manual - M3 AWWA Manual - M20 AWWA Manual - M12 Examination APHA, AWWA, WEF Water and Wastewater Records of Compliance Disinfecting Water Mains Standard for Hypochlorites Safety Practices for Water Utilities Water Chlorination Principles and Practices Simplified Procedures for Water Standard Methods for the Examination of The records of compliance shall be the following: Coliform Bacteria: Zero coliforms per 100 ml sample Chlorine Residual: Chlorine residual equivalent to the source water concentration B. FORMS OF CHLORINE TO BE USED The forms of chlorine that are to be used for the purpose of disinfection operation or water main repairs are sodium hypochlorite solution or calcium hypochlorite granules. 1. Sodium Hypochlorite Sodium hypochlorite conforming to ANSI/AWWA B300 is available in liquid form. Sodium hypochlorite contains approximately 5 to 15 percent available chlorine and care must be taken to control conditions and length of storage to minimize its deterioration. 2. Calcium Hypochlorite Calcium hypochlorite conforming to ANSI/AWWA B300 is available in granular form and contains 65 percent available chlorine by weight. This material must be stored in a cool, dry, and dark environment to minimize deterioration. RECEIVED 02660.1 JAN 16 2913 DC94--VHD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2912 Rev 1.03 C. BASIC DISINFECTION The basic disinfection procedure consists of: I. Preventing contaminating materials from entering the water main during storage, construction, or repair. 2. Removing by flushing or other means, those materials that may have entered the water main. 3. Chlorinating any residual contamination that may remain, and flushing the chlorinated water from the main. 4. Protecting the existing distribution system from backflow due to hydrostatic pressure test and disinfection procedures. 5. Determining the bacteriological and other related quality by laboratory testing after disinfection. 6. Final connection of the approved new water main to the active distribution system. D. PREVENTIVE AND CORRECTIVE MEASURES DURING CONSTRUCTION Heavy particulates generally contain bacteria and prevent even very high chlorine concentrations from contacting and killing such organisms. It is, therefore, essential that the procedures of this section be observed to assure that a water main and its appurtenances are thoroughly clean for the final disinfection by chlorination. Also, any connection of a new water main to the active distribution system prior to receipt of satisfactory samples may constitute a cross -connection. Therefore, the new main must be isolated until all bacteriological and other tests are satisfactorily completed. 1. Keeping Pipe Clean and Dry Precautions shall be taken to protect the interiors of pipes, fittings, and valves against contamination. Pipe delivered for construction shall be strung so as to minimize the entrance of foreign material. All openings in the pipeline shall be closed with watertight plugs when work is stopped at the end of the day or for other reasons. 2. Joints Joints of all pipes in the trench shall be completed before work is stopped. If water accumulates in the trench, the plugs shall remain in place until the trench is dry. 3. Packing Material All packing material shall consist of molded or tubular rubber rings, or other approved material. Lead or asbestos material in any form shall not be permitted. AECMVED JAN 16 2913 02660.14 Dchf. mDCITY Rev 1.03 4. Sealing Materials No contaminated material or any material capable of supporting prolific growth of microorganisms shall be used for sealing or lubricating joints. Sealing and lubricating material or gaskets shall be handled in a manner that avoids contamination. The lubricant used in the installation of sealing gaskets shall be suitable for use in potable water. It shall be delivered to the job in closed containers and shall be kept clean. Soil conditions could warrant the upgrade of gasket material to a volatile resistant material. 5. Cleaning of Pipe and Appurtenances If dirt enters the pipe, it shall be removed and the interior pipe surface cleaned. If, in the opinion of the CFPUA representative, the dirt remaining in the pipe will not be removed by the flushing operation, then the interior shall be cleaned by mechanical means such as a hydraulically propelled foam pig or other suitable device. The cleaning method used shall not force mud or debris into the interior pipe joint spaces and shall be acceptable to the CFPUA. 6. Flooding by Storm or Accident during Construction If the main is flooded during construction, it shall be cleared of the floodwater by draining and flushing with potable water until the main is clean. The section of pipeline shall be flushed until water from the pipe runs clear. E. METHOD OF CHLORINATION The contractor shall use the continuous feed method for disinfection of all new water mains. This method must give a minimum of 10 mg/L of chlorine residual at the end of the 24-hr period. 1. Continuous -Feed Method The continuous -feed method is the process in which a concentrated solution of chlorine is injected into the water main. Caution shall be observed during the handling and injection of the chlorine solution as chlorine in any form is very toxic and any error could be harmful to the employees and to the public. 2. Preliminary Flushing Prior to any disinfection procedures being performed, all hydrostatic tests shall have been completed and accepted by the CFPUA representative. Before chlorine solutions are injected, the main shall be filled with potable water to eliminate air pockets and shall be flushed to remove particulates. The flushing velocity in the main shall not be less than 2.5 ft/sec (preferably 3.5 ft/ ) uCFPUA representative determines that conditions do not permit require ow or that JAN 16 2013 .1 02660.15 DCA UFMCITY Rev 1.03 the flow will cause undue problems when discharged to waste. An acceptable flushing velocity shall then be determined and used. 3. Procedure for Chlorinating the Main a. Water supplied from the existing distribution system or other approved public water supply shall be made to flow at a constant, measured rate into the newly installed water main. In the absence of a meter, the rate may be approximated as best can be determined. b. At a point not more than 10 ft downstream from the beginning of the new main, water entering the new main shall receive a dose of chlorine fed at a constant rate such that the water will have not less than 50 mg/L and not greater than 100 mg/L free chlorine residual. To ensure that this concentration is provided, measure the chlorine concentration at regular intervals of distance and time in accordance with the procedures described in the current edition of Standard Methods for the Examination of Water and Wastewater or AWWA Manual M12, or by using appropriate chlorine test kits (see appendix B). C. During the application of the chlorine, valves shall be adjusted by or under the supervision of the CFPUA representative to prevent the chlorine solution from flowing back into the existing water system. The chlorine injection shall not cease until the entire water main is filled with a chlorine concentration of not less than 50 mg/L. All appurtenances and valves shall be operated to ensure that the chlorine solution has contact with them. The chlorinated water shall be allowed to remain for a period of not less than 24-hours. d. At the end of the 24-hour period, the chlorine residual shall be measured and shall not be less than 10 mg/L in any samples collected along the water main and at the end of said water main. RECEIVED JAN 16 2013 02660.16 DCM-MAD CrrY Rev 1.03 F. FINAL FLUSHING Clearing the Main of Highly Chlorinated Water Highly chlorinated water should not remain in prolonged contact with pipe. At the end of the 24-hour contact period, the water should be removed in order to prevent damage to the pipe lining or corrosion damage to the pipe itself. The highly chlorinated water shall be flushed from the main until chlorine measurements show that the concentration in the water leaving the main is no higher than that generally prevailing in the distribution system. 2. Disposing of Highly Chlorinated Water A neutralizing chemical shall be applied to the chlorinated water to be discharged to neutralize thoroughly the chlorine residual remaining in the water (see appendix B). Where necessary, federal, state, and local regulatory agencies should be contacted to determine special provisions for the disposal of the neutralized water. G. BACTERIOLOGICAL AND OTHER TESTS 1. Standard Conditions After final flushing and before the new main is opened to the distribution system, two consecutive sets of acceptable samples, taken at least 24-hours apart, shall be collected from the new main. Samples shall be collected from every 1200-ft of new water main, from the end of the water line, and from each branch. All samples shall be tested in accordance with Standard Methods for the Examination of Water and Wastewater. All samples shall show the absence of coliform organisms, and a free chlorine residual equal to the level present in the existing system and shall have no visible color or particulate matter. 2. Special Conditions If in the opinion of the CFPUA, excess contamination has been allowed to enter the water main during construction or other events, bacteriological samples shall be taken at intervals of approximately 400 to 500 It and shall be identified by location. Samples shall be taken of water that has stood in the new main for at least 16 hours after final flushing has been completed. 3. Sampling Procedures A copper or PVC assembly or a combination blowoff and sampling tap may be used for mains up to 8-inches diameter. Fire hydrants may not be used for sampling purposes. After samples have been collected, analyzed, and accepted, the sampling assemblies may be removed and retained for future use. All bacteriological analysis must be completed by a N.C. iflekF"ng Water laboratory. The utility contractor shall be responsible ford costs associated with 02660.17 JAN 16 2013 DCM-MHD CITY Rev 1.03 H. I. J. I the sampling and analysis of all samples required for acceptance. All Lab Reports shall be delivered to the CFPUA Respresentative. REPEAT DISINFECTION OF WATER MAIN If the initial disinfection fails to produce satisfactory results, the new main shall be reflushed and shall be resampled. If check samples also fail to produce acceptable results, the new main shall be rechlorinated by the continuous -feed method of chlorination until satisfactory results are obtained. NOTE: High velocities in the existing system, resulting from flushing the new main, may disturb sediment that has accumulated in the existing mains. When check samples are taken, it is advisable to also sample water entering the new main. CONNECTION TO EXISTING SYSTEM The final acceptance and opening of valves to the existing water system will only be allowed after satisfactory samples and chlorine levels have been produced. All sampling devices and blowoffs must be removed from the water main by the contractor prior to acceptance by the CFPUA. CFPUA Operations Department must authorize valve operation. WHEN CUTTING OR REPAIRING EXISTING MAINS The following procedures apply primarily when mains are wholly or partially dewatered. After the appropriate repair procedures have been completed, the existing main may be returned to service prior to completion of the bacteriological testing to minimize the time customers are out of water. Leaks or breaks that are repaired with clamping devices while the mains remain full of pressurized water present little danger of contamination and require no disinfection. 1. Swabbing with Hypochlorite Solution The interior of all pipe and fittings (particularly couplings and sleeves) used in making the repair shall be swabbed with a 5 percent hypochlorite solution (300 mg/I concentration before they are installed. 2. Flushing Thorough flushing is the most practical means of removing contamination introduced during repairs. If valve and hydrant locations permit, flushing toward the work location from both directions independently is recommended. Flushing shall be started as soon as the repairs are completed and shall be continued until discolored water and particulate matter are eliminated. 3. Slug Chlorination RE p When practical, in addition to the procedures above, the section of main in which JAN 16 2013the break is located shall be isolated, all service connections shut off, and the 02660.18 RECEIVED DCM-mmar' DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.03 K. L. section flushed and chlorinated with a high concentration of chlorine (as much as 300 mg/L), and the concentration allowed to stay in contact with the main for a minimum of 15 minutes. After chlorination, flushing shall be resumed and continued until discolored water is eliminated and the water is free of noticeable high chlorine odor. A chlorine residual of no greater than 3.0 mg/L shall be acceptable. 4. Sampling Bacteriological samples shall be taken in accordance with Paragraph G.3 after repairs are completed to provide a record for determining the procedure's effectiveness. If the direction of flow is unknown, then samples shall be taken on each side of the main break. If bacteriological samples are unacceptable, the CFPUA representative will determine corrective action. Daily sampling shall be continued until two successive daily samples are acceptable. CHLORINE RESIDUAL TESTING Several manufacturers produce high -range and low -range chlorine test kits that are inexpensive, easy to use, and satisfactory for the precision required. The test kits should use methodology conforming with Standard Methods for the Examination of Water and Wastewater or AW WA Manual M 12. Examples of such manufacturers include: • Hach Company • LaMotte • Fisher Scientific • Hellige DISPOSAL OF HIGHLY CHLORINATED WATER Chlorine residual of water being disposed will be neutralized by treating with one of the chemicals listed below: • Ascorbic Acid • Sulfur Dioxide • Sodium Bisulfate • Sodium Sulfite • Sodium Thiosuifate RECEIVED BAN 16 2013 029 CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 THIS PAGE IS INTENTIONALLY LEFT BLANK RECEIVED JAN 16 2013 DCM MILD CITY Rev 1.04 SECTION 02731 GRAVITY SANITARY SEWER SYSTEM PART1 GENERAL 1.01 DESCRIPTION A. This section gives the requirements for installation of gravity sewer pipe, service laterals and manholes. Service laterals shall be installed where shown on the approved drawings or as directed by CFPUA Engineering staff. Excavation, trenching and back filling is `covered in Section 02220: "Excavating, Grading, Trenching, and Backfilling". B. The foreman of the contracting crew must speak fluent English. 1.02 SUBMITTALS 1.03 A. As-builts: Shall be submitted in accordance with Section 01720. B. Shop Drawings: Contractor shall furnish to CFPUA Engineering shop drawings and material specification sheets of all material and items to be installed or delivered as specified in Section 01340: Submittals. A. ASTM D1784 - Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds. B. ASTM D1785 - Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120. C. ASTM D2241 - Poly (Vinyl Chloride) (PVC) Pressure -rated pipe (SDRSERIES). D. ASTM D2152 - Test Method for Degree of Fusion of Extruded Poly (Vinyl Chloride) (PVC) Pipe and Molded Fittings by Acetone Immersion. E. ASTM D2321 - Underground Installation of Flexible Thermoplastic Sewer Pipe. F. ASTM D2412 - External Loading Properties of Plastic Pipe by Parallel -Plate Loading. G. ASTM D2444 - Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight) RECEIVED .1 JAN 16 2013 DCM-MHD CTTY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.04 H. ASTM D3034 - Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings. I. ASTM D-3212 - Elastomeric push -on joints for plastic pipe. J. AWWA C600 - Installation of Ductile - Iron water mains and appurtenances. K. AWWA C900 - PVC Pressure Pipe 4 inch through 12 inch. L. AWWA C905 - PVC Pressure Pipe 14 inch through 36 inch. M. ASTM D2672 - Bell -End Poly (Vinyl Chloride) (PVC) Pipe. N. ASTM F477 - Elastomeric Seals (Gaskets) for Joining Plastic Pipe. O. ASTM F478 - Precast Concrete Manhole Risers and Tops. P. ASTM C497 - Concrete Pipe, Manhole Sections, or Tile Q. ASTM F679 - Poly (Vinyl Chloride) (PVC) Large -Diameter Plastic Gravity Sewer Pipe and Fittings R. ASTM A746 - Ductile Iron Gravity Sewer Pipe S. ASTM F794 - Poly (Vinyl Chloride) (PVC) Ribbed Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter. 2.01 POLYVINYL CHLORIDE (PVC) PIPE A. Sewer mains with depth of earth cover greater than 3 feet. 1. For pipe sizes 4" and 6" pipe shall be SCH 40 conforming to the requirements of ASTM D1785 with solvent weld joints conforming to ASTM D2672. 2. For pipe sizes 8" through 12", pipe shall be Class 150, DR18 conforming to the requirements of AWWA C900 with elastomeric push -on joints conforming to ASTM D3212 or ASTM D3139. 3. For pipe sizes 14" through 24", pipe shall be Class 235, DR18 conforming to the requirements of AWWA C905 with elastomeric push -on joints conforming to ASTM D3212 or ASTM D3139. z RECEIVED 02731.2 e` JAN 16 2013 DCM-MHD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.04 4. For pipe sizes larger than 24" pipe shall be closed profile conforming to the requirements of ASTM F794 with a minimum pipe stiffness of 46 PSI and with elastomeric push -on joints conforming to ASTM D 3212 or ASTM D3139. B. Couplings shall be mechanical joint ductile iron. C. Pipe and fittings used for sewer service laterals shall be 4" or 6" schedule 40 conforming to ASTM D1785 with solvent welded joints. D. Fasteners shall be 316 stainless steel or better where exposed to sewer or sewer gases. 2.02 DUCTILE IRON PIPE Ductile Iron Pipe: Conforming to ASTM A746, ANSUAWWA CI51/A21.51, Class 350, lined with Protecto 401 ceramic epoxy, "Sewpercoat" or approved equal unless otherwise shown or specified. A. Joints shall be rubber gasket push -on, conforming to ANSUAWWA Cl 11/A21.11, or mechanical joint conforming to ANSUAWWA C110/A21.10, as modified by ANSUAWWA C151/A21.51. B. Fittings and specials shall be suitable for 150 pounds per square inch pressure rating, unless otherwise specified. Fittings and specials for mechanical joint pipe shall conform to ANSUAWWA C110/A21.10. Fittings and specials for use with push -on joint pipe shall conform to ANSUAWWA Clll/A21.11 lined with protecto 401 ceramic epoxy, "Sewpercoat" or approved equal unless otherwise shown or specified. 2.03 PIPE COUPLINGS Couplings between dissimilar pipe materials (PVC to ductile iron) shall be mechanical joint ductile iron only or adapter conforming to ASTM 3139 lined with Protecto 401 ceramic epoxy, "Sewpercoat" or approved equal unless otherwise shown or specified. For pipes 8" and larger, manholes are also acceptable. Fcmco couplings are NOT permitted. 2.04 MANHOLES A. Manholes shall be precast concrete only conforming to ASTM C478. Joint surfaces between bases, risers and cones shall be manufactured to the joint surface design and tolerance requirements of ASTM C76. 02 r1DCN-MHD AN 16 2013 CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.04 2. Flexible joint sealants shall be butyl rubber based conforming to Federal Specification SS-S-210A, AASHTO M-198, Type B - Butyl Rubber and as follows: maximum of 1% volatile matter and suitable for application temperatures between 10 and 100 degrees F. 3. Joints between precast components shall be sealed between the tongue and the groove and additionally around the internal and external perimeter as follows: a. Tongue and groove seals shall consist of a plastic or paper -backed butyl rubber rope no less than 14 feet long and having a cross - sectional area no less than the annular space times the height of the joint. b. Internal seals shall consist of Type S mortar grout. C. External seals shall consist of Type S mortar grout or plastic or paper -backed butyl rubber rope no less than 14 feet long and having a cross -sectional area no less than the annular space times the height of the joint. 4. Pipe to manhole connectors shall conform to ASTM C923. The location of the pipe connectors shall vary from the location shown on the project plans no more than %2 inch vertically and 5 degrees horizontally. Provide for control of the pipe OD to within the tolerances of the connector on flexible pipes larger than 12 inches. 5. Concrete shall conform to ASTM C478 and as follows: a. Compressive strength: 4000 psi minimum at 28 days. b. Air Content: 4 percent minimum. C. Cementitious Materials: Minimum of 564 pounds per c.y. d. Coarse Aggregates: ASTM C33. e. Fine Aggregates: ASTM C33. Free from organic impurities. f. Chemical Admixtures: ASTM C494. Calcium Chloride or admixtures containing calcium shall not be used. g. Air Entraining Admixtures: ASTM C260. 6. Mortar: ASTM C270, Type S. Grout: Grout for sealing openings and joints in manholes shall be Type S mortar. No Preco or Hydraulic Cement shall be permitted. 8. Brick: Brick shall be used to bring manhole rings to grade or filler for forming manhole inverts only and shall conform to ASTM C62 Grade SW or ASTM C32 Grade MS. ,i RECEIVED 02731.4 t JAN 16 2013 DCM-MAD CITY Rev 1.04 9. Manholes 4' deep or less shall have an eccentric cone or a flat top. 10. Manholes over 4 feet deep shall have an eccentric cone. 11. Manholes shall have a minimum inside diameter of 4 feet for sewer mains 18 inches diameter and smaller manholes shall be 5 feet inside diameter for sewer mains larger than 18 inches. Larger inside diameters may be required for larger pipe sizes, more than two pipes, or when entrance/exit angle requires. 12. Drop manholes shall be inside drop with a minimum inside diameter of 5 feet. 13. 5 foot diameter manholes shall have a 8 inch extended base. For 4 foot diameter manholes shall have a 6 inch extended base. All extended bases shall have a minimum thickness of 6-inches. 14. Manhole steps shall be provided in bases, risers, cones, transition cones and transition top sections aligned vertically on 16" centers. Steps shall be secured to the wall with a compression fit in tapered holes or cast in place. Steps shall not be vibrated or driven into freshly cast concrete or grouted in place. The steps shall be Copolymer Polypropylene Plastic reinforced with a''/s" diameter grade 60 bar and have serrated tread and tall end lugs. Step pullout strength shall be tested according to ASTM C497. 15. Sewer Guard Manhole Inserts: Each manhole shall be equipped with an insert of high density copolymer meeting the requirements of ASTM 124 with gas and vacuum relief valves matching manhole covers and rings. The insert shall be similar or equal to Sewer Guards manufactured by Southwestern Packing and Seals. Manholes located in traffic areas shall have stainless steel sewer guards by Southwestern Packing and Seals or approved equal. This is also required for grease interceptor hatches. 16. Manhole interiors that are required to be lined shall be coated with Zebron 386, Duramar 1030 as manufactured by Sewerkote, or equal as approved by CFPUA Engineering staff. Coal tar epoxy linings and Raven Lining Systems are not acceptable if field applied. 17. All in place penetrations into manholes must be by core boring methods including main line and service drops. Properly sized elastomeric boots shall be set in penetrations. The boot and the pipe must be fully mortared on the inside and the outside of the manhole. 18. Inside drop for sewer mains and services shall conform to the detail with all material to be 316 stainless steel or better, excluding piping. Drop pipe 02731.5 RECEIVED JAN 16 2013 Rev 1.04 shall be anchored to the manhole as shown on the detail with intermediate supports on 30-inch spacing as required. 19. Vents shall be constructed of aluminum or type 316 steel or better and shall extend a minimum of 2 foot above 100-year flood and equipped with a non -corrosive bug screen. The maximum spacing is 1,000 feet separation between vented manholes. B. Grey Iron Castings: Manhole Castings: All iron casting for manhole frames and covers, inlet frame and traps and other sewer appurtenances, unless other specified, shall conform to ASTM A48 "Grey Iron Castings: Class 3513" and shall be marked "Sanitary Sewers". Standard and watertight frames shall have a 24 inch clear opening. Standard covers shall have up to four 1" diameter vent holes. All covers shall have lifting bars in lieu of pickholes. Watertight covers are required on all manholes where the rim elevation is less than 1 foot above the 100-year flood. All manhole castings shall be American made or machined to insure proper fit. Any manhole shall be rejected if, in the sole opinion of the CFPUA Engineering staff, the frame and cover or installation is unacceptable. A. Standard frames and vented cover, manufacturer and style to be approved by a submittal to the CFPUA Engineering staff. The following are approved for use on CFPUA systems: 1. U.S. Foundry 725 ring and DP cover 2. East Jordan Iron Works 7 %" Frame (in traffic areas) Product #202711, 4" Frame Product #202611 - Cover Product #202746 3. U.S. Foundry 710 ring and DP cover (in traffic areas) 4. Capitol Foundry of Virginia, Item NM-3000 ring & cover. 5. General Foundries, Inc., Item GFI-7126, frame & cover (in traffic areas). 6. General Foundries, Inc., Item GFI-4126, frame & cover. B. Watertight frames and non -vented cover, manufacturer and style to be approved by submittal by the CFPUA Engineering staff. The following are approved for use on CFPUA systems: RECEIVED 02731.6 JAN 16 2013 DCM-MHD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.04 U.S. Foundry 725 ring and DP -SSG cover 2. East Jordan Iron Works 7 %z" Frame and Cover Assembly (in traffic areas) Product #202701, 4" Frame Product #202611 -Cover Product 4202722 3. U.S. Foundry 710 ring and DP -SSG cover (in traffic areas) 4. Capital Foundry of Virginia, Item MH-3000-WT ring & cover. 2. Cleanouts: A nominal 6" diameter by 12" cast-iron box and cover shall be furnished and installed flush with the final grade as per standard detail. "C.O." shall be stamped on lid. The box shall conform to the standard detail. 3. Adjusting Rings: A. Concrete adjusting rings shall be pre -cast and conform to ASTM C478. PART 3 EXECUTION 3.01 PIPE INSTALLATION A. Install PVC pipe in strict accordance with ASTM D2321. Install manholes as indicated on the plans. Install Ductile Iron Pipe in accordance with AWWA C600. Excavation and backfill shall be accomplished as specified under Section 02220 - "Excavating, Grading, Trenching & Backfilling". B. Pipe shall be kept clean at all times, and no pipe shall be used in the work that does not conform to the appropriate ASTM Specifications. The laying of pipe in finished trenches shall commence at the lowest point, with the spigot ends pointing in the direction of the flow. All pipe shall be laid with the ends abutting accurately to the lines and grades as shown on the plans, or as directed by the Owner. They shall be carefully centered so that when laid they will form a sewer with uniform invert. Preparatory to making pipe joints, all surfaces of the portion of the pipe to be jointed or of the factory made jointing material shall be clean and dry. Lubricants, primer, adhesives, etc., shall be used as recommended by the pipe or joint manufacturer's specifications. The jointing material or factory fabricated joints shall then be placed, fitted, and adjusted in such workmanlike manner as to obtain the degrees of water tightness required. Trenches shall be kept dry during bedding, laying and jointing and for as long a i RECEIVED as required. As soon as 02731.7 JAN 16 2013 HCM-MHDCnY Rev 1.04 possible after the joint is made, sufficient backfill material shall be placed along each side of the pipe to offset conditions that might tend to move the pipe off line and grade. Where more than one pipe line is laid in the same trench and the invert elevations are not identical, and where no concrete cradle or encasement is provided for the support of the higher pipe line, its foundation shall be considered to be yielding. When bridging is required to support a portion of the pipeline over such yielding trench bottom, the pipe line itself shall not be considered to provide bridging strength, and supplementary materials for this purpose shall be provided. C. No superficial loads shall be placed on the exposed surface of the trench, unless the backfill is of non -cohesive material, is vibrated or is tamped in layers not exceeding 6-inches in depth, until the Owner is satisfied that sufficient settlement has occurred to alleviate undue live or impact loads. Any defects due to settlement shall be corrected by the Contractor. Bell holes shall be dug sufficiently large to insure the making of proper joints. Water shall not be allowed to rise in the excavation until the joint material has received its set. Great care shall be used to secure water tightness, and to prevent damage to or disturbing of the joints during the backfilling process, or at any other time. Special precautions shall be exercised to prevent any pipe from resting on rock or any other hard projection which might cause breakage of pipe. During construction, the mouth of the completed pipe shall always be kept properly closed with a suitable plug to prevent the entrance therein of any water, earth, stones or other debris. The Contractor shall also take any and all measures to keep the pipe clean and free from deposits and protect the pipe from damage. D. Cleaning Pipe: The pipes shall be thoroughly cleaned before they are laid and shall be kept clean until acceptance of the completed work. The upper end of all pipe lines shall be provided with a header carefully fitted, so as to keep dirt and other substances from entering. This header shall be kept in the end of the pipe line at all times when laying is not in actual progress. E. Shoring, Sheeting and Well -Pointing: The Contractor shall include in his price bid for pipe the placing of all necessary shoring, sheeting and well -pointing, gravel bedding, and any other dewatering devices to prevent damage to other installations and where required by the Owner. F. Service Connecting: Sewer laterals shall be connected to the main by means of a wye fitting installed in the top quadrant of the pipe but shall not be installed straight up. Where it is necessary to lay new house services or relay or tie in existing house services, the Contractor shall use the materials and type joints as set forth on the plans, as given in the specifications, or as directed by the Engineer. These services shall be sized as designated on the plans or as shown on RECEIVED 02731.8 JAN 16 2013 DCM-MHD C1TY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.04 details. The service connection shall be located such that a minimum clearance of 25 feet is provided between potable water wells and sanitary sewer lines. Service piping shall be perpendicular with the main unless otherwise approved by the Engineer. Where new mains are being laid, the house service shall be connected to the main by means of a wye set in the main with the branch turned up in such manner that a good square connection will be made with the grade of the house service. Service pipe shall connect to the main at manholes when noted on the drawings or when requested by the Engineer by core boring the manhole and field installation of the proper size elastomeric boot mortared inside and outside of the manhole. Service lines that enter manholes shall enter on the shelf or at a minimum of crown to crown for the receiving pipe. Service lines shall be terminated at property line or edge of easement as shown on Standard Detail. All house connections shall be laid to a point from the property line as shown in details. Contractor shall provide a clean -out and stub solvent weld cap as shown in details. During installation, any services or utilities damaged by the Contractor shall be properly maintained and repaired by the Contractor at his expense. All house laterals installed under paved streets shall be installed by the compacted bore method. Where conditions prohibit the use of the compacted bore method, alternate methods may be used as approved by the Engineer. G. Clean -outs: Clean -outs shall be located as per standard detail, and at a minimum of 12 feet from all property corners. A 6 inch diameter cast-iron box and cover shall be provided over clean -out plug. The cast iron box shall be marked by a landscape timber 2 feet in the ground and 2 feet exposed above ground. H. Pavement Replacements: Where it is necessary for the Contractor to cut, drop, or otherwise remove pavement to install sewer lines, the Contractor shall replace all pavement in accordance with the Section 02513: "Asphalt Concrete Paving" of these specifications. Salvage: All salvage materials of whatever nature shall be disposed of at the direction of the Engineer. Particularly care must be exercised in handling salvaged materials by the contractor. 3.02 MANHOLE INSTALLATION A. General: Manholes shall be constructed of pre -cast concrete rings in accordance with the Drawings. The pre -cast concrete base shall be placed on a six inch (minimum) stone bedding foundation which shall extend up around the pipes to at least 3 inches above the top line of the pipes. The stone bedding shall be considered as incidental to the unit price bid for the installed manhole. Pipes entering the pre -cast sections of the manhole shall be inserted into the adaptor RECEIVED 02731.9 6 2013 DCM-MHD CTry Rev 1.04 couplings provided. All pre -cast manhole components shall be lifted and moved by use of suitable lifting slings and plugs that will not damage the pre -cast manhole lip. All damage to pre -cast sections shall be thoroughly repaired in the presence of the Engineer. Repair and patching of minor breaks shall be done by chipping and scarifying the defective area before application of grout. Pre -cast sections shall be subject to rejection on account of failure to conform to any of the specification requirements. In addition, individual sections of manhole sections may be rejected because of fractures or cracks passing through the wall, except for a single end crack that does not exceed the depth of the joint; defects that indicate imperfect proportioning, mixing, and molding; surface defects indicating honey- combed or open texture; damaged or cracked end, where such damage would prevent making a satisfactory joint; and/or any continuous crack having a surface which width of 0.01 inches or more and extending for a length of 12 inches or more, regardless of position in the section wall. B. The Contractor is responsible for getting the manhole tops to proper grade. Profiles on the plans are for cost estimates only. The top of the pre -cast manhole may be brought to proper grade for receiving manhole frames by using brick with a maximum adjustment of 12 inches from pre -cast cone to the cast iron ring. Masonry construction shall be preformed by experienced and qualified workmen. All work shall be laid plumb, straight, level, square, and true. The Contractor shall set and bond the manhole frame in a full bed of mortar. All manhole steps and miscellaneous items shall be properly bedded. The masonry walls shall be parged on the inside and outside with a %-inch coat of Type S mortar. Wedging or the placing of the shims to secure proper level will not be used in setting of manhole sections. Manholes located in unpaved roads shall be constructed with top of lid located 8 inches below road surface and a concrete reference marker shall be placed at the adjacent right of way line. C. Invert Channels: The invert channels shall be 3/4 the depth of the largest pipe and shall be smooth and semicircular in shape conforming to the inside of the adjacent sewer section. Changes in direction of flow shall be made with a smooth curve of as large a radius as the size of the manhole will permit. Changes in size and grade of channels shall be made gradually and evenly. The invert channels shall be formed directly in the concrete of the manhole base or shall be built up with solid brick and Type S mortar. All upstream pipes (including services) shall have sloped invert channel slides that provide smooth transitions to the downstream invert channel. Invert channel slides shall be the diameter of the entering pipe and be formed as a channel that is at least 3/4 pipe deep. Upstream pipes that enter at the shelf shall have their RECEIVED 02731.10 JAN 16 2013 DC-M-V—TID CITY Rev 1.04 invert channel slides smoothly cast into the shelf with a sloping transition to the downstream pipe invert. The floor of the manhole outside the channels, or slides, shall be smooth and shall slope toward the channels not less than 1 inch per foot nor more than 2 inches per foot. No laser bowl invert manholes shall be permitted. D. Grade Rings: Manhole castings shall be installed to grade using 24 inch inside diameter pre -cast concrete grade rings, or brick grouted in place, for a maximum adjustment of 12 inches. Manhole sections shall be used for greater adjustment, unless approved otherwise. Flat top manholes shall not be adjusted by more than one course of brick. E. Drop Manholes: Inside drop only with minimum 5' diameter. Where sewer lines enter on a grade 30 inches or more above the invert of the discharge line, a drop manhole shall be constructed as directed by the Engineer. The drop or drops, shall be constructed in accordance with the Standard Detail, as shown on the plans, of 316 stainless steel or better excluding pipe with intermediate supports on 30-inch spacing as required. 3.03 CUTTING OF PIPE Cut pipe in a neat manner without damage to the pipe or any fittings or specials. 3.04 ADJACENT FACILITIES A. Water Mains Horizontal and Vertical Separation A. Minimum horizontal separation between gravity sanitary sewer lines and existing or proposed water mains (measured edge of pipe to edge of pipe) shall be 10 feet for PVC pipe. Any deviation from the minimum separation shall involve the water main in a separate trench or on an undisturbed earth shelf located on one side of the sewer at an elevation so the bottom of the water main is at least 18 inches above the top of sewer. B. If it is impossible to obtain proper horizontal and vertical separation as described above or anytime sewer must be laid above a water main, both the water main and sewer main must be constructed of class 350 ductile iron pipe and prepared for pressure testing to 150 psi to assure water -tightness before backfilling. 2. Crossings RECEWED 731.11 JAB' ' 62013 RECEIVED TTCMMHDCITY DCM WILMINGTON, NC NOV 0 12012 Rev 1.04 A. Sewers crossing water mains shall be laid to provide a minimum vertical separation of 18 inches between the bottom of the water main pipe and the top of the sewer pipe. The crossing shall be arranged perpendicularly so that the sewer joints will be equidistant and at least 10 feet from the crossing in each direction. B. When it is impossible to obtain proper horizontal and vertical separation as stipulated above, one of the following methods must be specified: i. The sewer shall be designed and constructed of class 350 ductile iron pipe and prepared for pressure testing to 150 psi to assure water -tightness prior to backfilling, or ii. Either the water main or the sewer line may be encased in a watertight carrier pipe which extends 10 feet on both sides of the crossing, measured perpendicular to the water main. The carrier pipe shall be of materials approved by the CFPUA Engineering staff for use in water main construction. All joints of pipe inside carrier pipe shall be class 350 ductile iron with mega -lug mechanical joints throughout. B. Wells 1. No manhole shall be placed within 100 feet of a well utilized for potable water. 2. No sewer piping shall be placed within 25 feet of a well utilized for potable water. 3. Minimum specifications for sewer piping placed between 25 feet and 50 feet of a well utilized for potable water shall meet or exceed the requirements Class 350, ductile iron with push on joints conforming to ANSI A21.50/A21.51 lined with Protecto 401 ceramic epoxy or approved equal. C. Storm Drains: Provide 24 inches of soil between sewer lines and storm drains. When a 24 inch minimum separation cannot be achieved, use ductile iron pipe and/or structural bridging to provide the required support. The ductile iron pipe shall extend a minimum distance of 10 feet centered at the storm drain. Where sanitary sewer is installed under existing storm drain structures or pipe, flowable fill as approved by CFPUA Engineering staff and N.C. Department of Transportation (where applicable), must be used where proper compaction cannot be obtained. D. Roads and Ditches: Provide 36 inch minimum cover for PVC beneath the roads and ditches. When a roadside ditch is perpendicular to the sewer service, a RECEIVED 02731.12 JAN 16 2013 RECEIVED DCM WILMINGTON, NC DCM-MHD Clry N O V 0 1 2012 Rev 1.04 minimum cover of 24 inch will be allowed. Otherwise construct the sewer of ductile iron pipe or encase the pipe in concrete. 3.05 MINIMUM GRADE (Unless otherwise directed or shown on the plans) A. 4 INCH PIPE: One foot per 100 feet (1.0 percent). B. 6 INCH PIPE: 0.6 feet per 100 feet (0.6 percent). C. 8 INCH PIPE: 0.4 feet per 100 feet (0.4 percent). D. 10 INCH PIPE: 0.28 feet per 100 feet (0.28 percent). E. 12 INCH PIPE: 0.22 feet per 100 feet (0.22 percent) Materials and installation of pipe bedding haunching and backfill shall be in accordance with Section 02220, "Excavating, Grading, Trenching and Backfilling". 3.07 SERVICE CONNECTIONS A. Service Connection: Install at locations shown on the drawings, or as designated by the Owner's representative. Service connections shall consist of wye branch, fittings, cleanout, cast iron box and cover, and pipe, as detailed on the drawings. Set cleanout box on 4 inches of stone. B. A SAMPLING CHAMBER IS REQUIRED ON ALL COMMERCIAL DEVELOPMENTS. When a CFPUA approved grease interceptor is required, the sampling chamber can be removed from the design. 3.08 FIELD QUALITY CONTROL Field inspection, sampling and testing will be performed per Owner's instructions. 3.09 SALVAGE All salvage materials of whatever nature shall be disposed of at the direction of the Engineer. Particularly care must be exercised in handling salvaged materials by the Contractor. 3.10 TESTING A.General: The Contractor shall be responsible for providing all equipment necessary for tests of displacement, deflection, and leakage Tests for deflection and leakage shall be RECEIVED 02731.13 JAN 16 2013 RECEIVED DCM WILMINGTON, NC DCM mm CITY NOV 0 1 2012 Rev 1.04 performed by the Contractor and observed by CFPUA Engineering Staff. Each segment of line shall be tested: 30 days prior to final acceptance of the project, all segments of main and all services shall be camemed in the presence of the Authority's representative at no cost to the Authority. If acceptance is not required, the camera work may still required by CFPUA Inspector. 2. After two (2) paper copies of the as-builts have been submitted to CFPUA. 3. After gravel has been installed on all roadways. 4. After forty-eight (48) hour notice is given to CFPUA Engineering staff. The camera inspection must be performed upon completing of cleaning and potable water introduced into the system to be tested. All defects in the pipeline and appurtenances shall be remedied by the Contractor at no additional expense to the CFPUA and will be reinspected as outlined above. Acceptance of any deviation from these requirements is at the sole discretion of the Authority. B. Test for Deflection: Deflection tests may be performed on all sections of flexible pipe. l . Maximum allowable deflection shall be 5 percent at any point. 2. Deflection shall be measured with a pin -type mandrel "Go/No Go" gauge. The gauge shall be pulled through the pipe by means of a strong cord or cable. Any section of pipe not meeting the 5 percent maximum deflective requirement shall be excavated, backfilled, re -compacted and retested. C. Test for Leakage: All segments of completed line may be tested for leakage by low pressure air test, except that the infiltration test may be used as approved by the Owner's representative. The Authority may choose to camera the pipe. Acceptance of any deviation from these requirements is at the sole discretion of the CFPUA. 1. The Contractor shall remedy all visible leaks in pipes, manholes, and appurtenances. 2. Maximum allowable leakage for the system shall be 0 gallons per inch pipe diameter per linear mile of pipe per 24 hours, including manhole infiltration. No single segment of line (manhole to manhole) shall exceed this requirement. RECEIVED 02731.14 JAN 16 Z013 DCkf-Y9D CITY Rev 1.04 3. Air Testing: Air testing shall be required if, in the sole opinion of the CFPUA, conditions are such that infiltration measurements may be inconclusive. The test shall be conducted in the presence of the CFPUA Engineer and shall conform to the following requirements: a. Test pressure shall be 3.5 psi increased by the ground water pressure above the top of the sewer. b. Pressure loss from 3.5 psi shall not exceed 0.5 psi during the required testing time. C. Testing time in minutes shall be calculated as 0.625 x nominal pipe size (inches). D. Testing Manholes: Each manhole may be tested immediately after assembly and prior to backfilling. 2. All lift holes shall be plugged with an approved Type "S" grout. 3. All pipes entering the manhole shall be plugged, taking care to securely brace the plug from being drawn into the manhole. Unless plugs are mechanically restrained, it is recommended that the plugs are used with a minimum of 2 times safety factor above the test pressure. 4. The test head shall be placed at the inside of the top of the cone section and the seal inflated in accordance with the manufacturers' recommendations. 5. A vacuum of 10 inches (5 psig) of mercury shall be drawn and the vacuum pump shut off. With the valves closed, the time shall be measured for the vacuum to drop to 9 inches. The manhole shall pass if the time is greater than 60 seconds for 48 inch diameter, 75 seconds for 60 inch. 6. If the manhole fails the initial test, necessary repairs shall be made with a non -shrink grout while the vacuum is still being drawn. You shall retest until a satisfactory test is obtained. 7. After the gravity sewers and manholes have been installed and backfilled, the manholes shall be inspected for leakage. No visible leaks will be permitted. E. Test Results: Certified copies of all test results shall be furnished to the Owner and the CFPUA Engineering staff within 1 week after the test. 02731.15 RECEIVED JAN 16 2013 DCM-MHD CITY Rev 1.04 Y PART 4 PAYMENT 4.01 PAYMENT Payment for this section shall be made based on the actual measurement of work at the unit price shown in the contract proposal form. C900/905 unit pipe prices to include all cost associated with installation such as all fittings, adaptors, and specials installed complete in place. RECEIVED 02731.16 JAN 16 2013 DCM-'.VHD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 w Rev 1.04 SECTION 02732 WASTEWATER FORCE MAINS PARTI. GENERAL A. This section covers the installation of wastewater force mains, including pipe, valves and service connections. Excavation, trenching and backfilling are covered in Section 02220: "Excavating, Grading, Trenching, & Backfilling". B. The foreman of the contracting crew must speak fluent English. 1.02 RELATED WORK A. Section 02220: "Excavating, Grading, Trenching, & Backfilling" B. Section 02733: "Wastewater Pumping Station' C. Section 02731: "Gravity Sanitary Sewer System" 1.03 GENERAL 1.04 A. Piping for wastewater force mains: 2-inch force mains shall be SDR21 Casketed PVC. Force mains larger than 2-inch shall be DR 18 PVC. Other piping material only allowed as approved by CFPUA Engineering staff. A. ASTM D2241 - Poly (Vinyl Chloride) (PVC) plastic pipe (SDR-PR). B. ASTM D3139 - Joints for plastic pipe using elastomeric seals. C. ASTM F477 - Elastomeric seals for jointing plastic pipe. D. ASTM D1785 - Poly (Vinyl Chloride) (PVC) plastic pipe, schedules 40, 80 and 120. E. ASTM D2467 - Socket - Type Poly (Vinyl Chloride) (PVC) plastic pipe fittings, schedule 80. PRODUCTS 2.01 Wastewater Force Mains A. Pipe shall conform to requirements of Class 150 (DR18) C900 or class 235 (DR18) C905. Joints shall conform to ASTM D3139 and Gaskets to ASTM F477. B. Mechanical Joint: Suitable for 150 pounds per square inch minimum pressure rating. Fittings and specials shall conform to ANSI/AW WA C153/A2L53. C. Ductile iron pipe shall conform to ANSI/AWWA CI50/A21 AllMq[li�$WA C151/A21.51, Class 350 shall be lined with ceramic epoxy lin Protecto 401 or equal. JAN 1 6 2013 02732.1 "!", O-V1HD MY Rev 1.04 2.02 GATE VALVES A. Iron body, bronze mounted, double disc, parallel seat type meeting the full requirements of AWWA C500, or resilient seated in conformance with AWWA C509 or C515, with a minimum working pressure of 150 pounds per square inch. Valves shall have 2 inch operating nut and open left, and shall have 0-ring seals. Valve ends shall be mechanical joint, unless otherwise shown or specified. Valves shall be manufactured by Mueller, American Darling or Clow Corporation or approved equal. Direct bury of plug valves is not allowed. 2.03 VALVE BOXES AND COLLARS A. Valve Boxes shall be cast iron screw -type adjustment type with flared base. The word "SEWER" shall be cast in the cover. The boxes shall be of such length as will be adapted, without full extension, to the depth of cover required over the pipe at the valve location. Boxes shall be installed over each valve, unless otherwise shown or specified. Valve boxes shall conform to ASTM A48" grey iron castings, class 303. B. Valve box concrete collars: Valve boxes in unpaved areas shall be installed with pre -cast concrete collars. 2.04 PIPE MARKING TAPE A. Tape shall be 3 inches wide, green in color, bearing continuous message "CAUTION SEWER LINE BURIED BELOW." Tape shall be made of plastic or other permanent material with metalized foil core and shall be installed 18" above the installed line. B. A 10 gauge insulated copper wire shall be run continuously along the pipe and shall be securely taped to the water line. All splices in the wire shall be made by use of an underground rated, watertight, and approved splice connector. No twisting of wire ends is permitted. The locator wire shall not be wrapped around the pipe, flanges, bells, valves, or other appurtenances. The locator wire shall be accessible above ground at one thousand feet (1,000') intervals and shall be protected by a cast iron box with cover marked "sewer" with a concrete collar. At valve boxes, the wire shall be brought up on the outside of the box and folded under lid. 2.05 SEWAGE AIR AND VACCUM VALVES A. Air and Vacuum Valve: Combination air release and vacuum valves shall be the long stem and body type designed to keep the valve operating mechanism as free from contact with the sewage as possible. The valves shall allow unrestricted venting or re-entry of air during filling or draining of the force main. Valve shall incorporate two (2) stainless steel floats with stainless steel connecting float RECEIde. All internals shall be removable through the top cover. Valves shall have M" NPT threaded inlet and 1" NPT outlet, with I" blow off connection with 1" JAN 16 2013 02732.2 DC'—J V ID CITY Rev 1.04 blow off valve (gate valve), %" back flushing attachments with''/z" outlet. Valves shall also have outlet and back flushing connections with quick disconnects and 5' of hose. The valve shall satisfactorily withstand hydrostatic pressures of 300 psi. Valves shall be manufactured for use in sanitary sewer. Valves shall be either APCO Valve Series 440 SCAV, or A.R.I. USA Inc. series D-025 SAAR, or approved equal. Valves shall be mounted on McDonald 3800 Series saddle for 10" force mains or smaller, and a full tee with blind flange for force mains larger than 10", with 316G stainless steel or better valve and nipples. B. Air release valves shall be installed where the distance between the low point and high point in the force main exceeds 10 vertical feet. C. Air and Vacuum Valve Manhole: Ring, cover and 5' diameter precast manhole shall conform to the plans and with Section 02731 of these specifications. 2.06 MECHANICAL JOINT RESTRAINT GLAND A. Mechanical joint restraint shall be incorporated in the design of the follower gland and shall include a restraining mechanism which, when actuated, imparts multiple wedging action against the pipe, increasing its resistance as the pressure increases. Flexibility of the joint shall be maintained after burial. B. Glands shall be manufactured of ductile iron conforming to ASTM A536-80. Restraining devices shall be of ductile iron heat treated to a minimum hardness of 370 BHN. Dimensions of the gland shall be such that it can be used with the standardized mechanical joint bell and tee -head bolts conforming to ANSUAWWA A21.11 and ANSUAWWA C153/A21.53 of latest revision. Twist -off nuts shall be used to insure proper actuating of the restraining devices. C. The Mechanical joint restraint device shall have a working pressure of at least 250 psi with a minimum safety factor of 2:1. D. Restraint glands shall be "Mega lug" as manufactured by EBAA Iron, Inc. 2.07 FITTINGS & SPECIALS Fittings and specials shall be class 54 ductile iron, mechanical joint in accordance with ANSUAWWA C111/A21.11, ANSUAWWA C153/A21.53, 150 pounds per square inch pressure rating unless otherwise shown or specified, except that profile of bell may have special dimensions as required by the pipe manufacturer with elastomeric gaskets. Ductile iron fittings and specials shall be lined with ceramic epoxy protecto 401 or equal. RECEIVED JAN 16 2013 02732.3 HCM-MHD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.04 PART 3 EXECUTION 3.01 GENERAL A. Install PVC and ductile iron pipe in strict conformance with AW WA C600 and the recommendations of AW WA Manual of Practice M23. Minimum depth of bury above the top of pipe shall be 36 inches. 3.02 CUTTING OF PIPE A. Cut pipe in a neat manner without damage to the pipe or its lining. 3.03 ADJACENT FACILITIES A. Sewer Lines: Where the location of the sewer pipe is not clearly defined in dimensions on the drawings, the sewer pipe shall not be laid closer horizontally than 10 feet from a water line except where the bottom of the water pipe will be at least 18 inches above the top of the sewer pipe. Where water lines are less than 18 inches above the sewer lines, or cross under sewer lines (must be approved on a case by case basis), the sewer pipe and water pipe for a distance of at least 10 feet each side of the crossing shall be made of ductile iron pressure pipe with no joint located within 8 feet horizontally of the crossing. B. Force mains shall not be laid in the same trench with water lines, gas lines or electric wiring. C. Wells No force main shall be placed within 25 feet of a well utilized for potable water. 2. Minimum specifications for force mains placed between 25 feet and 50 feet of a well utilized for potable water shall meet or exceed the requirements Class 50, ductile iron with push on joints conforming to ANSI A21.50/A21.51 lined with Protecto 401 ceramic epoxy or approved equal. 3.04 PIPE DEFLECTION A. Maximum pipe deflection shall not exceed manufacturer's recommendations. 3.05 JOINTING A. PVC Pipe: Install in accordance with AW WA Manual of Practice M23, modified as necessary by the recommendations of the manufacturer. RYCEIVB Connections between different types of pipe and accessories shall be made with gransition fittings approved by the CFPUA Engineering staff. JAN 16 2013 02732.4 DCM-MAD CITY RECEIVED DCM WILMINGTON, NC Nov 0 1 2012 Rev 1.04 3.06 SETTING OF VALVES AND VALVE BOXES A. Valves and Valve Boxes: Install where shown or directed and set plumb. Valve boxes shall be centered on the valves. Boxes shall be installed over each outside gate valve. Where feasible, valves shall be located outside the area of roads and streets. Earth fill shall be carefully tamped around each valve box to a distance of 4 feet on all sides of the box, or to the undisturbed trench face if less than 4 feet. Valve cover shall be cast with "SEWER" on top. A concrete collar must be installed with all valve boxes in unpaved areas. B. Valves after delivery shall be drained to prevent freezing and shall have the interiors cleaned of all foreign matter before installation. Stuffing boxes shall be tightened and the valve shall be fully opened and fully closed to insure that all parts are in working condition. R111IIIIIIIIItl*l 077lLl v) IL" 14 Quel The plugs, caps, tees and bends deflecting 22-1/2 degrees or more either vertically or horizontally on force mains 4-inches in diameter or larger shall be provided with thrust blocking or "Mega lug" retainer gland at each joint installed per manufacturer's requirements. Blocking shall be placed between solid ground and the fitting to be anchored. Unless otherwise indicated or directed, the base and thrust bearing sides of the thrust blocks shall be poured directly against undisturbed earth. The sides of thrust blocks not subject to thrust may be poured against forms. The area of bearing shall be as shown on the plans or as directed. Blocking shall be placed so that the fitting joints will be accessible for repair. Steel rods and clamps shall be type 316 stainless steel or better. 3.08 POST -CONSTRUCTION CLEANING A. After construction of the force main has been completed and before hydraulic testing is done, the contractor shall clean the inside of the force main by means of pigging or other approved methods. During the cleaning, the force main shall be cleaned free of all foreign growths, slurries, debris or other matter, leaving the inside periphery of the pipe smooth and as free from irregularities as the type of conduit will permit. Any method used must have the ability to negotiate any fabricated mitered bends, short radius elbows, pass -through tees, crosses, and multidimensional pipe sizes and valves. 3.09 HYDROSTATIC TESTS A. General: Where any section of a sewer line is provided with concrete thrust blocking the hydrostatic test shall not be made until at least 5 days after installation of the concrete thrust blocking unless otherwise approved. The method proposed or disposal of wastewater from hydrostatic tests and disinfection shall be submitted to the Owner prior to performing hydrostatic tests. Use clean potable water for all testing of lines. B. Pressure Test: Pressure test in strict cc and AWWA Manual of Practice for pressure shall be 100 psi and test press accepted (ONLY Hydrostatic testing is 02732.5 nan{ ' u AWWA C600, Section 4.1 . For p ses of testing, working uu�all bO. l 1 50 2 p3. Air testing will not be 013 1 RECEIVED DM-MxDCITY DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.04 C. Leakage Test: Test for leakage concurrent with the pressure test and in strict conformance with AWWA C600, Section 4.2 and AWWA Manual of Practice M23. Remedy all visible leaks and locate and repair leakage in lines which exceed the specified amounts. 3.10 FIELD QUALITY CONTROL A. Field inspection, sampling and testing will be performed per Owner's instructions. PART 4 PAYMENT 4.01 PAYMENT Payment for this section shall be made based on the actual measurement of work at the contract unit price. RECENED JAN 16 2013 DCM-MHD CITY 02732.6 RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.02 SECTION 02733 WASTEWATER PUMP STATIONS WITH SUBMERSIBLE PUMPS PART1 GENERAL 1.01 WORK INCLUDED A. This section gives the requirements for installation of a standard duplex submersible pump stations including valves, pumps, controls, piping and circular wetwell. B. Pumps and pump mounting rails shall be by the same manufacturer so as to insure suitability and assurance of experience in matching the equipment together and to insure single source responsibility for the equipment. C. Non-standard Designs shall meet any additional CFPUA Engineering requirements not included in this section. 1.02 RELATED WORK A. Section 02220 - "Excavating, Grading, Trenching and Backfilling" B. Section 02732 - "Wastewater Force Mains" C. Division 16 - All Sections 1.03 REFERENCES A. ASTM D1785 - Poly (Vinyl Chloride) (PVC) Plastic Pipe. B. ASTM D2467 - Socket - Type Poly (Vinyl Chloride) PVC plastic pipe fittings, schedule 80. C. ASTM C478 Precast Concrete Manhole Risers and Tops. PART PRODUCTS 2.01 PIPING AND VALVES A. Piping: Pump Station pipe and fittings shall be Class 350 ductile iron conforming to ANSI/AWWA CI50/A21.50, all flanged inside station structures and mechanical joint outside station structures, all as shown in the plans. B. Plug Valves: All valves shall be of the non -lubricated eccentric type with resilient faced plugs and shall be furnished with flanged joint connections. Port areas for valves through 20" shall be minimum 80% of full pipe area and port areas of 24" and larger valves shall be minimum 70% of full pipe area. q RECEIVED Valve pressure ratings shall be 175 PSI through 12" and 150 PSI through 72". JAN 16 2013 RECEIVED 02733.1 DCM WILMINGTON, NC IDCM•MAD CITY Nov o 1 2012 Rev 1.02 Each valve shall be given a hydrostatic and seat test with test results being certified by the specifications. Certified copies of proof -of -design test reports shall be furnished as outlined in AWWA C504-80, Section 5.5. All valves 8" and larger shall be equipped with gear actuators. All gearing shall be enclosed in a semi -steel housing and be suitable for running in a lubricant with seals provided on all shafts to prevent entry of dirt and water into the actuator. The actuator shaft and the quadrant shall be supported on permanently lubricated bronze bearings. Actuators shall clearly indicate valve position and an adjustable stop shall be provided to set closing torque. All exposed nuts, bolts and washers shall be type 316 stainless steel or better. Valves and gear actuators for buried or submerged service shall have seals on all shafts and gasket on the valve and actuator covers to prevent the entry of water. Actuator mounting brackets for buried or submerged service shall be totally enclosed and shall have gasket seals. All exposed nuts, bolts, springs and washers shall be stainless steel. Valves 6" and smaller shall be quarter -turn. All vaulted valves shall have flanged joint connections with 4" hand wheel and non -rising stem. Valve bodies shall be of cast iron (ASTM 126 Grade). Bodies in 3" and larger valves shall be furnished with a welded overlay seat of not less than 90% pure nickel in accordance with AWWA C507 Section 7.2. Seat area shall be raised, with raised surface completely covered with weld to insure that the plug face contacts only nickel. Valves utilizing resilient seats attached to the body shall not be acceptable. As per AWWA C-504-80 Section 325.3 and AWWA C507-73 Section 7.2, sprayed or plated seats are not acceptable, nor shall screwed -in seats be acceptable. Plugs shall be cast iron (ASTM 126 Grade B). The plug shall be of one piece construction and shall be capable of withstanding the full pressure rating of the valve without the use of additional structural reinforcing ribs that extend beyond the profile of the plug itself. Plugs shall be resilient faced with hypalon suitable for use with chemical applications. Plugs with cast inlays shall not be acceptable. Valves shall be sleeve type metal bearings conforming to AWWA C504-80, Section 3.6 and AWWA C507.73, Section 8. Bearings shall be of sintered, oil impregnated and permanently lubricated type 316 ASTM A743 Grade CF-8M or AISI Type 317L stainless steel in''/2" - 24" sizes. Non-metallic bearings shall not be acceptable. Valve shaft seals shall be of the multiple V-ring type and shall be externally adjustable, repackable without removing the bonnet or actuator from the valve, and repackable under pressure. Shaft seals shall conform with AWWA C504-80, Section 3.7 and AWWA C507-73, Section 10.2. Valves utilizing o-ring seals or non-adjustable packing shall not be acceptable. All exposed nuts, bolts, springs, RECEiI�Qshers, etc., shall be type 316 stainless steel or better for buried and above ground valves. JAN 16 2013 02733.2 RECEIVED DCM-MxDcrry DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.02 DeZurik (figure 118) eccentric plug valves and actuators shall be the basis for design or approved equal. C. Check valves shall be suitable for mounting in the horizontal or vertical position, Class 30 cast iron, bronze mounted, swing check valves designed for 175 psi differential pressure. All materials in contact with liquid shall be resistant to sanitary sewage. Provide with Class 125, ANSI B16.1 flanged connections. Hinge shaft shall be 316 or better stainless steel. Valve shall be provided with a weighted lever for water hammer prevention. Valves shall be manufactured by Mueller or equal and furnished by the pump manufacturer. 2.02 SUBMERSIBLE PUMPS AND LIFT OUT SYSTEM A. General: Pump stations shall be mounted and capable of pumping raw, unscreened sewage without clogging. Pumping units shall be automatically and positively connected to the discharge piping when lowered into place on a guide rail system, requiring no bolts, nuts or fasteners to seal pump watertight to discharge piping. Furnish combination support base and discharge elbow, guide rail assembly, access cover, lift chains, heat sensors and seal failure probes. Heat sensing units shall be embedded in the motor winding in order to trip the starter if the motor overheats. Pumps shall be supplied by Myers or by a manufacturer that has produced wastewater pumps for at least 5 years and manufacturers the pumps in the U.S. and has a repair facility located within 250 miles of the Owner. The Engineer shall select pumps, impellers and motor from a list of Cape Fear Public Utility Authority approved pumps. B. Pump Performance: 1. Supply submersible pumps with the operating parameters as specified in the plans or within the contract documents at least meeting minimum design condition with a whole size impeller to be approved by the owner, 1800 RPM maximum speed, being able to pass a minimum of a 3 inch solid. C. Pump Construction Materials of Construction. Furnish unit components meeting or exceeding the following material specifications. (a) Pump Case Cast Iron - ASTM A48 Class 30A Motor Housing Cast Iron - ASTM A48 Class 30A Impeller Cast Iron - ASTM A48 Class 30A Motor & Pump Shaft Stainless Steel - ANSI Series 300 or 400 Wear Ring Corrosion and Wear Resistant Materials "O" Rings Buna-N or Nitrile Rubber or Neoprene (b) Coat all cast-iron parts with corrosion resi t p�TUp JAN 16 2013 02733.3 DCM-MAD CITY Rev 1.02 2. Pump Design. Provide pumps capable of handling raw, unscreened sewage. Pump and Motor shall be explosion -proof. Design pump to allow for easy removal without requiring entering the wet well and without requiring bolts, nuts or other fastenings to be disconnected. Install pump unit to discharge connection with a simple downward motion without rotating. Provide necessary sliding guide bracket and discharge connection which when bolted to the floor of the sump and to the discharge line will receive the pump discharge connecting flange without need of adjustment, fasteners, clamp, or similar devices. No portion of the pump shall bear directly on the floor of the wet well. Provide watertight sealing between pump discharge and elbow. 3. Impeller. Provide non -clog type dynamically balanced impeller. Provide wear ring as necessary to assure efficient sealing between volute and impeller. Impeller diameter to be a whole size approved by the owner. 4. Discharge Connection and Guide Rails. Permanently install discharge connection elbow in wet well along with discharge piping. The discharge piping shall have a polyethylene spacer installed between the supporting U-bolt clamps and the discharge piping. The polyethylene shall be 1/8 inch thick, UltraPoly or equivalent, and extend a minimum of 1 inch above and below each U-bolt. Provide sliding guide bracket integral to pump unit. The entire weight of the pumping unit shall be guided by guide rail(s) and press tightly against the discharge connection elbow. The guide rail(s) shall not support any portion of the weight of the pump. Provide corrosion -resistant 316 or better stainless steel schedule 40 guide rails and stainless steel lifting chains. Chains to be of sufficient strength to lift pumps from sump and shall be of sufficient length to extend 4' above access hatch with pumps in place. Furnish guiding rail assembly and the discharge flange assembly of non -sparking components. Guide rail base shall be anchored with diameter 3/4 inch x 4 inch 316 or better stainless steel anchor bolts. 5. Shaft Seal. Seal shaft with double mechanical type seal running in an oil - filled chamber. The lower seal between the pump and oil chamber shall contain one stationary and one rotating tungsten -carbide ring. The upper seal between the oil sump and motor housing shall contain one stationary ceramic or tungsten -carbide ring and one rotating carbon ring. All metal parts of seal to be type 316 stainless steel or better. Provide seals requiring neither routine maintenance nor adjustment, but capable of being easily inspected and replaced. Hold each interface in contact by its own spring system. RECEIVED 6. Motors. Provide motor of totally submersible design, as specified in the JAN 16 2013 RECEIVED 02733.4 DCM WILMINGTON, NC DCM-MAD CITY Nov 0 1 2012 Rev 1.02 plan or within the contract document, constructed with epoxy or poly -seal encapsulated windings, oil or air -filled, with Class F Insulation and rated for continuous duty operation. Motor shall be 3 phase, 60 cycle, with a 1.15 service factor. Provide motor of adequate horsepower to operate pump at any point on its curve without overload or operation in the SF. Insure motor is capable of running dry for extended periods without damage to motor or seal. Each motor shall be equipped with sufficient length of type SEOW power cable to reach the control panel without splices. Control cable where required shall also be type SEOW when available, capable to withstand pull of 300 pounds to meet UL requirements. Cable shall be double sealed and sized for the motor horsepower. D. Lift Out System: Each pump shall be installed and removed conveniently from its support - discharge elbow by manually lifting pump with 316 stainless steel or better chain lift, along 316 stainless steel or better standard weight pipe guide system, supported at the top by an upper guide bracket and at the bottom by the support elbow. The weight of the pump shall compress a gasket or bear against an accurately machined fitting to seal the mating surfaces against leakage when seated. Pump manufacturer shall provide all type 316 or better stainless steel external fasteners and adjusting bolts, stainless steel anchor bolts, stainless steel guide rail(s), rail support bracket, lift chain sized for the required load. Lift out system shall be of latest design and pump manufacturer. 2.03 WET WELL A. Wet well shall be precast concrete manhole conforming to ASTM C478 with tops and base sections as shown on the drawings. Joints between sections shall be tongue and groove with elastomeric gaskets. Provide aluminum ladder as shown on drawings. Connections for jointing pipe to the manhole shall conform to ASTM C923. All fasteners, wedge anchors, bolts, hooks, etc. shall be type 316 stainless steel or better, no mild steel will be allowed in wet well or valve vault. A support grip shall be supplied and installed for each float and power cord. Support grip shall be "Hubbell' closed mesh series 024-17-XXX approximately sized for each cord. B. Basin Cover: Single leaf lockable with matching eye and padlock, raintight aluminum hatch of size and dimension as shown on drawings and in any event must allow unrestricted maintenance access for pump retrieval and reset. Hatches shall be manufactured by Halliday Products, Inc. or equal. C. Manufacturer shall core drill or cast all openings greater than 2 inches diameter through the pump station walls and provide an approved elastomeric boot, sleeve or adapter for connecting sewers and force main indicated on the drawings. D. Concrete compression strength shall be 5,000 psi at 28 d n UKkn= waU thickness shall be 5 inches for 5 foot diameter, 6 inches for of diameter and .1 JP 6 2013 02733.5 DCM-MHD CITY Rev 1.02 inches for 8 foot diameter sections. Provide minimum 3/4 inch cover over all steel reinforcing. Base section shall include a F extended base unless otherwise specified. E. Wet well top shall be set a minimum of T above 100 year flood elevation. F. The Pump Station shall be accessible via a service access road that is constructed at a minimum of 2 feet above the 100 year flood elevation. G. Interior of wetwell shall be coated with Zebron 386, Duramar 1030 as manufactured by Sewerkote or equal as approved by CFPUA Engineering staff. Coal tar epoxy linings or Raven Lining Systems are not acceptable. The lining shall be applied after the wetwell has been installed. The interior surface or the wetwell shall be clean, dry, and free of all oil, grease, or other contaminants as required by the manufacturer of the lining product. 2.04 STANDBY GENERATOR SLAB A. Generator slab shall be a minimum of 10' X 7' concrete slab, minimum 12 inches thick, with #4 rebar set at 12 inches on center, each way, and also 1/3 of the height of the slab, as measured from ground elevation and with compressive strength of 5,000 psi at 28 days, with a rectangular opening at one end for all required electrical conduits, and capable of supporting a 7,000 IV, 40 kW emergency generator, minimum, and sized accordingly for any required larger generators. 2.05 CONTROL PANEL A. General: Control panel shall consist of a circuit breaker and magnetic starter for each pump motor and a liquid level control system with all components mounted in one common enclosure. The controls assembly shall provide means to operate each pump manually or automatically. When operated in the automatic mode, the control assembly shall provide a means to manually select or automatically alternate the position of the "lead" and "lag" pump after each pumping cycle. Power supply shall be voltage as specified in the plans or within the contract documents, 3 phase, 4 wire as shown. Control voltage shall be 120 volt, I phase. B. Enclosure: The electrical control equipment shall be mounted within a NEMA type 4X dead front enclosure, molded of fiberglass reinforced polyester resin or equivalent. The enclosure shall have quick release latches and a hasp assembly for padlocking. Control compartment shall incorporate a removable back panel on which control components shall be mounted. Back panel shall be secured to enclosure with collar studs. The back panel shall be heavy gauge steel or white painted steel painted with heavy duty epoxy enamel after fabrication. All external hardware, hinges, etc., shall be non-metallic or 300 series stainless steel with a RECENIMimum of 36 inches separation between the bottom of enclosure and top of concrete slab. The slab shall be minimum 12 inches thick, with #4 rebar set JAN 16 209 RECEIVED 02733.6 DCM WILMINGTON, NC DCM-MR[) CITY NOV 0 1 2012 Rev 1.02 inch on center, each way and also 1/3 of the height of the slab, as measured from ground elevation and shall be minimum compressive strength of 5,000 psi at 28 days. C. Operation: A float switch type liquid level control system shall control operation of the pumps according to level variations. The system shall actuate pump motors on an alternating "lead -lag" basis with independently adjustable lead pump and lag pump start levels. One pump motor shall be actuated when wet well liquid rises to a pre-set "lead pump start" level, and shall be shut down when wet well liquid has been pumped down to the pre-set "stop" level. After the lead pump motor has been actuated and the liquid continues to rise and reaches the preset "lag pump start" level, the second pump motor shall be actuated and both pump motors shall continue to operate until the wet well liquid falls to the preset "stop" level. A high level float switch shall energize a local alarm light if the wet well level reaches a preset maximum. An additional high level float shall provide a normally open contact for a telemetry signal. Levels shall be set at elevations as shown on the drawings. D. Float Switches: Provide five sealed mercury float switches for each duplex lift station to control the two pumps and annunciate high wet well level. Switches shall be enclosed within solid polyurethane floats and suspended in the wet well by Type SO neoprene cable containing No. 18 AWG minimum stranded copper conductors. A sealed, corrosion resistant weight shall be attached to the support cable above the float to hold the switch in place. E. Components: All motor branch circuit breakers and motor starters shall be Square "D" or app. equal, securely fastened to the removable back panel with screws and lock washers. Back panel shall be tapped to accept all mounting screws. Self tapping screws shall not be used to mount any component. 1. A magnetic molded case circuit breaker shall be furnished for each pump motor and accessory load. Each circuit breaker shall be FAL/KAL MAG guard ( or app. Equal) series and adequately sized to meet the pump motor operating conditions and shall have a symmetrical RMS interruption rating of at least 10,000 amperes. 2. An open frame, across the line, NEMA rated, magnetic motor starter shall be furnished for each pump motor. Starters shall be suitable for addition of at least two front mounted auxiliary contacts. Starters sizes "0" or "00" are not permitted. Power contacts shall be double breaker and made of cadmium oxide silver. Motor starter contacts and overload relays shall be easily replaceable without removing the motor starter from its mounted position. Overload relays shall be of the block type utilizing melting alloy type spindles and shall have visual trip indication with trip free operation. Overload reset push buttons shall be located on the exterior of the inner panel. Starter coil voltage shall be 120 volts. The motor wire terminations at motor starter shall be set screw x 1MvfW each conductor. BAN -3 02733.7 DCM-MRD CITY Rev 1.02 Pump mode, lead -lag, and alarm selector switches shall be oil tight, Hand - Off -Automatic type to permit over ride of automatic level control and manual actuation or shutdown of either pump motor. Operation of pumps in manual mode shall bypass all safety shutdown circuits except pump motor overload shutdown and phase monitor contacts. Switches shall be oil -tight, providing three switch positions, each of which shall be clearly labeled according to function. 4. Provide a two stage pump sequence selector switch to permit override of the automatic alternator by manual selection of the lead and lag pump positions. Switch positions shall be "TEST", "LEAD," and "AUTO" and spring load left return to center. 5. Panel indicators shall be oil -tight, heavy duty LED's. Provide a green "running" lamp for each pump. Controller indicator lamps shall be 120v full voltage transformer type SQD (or app. equal). 6. Motor starter relays shall be enclosed general purpose relays with 8 pin plug-in bases and contacts rated at 120 VAC, 80 percent P.F., 10 amperes. 7. The panel shall be supplied with a properly sized control power circuit breakers. 8. A weatherproof, corrosion -resistant, 20 amp, duplex utility GFI receptacle providing 120 volt power shall be flush mounted on the side of the enclosure. The device shall be Hubbell #8300 with a Daniel Woodhead #60W33 cover with a non-metallic receptacle box on inside of enclosure to protect from accidental contact with receptacle. 9. A non-resettable running time meter measuring hours and tenths of hours of operation up to 99,999.9 hours shall be furnished for each pump motor. 10. A high level alarm light shall be installed on the exterior of the lift station. The fixture shall be heavy duty vaportight, weatherproof type with 100 watt clear lamp and red polycarbonate lens. The lamp shall flash approximately 30 times per minute when energized. The audio alarm device shall be weatherproof vibrating type AC horn. Minimum output at 10 feet shall be 95 decibels. When energized, the horn shall operate. An alarm reset pus -button shall be provided to reset the alarm once the condition has been corrected. 11. High Temperature Shutdown: Each control panel shall be equipped with pump high temperature shutdown system. Each pump shall be famished with a thermal overload. In a high pump temperature condition, the control shall de -actuate the pump motor. 12. Seal Failure Alarm: Each control panel shall be equipped with a pump RECENED seal failure alarm system. Each pump shall be furnished with a moisture sensor and indicator lamp. If moisture is detected in the pump housing, JAN 1 6 2013 the seal failure panel indicator lamp corresponding to the pump that experienced the condition shall be energized. RECEIVED 02733.8 DCM WILMINGTON, NC nclvrMxDci Nov 0 1 2012 Rev 1.02 13. Provide a 3 phase, 4 wire lightning arrester for each control panel connected to the incoming power terminal block. Arrester shall be Square D Model J9200-9A or equal by General Electric or Joslyn. 14. All switches, pilot lights, control devices, major components, etc., shall be clearly labeled according to function with engraved plastic lamicore plates, black with white core. Minimum letter size shall be 1/8 inch. 15. All other components necessary for a completely operable system performing the functions required shall be supplied. F. Operating Controls and Instruments: All operating controls and instruments shall be securely mounted in such a manner that any or all standard options specified may be added without rearrangement of existing controls and instruments. All controls and instruments shall be clearly labeled to indicate function. G. Wiring: All wiring workmanship and schematic wiring diagrams shall be in compliance with applicable standards and specifications for industrial controls set forth by the Joint Industrial Council (JIC), National Machine Tool Builders Association (NMTBA), National Electrical Code (NEC), Division 16 of these specifications and other pertinent electrical codes and standards. All motor circuit wiring from the distribution block to the circuit breaker and to the motor starter shall be THHN stranded copper. All control circuit wiring shall be MTW 14 ga. tinned red, white, and green. All conductors shall be copper, color coded and clearly numbered at each end in conformance with applicable schematic wiring diagrams, and of adequate size to safely carry required electrical loads. All control wires shall be marked using T&B Shur code sleeve markers. All wires on the back panel shall be contained in wire troughs with removable covers to facilitate field repairs and addition of optional/additional components. Splices shall not be used on any wires. H. Shop drawings adequate for control panel fabrication, installation and maintenance shall be submitted and approved prior to manufacture. Drawings shall include an elementary control (ladder) diagram, interconnection wiring (schematic) diagram, interior and exterior panel component layout drawings, component catalog cuts and Contractor's installation drawings. The ade�D shop drawings shall be determined solely by the Owner. 2.06 EQUIPMENT JAN 16 2013 A. Pressure Gages: Pressure gages shall be furnished for installation aye below. They shall be 3 inch minimum diameter, glycerin filled wills m e steel case. Bourdon tubes shall be stainless steel, 1/4 inch NPT male bottom connection, stainless steel rack and pinion movement micro -adjustment for calibration, white dials and black figures, and threaded ring case. Gages shall read in feet of head. Gages shall be furnished with stainless steel diaphragm, factory mounted. Gages shall be installed with Type 316 or better stainless steel nipples, no shorter than 2 inches, and tee handle cock. Gant�ll I V E D 02733.9 DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.02 manufactured by U.S. Gage, a Division of Ametek, Inc., Sillersville, PA, Crosby - Aston Valve Co., Wrentham, MA, or equal. Pressure Gages Required: Location - Pump Discharge Range - 0-140 feet B. Discharge flow meter: The contractor shall provide one (1) Digital Doppler Flow Meter located five (5) times the pipe diameter downstreatm of the pump station. The flow meter is to be DDFXD2-AINA-N Digital Doppler Flow Meters with DT940050-N000-N Sensors and sufficient cable to reach the control panel. C. Station Padlocks: The Contractor shall provide six (6) resemble combination padlocks. They shall be double locking, solid brass case, and have nickel -plated shackles. They are to be Master No. 175-LH or Corbin No. 436. They are to be included with the lump sum price with each pump station. PART 3 EXECUTION 3.01 SHOP DRAWINGS AND O&M MANUALS A. General: The Contractor shall submit six (6) sets of shop drawings certified prints, literature and cuts to the Owner for all pumping equipment, control panels and accessory materials for review and approval. Certified pump curves shall be provided showing total dynamic head versus flow, efficiency, brake horsepower, NPSH required by pump, and minimum submergence required over pump suction. Furnish four (4) sets of operations and maintenance (O&M) manuals for each pump station's pumping equipment. O&M Manual shall be indexed and shall contain spare parts list, installation instructions, lubrication instructions, operating instructions, and repair and service manual for each pump furnished. All manuals must be specific for all equipment furnished. Generic manuals will not be allowed. B. Contractor shall provide any special tools specific to the equipment provided which is needed to perform maintenance and as recommended by the equipment manufacturer. 3.02 INSTALLATION A. General: The Contractor shall receive, handle and store all equipment and materials to be installed, being careful to prevent any damage during transport and storage. All equipment stored shall be protected from weather in a manner recommended by the manufacturer. RECEivEb All equipment shall be handled and installed in accordance with written instructions and approved shop drawing details of the manufacturer and as JAN 16 2013 RECEIVED 02733.10 DCM WILMINGTON, NC DAM-mmcny NOV 0 1 2012 Rev 1.02 required by the drawings. Anchor bolts shall be carefully placed in exact position using template or other approved method. Aluminum access door frame, where to be in contact with concrete, shall be shop primed or field coated with zinc chromate, or equal, primer immediately upon delivery to the job. 2. If the Contractor determines that existing conditions do not permit proper installation, he shall immediately notify the Engineer. 3. Pipe work shall be carefully assembled and placed so as not to put strain on the pumping equipment and support elbow. All joints shall be gasketed gradually and evenly tightened watertight. Pipe work will be tested in accordance with these specifications. All pipelines through walls of station shall be installed absolutely watertight, showing no visible signs of seepage or infiltration. 4. Conduit/wiring shall run directly between equipment with no horizontal bends. B. The Contractor shall provide all recommended lubricants for start-up of each item of equipment. C. All pumps, control panels and accessory equipment shall be installed in strict accordance with the manufacturer's instructions and good practice in a workmanship manner. All quick disconnect pumps shall be retrieved and reset to demonstrate proper installation for each pump station and witnessed by a representative of Cape Fear Public Utility Authority Engineering Department. 3.03 START-UP SERVICES AND TESTING A. The pumping manufacturer shall provide the services of a representative for a minimum of five (5) days to provide start-up and follow up advisory service, including O&M instructions to the operating personnel. Representative shall schedule at least two separate trips for these services. The Owner shall be notified when manufacturer's representative is to be at the work site one week in advance to be present during start-up of equipment. B. Pump Test: Secure from the pump manufacturer performance of following inspections and tests on each pump before shipment from factory: 1. Impeller, motor rating and electrical connections shall t R> d for compliance with the job requirements. rJA N 16 2013 2. Motor and cable insulation test for moisture content to insulation defects shall be made. DCM-MHDCITY, 3. Prior to submergence, run pump dry to establish correct rotati o��11d mechanical integrity. R EE � 1 V E D 02733.11 DCM WILMINGTON, NC NOV o 1 2012 Rev 1.02 4. Run pump for 30 minutes submerged, a minimum of six (6) feet under water. 5. After operational test No. 4, Perform insulation test (No. 2) again. Seal pump cable end with a high quality protective covering to make it impervious to moisture or water seepage prior to electrical installation. Test pumps, motors, and controls in operation in accordance with the standards of the Hydraulic Institute. Certified records of the test shall substantiate the operation of the equipment at the design head, capacity, and horsepower as specified. C. LEAKAGE TESTING Prior to testing, wet well shall be coated per Section 2.03G. 2. Conduct a visual inspection of concrete wet wells and valve vaults. Repair all visible and detectable leaks. 3. Leakage Testing for Wet Wells. Wet wells shall be leakage tested prior to backfilling by the following procedures: (a) Temporarily plug all wall sleeves, piping entrances, and other openings during test period. (b) Fill structure to overflow level. (c) Allow to stand for a minimum of four (4) hours. (d) Refill to overflow level. (e) Allow to stand for 24 hours. (f) Examine exterior surfaces and joints for leakage. Measure drop in surface water. (g) Allowable leakage is a drop of Y2 inch or less during the test period and no visible signs of leakage. (h) Repair all visible and detectable leaks. If leakage exceeds the allowable limit, the structure shall be repaired by method approved by the Engineer. PART 4 PAYMENT 4.01 Payment Payment for this section shall be made based on the lump sum price shown in the contract proposal form. Partial payment may be considered at the sole discretion of the owner and the engineer. RECEIVED C�. JAN 16 2013 02733.12 RECEIVED DCM-MHDCI7Y DCM WILMINGTON. NC NOV 0 1 2012 Rev 1.01 SECTION 02760 RESTORATION OF UNDERGROUND PIPELINES 1.01 RESTORATION OF DRAINAGE PIPE: The Contractor is to replace all damaged drainage pipe with new drain pipe. Note: Any drain pipe removed as a result of construction activities that is in acceptance condition shall be reused in the restoration of drainage facilities. Existing drainage pipe that is not suitable for reuse as determined by the Engineer shall be replaced for the price of material only, as indicated by the unit price found on the Bid Form. If the replacement drainage pipe is not of the sizes or material found in the Bid Form, the Contractor shall replace the pipe for price of material only. Contractor is to provide invoices to satisfaction of Engineer for the cost of material. Any drain pipe damaged as a result of Contractor's actions shall be replaced at Contractor's expense. Payment: No separate payment will be made for Restoration of Underground Pipelines. All costs incurred by the contractor for this work should be included in the unit price or lump sum price for the item of work to which it pertains. RECEIVED JAN 16 2013 DCM-MHD CITY 02760.1 THIS PAGE IS INTENTIONALLY LEFT BLANK Rev 1.01 SECTION 02761 SANITARY PIPELINE REHABILITATION PART 1 GENERAL 1.01 Scope A. The work covered by this section of the specifications includes the furnishing of all labor, tools, equipment and materials, and performing all operations in connection with the lining of existing sewer with a continuously extruded jointless & seamless polyethylene deformed pipe liner. The polyethylene deformed pipe liner will be as specified herein. The work shall also include complete maintenance of all wastewater flows, reopening of service wyes or tees, removal of protruding service connections, etc. When completed, the formed liner should extend from end - to -end of the section being lined in a continuous jointless, seamless, tight -fitting pipe -within -a - pipe as specified herein. 1.02 Product Handling A. All materials (polyethylene deformed pipe liner, etc.) shall be accompanied by test reports certifying that the material conforms to the ASTM listed herein. Materials shall be shipped, stored, and handled in a manner consistent with the written recommendations of the manufacturer. Storage locations shall be approved by the Owner and Engineer. 1.03 Submittals A. The following submittals shall be made in accordance with the General Conditions as supplemented. 1. Letter to Engineer stating that the Contractor has viewed the television inspection videotape and that the sewer is clean enough to ensure an effective rehabilitation lining. 2. Contractor's description of all equipment and materials to be used during rehabilitation lining. 3. Contractor's description of his proposed rehabilitation lining methodology. B. Brochures shall be submitted for all items to be furnished in accordance with the provisions of the General Conditions as supplemented. Submittals shall include information on the deformed polyethylene liner intended to be utilized. 1.04 Safety A. The Contractor shall conform with all work safety requirements of pertinent regulatory agencies, and shall secure the site for the working conditions in compliance with the same. The Contractor shall erect such signs and other devices as are necessary for the safety of the work site. B. The Contractor shall also perform all of the work in accordance with applicable OSHA standards. Emphasis shall be placed upon the requirements for entering confined spaces and working with steam. RECEIVED RECEIVED JAN 16 2013 Ji 3 02761.1 DCM-MHD CITY Dr%4-N9gD CITY Rev 1.01 1.05 Measurement and Payment A. Measurement and payment for work described in this section will be made in accordance with the provisions of the section identified as Measurement and Payment. PART 2 MATERIALS 2.01 Liner A. Deformed/Reformed Polyethylene Pipe shall be made from polyethylene resins and it shall comply with the cell classification ASTM D-3350, 345434C, D or E for High Density Polyethylene (HDPE). The installed liner pipe shall also meet these material cell classifications. B. In addition, the product material shall meet the ASTM F1533, Standard Specification for Deformed Polyethylene (PE) Liner and ASTM 1606, Standard Practice for Rehabilitation of Existing Sewers and Conduits with Deformed Polyethylene (PE) Liner. C. The minimum length of the liner pipe shall be that deemed necessary by the installer to effectively span the distance from the starting manhole to the terminating manhole or access point, unless otherwise specified. No butt fusion joints are permitted from the starting manhole to the terminating manhole. D. The liner shall have an initial Standard Dimension Ratio (SDR) of no more than 40. After installation, the Standard Dimension Ratio and liner thickness will vary slightly as determined by the actual inside diameter of the host pipe. The continuous length liner shall have passed an independent 10,000 hour long term buckling test to establish a 50 year design life for the liner product utilized. E. Material and Equipment Acceptance 1. At the time of manufacture, each lot of liner shall be inspected for defects and tested in accordance with ASTM D2837 and D-1693. At the time of installation, the liner shall be homogeneous throughout, uniform in color, free of cracks, holes, foreign materials, blisters, or deleterious faults. 2. For testing purposes, a production lot shall consist of all liner having the same marking number. It shall include any and all items produced during any given work shift and must be so identified as opposed to previous or ensuing production. F. Marking 1. Liner shall be marked at 5-foot intervals or less with a coded number which identifies the manufacturer, SDR, size material, date, and shift on which the liner was extruded. 2. At the end of the production shift during which a production lot has been extruded, the marking code on the liner shall be changed to indicate that said time intervals have elapsed and then a new production shift has begun. RECEIVED JAN 16 2013 t: 02761.2 DCM-MHD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.01 G. Chemical and Physical Testing The Engineer may at any time direct the manufacturer to obtain compound samples and to prepare test specimens in accordance with ASTM D-1928. These specimens shall comply with the minimum property values shown below with the applicable ASTM requirements. ASTM Test Material Property Method Value HDPE Tensile Strength (break) D-638 4,500 psi HDPE Tensile Strength (yield) D-638 3,000-3200 psi HDPE Impact Strength D-256A 3.0 ft-lb/in HDPE Flexural Modules D-790 110,000-160,000 psi H. The Contractor shall furnish, prior to use of the lining materials, satisfactory written guarantee of his compliance with the manufacturer's standards for all materials and techniques being used in the deformed lining process. The Contractor shall provide certified test results for approval by the Engineer, from the manufacturer, that the material conforms with the applicable requirements. Material not complying with requirements shall be rejected. PART EXECUTION 3.01 Installation of Liner A. General 1. The Contractor shall insure the cleanliness of the existing sewer prior to insertion of the liner. All debris and obstruction shall be removed. The Contractor shall submit a letter stating that the sewer is clean enough to ensure an effective lining. Installation of the liner shall not begin until the Contractor has approval from the Engineer. Approval from the Engineer cannot be given until the Contractor has established an operational method to bypass flow. Once the lining process has begun, wastewater flow shall be maintained until the lining is totally formed and all service connections have been reopened. 2. The liner shall be constructed of a material which, when installed, shall provide a jointless and continuous structurally sound liner able to withstand all imposed static, dynamic and hydrostatic loads on a long-term basis. B. Design Requirements 1. The following design requirements must be met by the Contractor for his method of construction: a. The rehabilitation of the sewer main shall be performed without the need for excavation, demolition of existing structures, and be able to re-establish user lateral services without excavation and minimize the disruptions to neighboring homes and traffic. Excavation for point repairs or emergencies shall be permitted, but only as required and directed by the Engineer, with the necessary approvals. b. The rehabilitated sanitary se shl#o significant reduction of infiltration. JAN 16 2013 RECEIVED 027 DCM WILMINGTON, NC DCM-MHD C1rY N O V 0 1 2012 Rev 1.01 C. The submitted pipe lining method shall have sufficient structural strength to support all dead loads, live loads, and ground water load imposed with the assumption that the existing pipe cannot share any loading or contribute to structural integrity of the liner. d. The liner shall provide the least possible thickness or decrease in pipe diameter to meet the strength and other design requirements of this section. C. Preparation of Existing Sewer for Liner Prior to any lining of a pipe so designated, it shall be the responsibility of the Contractor to remove internal deposits from the pipeline and to clean each section of pipe of all foreign material as specified under Section 3.01.A.1. 2. Inspection of pipelines shall be performed by experienced personnel trained in locating breaks, obstacles, and service connections by closed circuit television. The interior of the pipeline shall be, carefully inspected to determine the location and extent of structural failures. The location of any conditions which may prevent proper installation of lining materials into the pipelines shall be noted so that these conditions can be corrected. The Contractor shall locate and designate each service connection to be reinstated after lining. A video tape, and suitable inspection logs shall be kept for later reference by the Contractor. Television inspection shall be in accordance with the section identified as 3.10, Testing, in Section 02731, gravity sanitary sewer system. 3. The Contractor, when required, shall provide for the transfer of flow around the section or sections of pipe that are to be lined. The by-pass shall be made by diversion of the flow from an existing upstream access point and pumping the flow into a downstream access point or adjacent system. The pump and by-pass lines shall be of adequate capacity and size to handle the flow. The proposed by-passing system shall be submitted for review and approval in advance by the Engineer and the Owner. 4. The approval of the by-passing system in advance by the Engineer shall in no way relieve the Contractor of his responsibility and/or public liability. 5. It shall be the responsibility of the Contractor to clear the line of obstructions such as solids, protruding branch connections or broken pipe that will prevent the insertion of the liner. A high speed rotating hydraulic cutter shall be used to cut protruding service laterals, severely offset joints (if possible), roots, concrete or other obstructions in the pipe. The cut shall be made as flush as possible with the wall of the pipe to be restored, and the debris shall be pushed down the pipe to the downstream manhole. If inspection reveals an obstruction that cannot be removed by conventional cleaning equipment, the Contractor shall notify the Engineer and the cleaning effort shall be abandoned. The Contractor shall propose an alternate method to remove the obstruction and submit same to Engineer for approval. The cost for this alternate method shall be mutually agreed to by the Contractor and Owner. The Contractor shall confirm that the sewer is clean enough to ensure an effective lining. The line segment shall not be lined until approved by the Engineer. RECEIVED JAN 16 2013 RECEIVED 02761.4 DCM WILMINGTON, NC DOM-NIHI)CITY NOV 0 1 2012 Rev 1.01 D. Installation of Liner A cable shall be strung through the existing pipe to be rehabilitated and attached to the liner through an existing manhole or access point. The liner shall be pulled through the existing manhole and through the existing pipe by this cable. Care shall be taken not to damage the deformed pipe during the installation. Appropriate sleeves and rollers shall be used to protect the liner. 2. When the deformed pipe liner is in place, it shall be cut and the processing manifolds (pipe end closing assembly used for heat and pressure control within liner) shall be attached in and secured at both pipe ends. The instruments shall be attached to the deformed pipe at both ends. 3. Liner Forming a. Through the use of steam and air pressure, the deformed pipe shall be reformed to conform to the existing pipe wall. The deformed pipe shall be pressurized up to 14.5 psi and water condensate from the pipe shall be exhausted from the pipe, valves shall be gradually closed to build up pressure. b. Heating shall be gradually increased by raising the steam generator input in increments until a maximum of approximately 26 psi is reached. This maximum shall be determined according to the liner pipe size. Controlling temperature at the end of the pipe and on its surface shall be up to 185 degrees F but not less than 176 degrees F where warranted. The manufacturers Installation Guide may supersede these noted directions if field conditions warrant. 4. Cool -Down a. The Contractor shall cool the reformed pipe in accordance with the approved manufacturer recommendations. b. Gradual transition shall be made from the heating to cooling process. Cooling shall be done without pressure interruption and with either water or air. As cooling progresses, the pressure level shall be maintained for a period of another 15 to 30 minutes or longer if determined by the Contractor's operating engineer. When the temperature reaches cooling temperature of 100 degrees F and extended pressure maintenance is completed, the processing shall be finished. The equipment may then be disconnected. C. Temperatures and pressures shall be monitored and recorded throughout the installation process to ensure that each phase of the process is achieved at the approved manufacturer's recommended temperature and pressures levelICgRCp manufacturer's specifications guidelines. T 5. Finish f JAN � 6 a. The finished lining shall be continuous over the entire length of an i ron run and be as free as commercially practicable from visual defects sMY uch ass inclusions, pinholes and delamination. The lining shall be impervious and free of any leakage from the pipe to the surrounding ground or from the ground to inside, the lined pipe. RECEIVED 02761.5 DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.01 b. Any defects which will or could affect the integrity or strength of the linings shall be repaired at the Contractor's expense, in a manner approved by the Owner and Engineer. C. The beginning and end of the new polyethylene pipe shall be sealed to the rehabilitated pipeline. The sealing material shall be compatible with the polyethylene pipe and shall provide a watertight seal. 3.02 Testing of the Liner A. The watertightness of the liner shall be gauged throughout the forming process. Once completely formed, the liner may be subjected to a positive hydrostatic head above that of the groundwater in the presence of the Engineer. Any leaks shall be repaired and retested to the satisfaction of the Engineer. B. If due to broken or misaligned pipe at the access point, the lining fails to make a tight seal, the Contractor shall apply a seal at that point. A seal shall also be applied at the edge of the liner and a previous manhole insert. This shall be done after the liner has been formed and section through the manhole has been cut open. The seal shall be of a mixture compatible with the pipe. C. After the liner has been formed, the Contractor shall reconnect the existing service connections. This shall be done without excavation and in the case of non -man entry pipes, from the interior of the pipeline by means of the television camera and a cutting device that re-establishes them to not less than 90 percent capacity. Where holes are cut through the liner, they shall be neat and smooth in order to prevent blockage at service connections. 3.03 Final Acceptance A. After installation of the liner and reinstatement of service connections, the Contractor shall perform a TV inspection in the presence of the Owner's Representative. A radial view TV camera shall be used. The finished liner shall be continuous over the entire length of the installation. The liner shall be free of significant visual defects, damage, deflection, holes and the like. Reinstated service connections shall be neat and smooth. 3.04 Clean -Up A. After the liner installation has been completed and inspected, the Contractor shall clean up the entire project area and return the ground cover to grade. All excess material and debris not incorporated in the permanent installation shall be disposed of by the contractor in accordance with State and Federal laws and regulations. The project area affected by the Contractor's operations shall be reinstated. 3.05 Warranty A. The liner shall be certified by the manufacturer for specified material properties. The manufacturer shall warrant the liner to be free from defects in raw materials for one year from the date of delivery. The Contractor shall warrant the liner installation for a period of one year. During the Contractor warranty period any defects which affect the integrity or strength of the pipe shall be repaired at the Contractor's expense in a manner mutually agreed by the Owner and RMMICE9tractor. JAN 16 2013 RECEIVED 02761.6 DCM WILMINGTON, NC DC.Nvy_rD CrrY N 0 V 0 1 2012 Rev 1.01 B. If a liner fails to reform, the Contractor shall be required to remove the failed liner at no additional cost. This shall include but not be limited to all material, excavation, backfilling, cutting, concrete, pipe, shoring, temporary pavement, permanent pavement permits and other incidental work required to remove the liner from the existing pipe. If removal is not feasible, or if removal will cause more harm than acceptable to the host pipeline, alternatives may be proposed by the contractor to the engineer for review and approval. The integrity of the existing pipe where the liner was removed shall be rehabilitated by installing another liner or if this procedure is not feasible by installing a new pipe section. There shall be no direct payment for this work. RECEIVED JAN16/L3 DCM-MHD Cn Y RECEIVED DCM WILMINGTON, NC 02761.7 Nov o 1 2012 THIS PAGE IS INTENTIONALLY LEFT BLANK Rev 1.01 SECTION 02900 LANDSCAPING 1.01 General: The contractor shall be responsible for providing all labor, materials, tools, equipment, topsoil, fertilizer, lime and seed necessary for restoration and stabilization of areas disturbed under this contract. All areas disturbed, whether in street rights -of -way, permanent easements or temporary construction easements shall be restored by the contractor upon completion of backfilling. Within temporary construction easements, the contractor may be required to restore original structures, decorative vegetation, grass seed and shrubbery removed to as near the original condition as possible and to the approval of the engineer. 1.02 Submittals: The contractor shall submit the names and composition of the fertilizers, sod and seed mixtures and mulch type to the Engineer prior to initiation of restoration activities for review and approval. 1.03 Materials: The contractor shall use the following materials on the project unless otherwise approved by the engineer. 1.03.1 Topsoil: Top soil shall be a natural, fertile, friable, productive soil from naturally well drained areas in the immediate vicinity with a PH between 5 and 9. It shall not contain any substances that may be harmful to grass growth. Topsoil which has been stockpiled from trenching or excavations may be used provided it meets the above requirements. Topsoil delivered to the site in a frozen or muddy condition shall be rejected. 103.2 Seed: The seed shall have 97% purity and 90% germination guarantee. All seed must meet the requirements of the North Carolina Department of Agriculture. Bags shall be labeled to describe the composition, purity, germination, and the presence of restrictive or prohibited agents. Damp or moldy seed will be rejected. The contractor shall be required to either seed or sod disturbed areas as to provide a grass stand equivalent to that existing prior to the disturbing activities without additional compensation. 103.3 Fertilizers: Fertilizer shall be 10-10-10 or equivalent of uniform, free -flowing granules. The fertilizer shall be delivered to the site in the original containers labeled with contents and producer's name. The Engineer may require additional or a different fertilizer based on seed performance or soil test. Part 103.4 Lime: The dolomitic lime shall consist of ground agriculture limestone containing not less than 85% of combined calcium and magnesium carbonates with 60% passing a #60 mesh sieve and 95% passing a # 10 mesh sieve. Part 103.5 Mulch: Mulch shall consist of small grain straw or other acceptable material, and shall have been approved by the Engineer before being used. All mulch shall be reasonably free from mature seedbearing stalks, roots, or bulblets of Johnson Grass, Nutgrass, Sandbur, Wild Garlic, Wild Onion, Bermuda Grass, Crotalaria, and Witchweed, and free from an excessive amount of restricted noxious weeds as defined by the North Carolina Board of Agriculture at the time of use of the mulch, and also there shall be compliance with all applicable State and Federal domestic plant quarantines. Straw mulch that is matted or lumpy shall be loosened and separated before being used. 103.6 Jute Netting and Staples: Jute mat shall be cloth of a unifornffrR&EQeave of undyed and unbleached single jute yard, 48 inch in width plus or minus I inch and weighing an average of 1.2 pounds 3 02900.1 DCM-MHD C17y Rev 1.01 per linear yard of cloth with a tolerance of plus or minus five percent (5"/o), with approximately 78 warp ends per width of cloth and 41 weft ends per linear yard of cloth. The yard shall be of a loosely twisted construction having an average twist of not less than 1.6 turns per inch and shall not vary in thickness by more than one-half of its normal diameter. Staples for anchoring soil stabilization matting shall be made of 12 to 20 inch lengths of No. 8 plain wire. 103.7 Asphalt Binding Material: The asphalt binding material for anchoring mulch shall consist of emulsified asphalt per North Carolina Department of Transportation specifications. 103.8 Water: Water shall be potable, free of contents which could retard grass growth. Part 4 Preparation of Disturbed Areas 104.1 Uncultivated Areas: All uncultivated areas that are disturbed by the pipe laying operation shall be restored to good condition with similar materials as original. Restoration includes, but is not limited to, asphalt, paint stripes, concrete, curbs, culvert pipe, mailboxes and signs. Areas shall be cleaned and surplus materials removed. Natural areas shall be graded to final grade, limed, fertilized, seeded and mulched as required and as described in 02900 Part 4.2 Cultivated Areas, except no topsoil application is required. Wetland areas are to be restored with original vegetation or with plants of same species as specified by the regulating authority. Topsoil will not be required on road shoulder adjacent to uncultivated areas except in those areas where suitable erosion ground cover is unattainable through seeding. 104.2 Cultivated Areas: A. General: Existing seeded and/or planted areas disturbed by construction shall be dressed with topsoil, fertilized and seeded. Furnish and apply soil conditioners and seed as specified. Excess stone from construction activities left on private property or rights -of -way shall be removed by the Contractor, at his expense, to prevent damage to maintenance equipment and operations. B. Topsoil: After approval of rough grading, the Contractor shall place the topsoil on all cultivated areas damaged by his operations, except for road shoulders adjacent to undeveloped and uncultivated areas. Topsoil shall be at least four (4) inches deep. All topsoil from stripping which is not used at the job site shall be removed from the site and deposited as requested by Owner. C. Soil Conditioners: Lime and fertilizer shall be spread and thoroughly worked into the top 4 inches of soil at the rates of 3,000 Ibs/acre and 1,000 Ibs/acre, respectively. Then the soil shall be raked until the surface is finely pulverized and smooth and shall be compacted with rollers, weighing not over 100 pounds per linear foot of tread, to an even surface conforming to the prescribed lines and grades. D. Seeding: RECEIVED JAN 16 2013 RECEIVED 02900.2 DCM WILMINGTON, NC 1JCM- gDC1TY NOV 0 1 2012 Rev 1.01 Seeding shall be done when weather conditions are approved as suitable. If there is a delay in seeding, during which weeds grow or soil is washed out, the Contractor shall remove the weeds or replace the soil before sowing the seed, without additional compensation. Immediately before seeding is started, the soil shall be lightly raked. Seed shall be sown during the following dates at the following pound per acre rates. On a calm day and preferably by machine, but if by hand, only by experienced workmen. Hydroseeding may be permitted. 1) For soils with good moisture retention from February 15 to April 30 or September 1 to October 31. Seed with 80 lbs. tall Fescue, 50 lbs. unhulled Common Bermuda Grass, 40 lbs. Kobe Lespedeza. 2) For soils with poor moisture retention from April 1 - July 15, seed with 50 lbs. unhulled Common Bermuda Grass, 5 lbs. Centipede Grass and 10 lbs. German Millet. 3) Temporarily seeding all other times (to be reseeded at the first available date listed in 1 or 2 above), 120 lbs. rye (grain), 50 lbs. Kobe Lespedeza. Seed shall be raked lightly into the soil to a depth of 1/4 inch and rolled with a roller weighing not more than 100 pounds per linear foot of tread. Wherever poor germination occurs in areas larger than three (3) square feet, the Contractor shall reseed, roll, and water as necessary to obtain proper germination. The Contractor shall water, weed, cut and otherwise maintain and protect seeded areas as necessary to produce a dense, healthy rowth of perennial lawn grass. E. Mulch: All seeded areas shall be mulched unless otherwise indicated in the Special Provisions or directed by the Engineer. Grain straw may be used as mulch at any time of the year. If permission to use material other than grain straw is requested by the Contractor and the use of such material is approved by the Engineer, the seasonal limitations, the methods and rates of application, the type of binding material, or other conditions governing the use of such material will be established by the Engineer at the time of approval. Mulch shall be applied within 36 hours after the completion of seeding unless otherwise permitted by the Engineer. Care shall be exercised to prevent displacement of soil or seed, or other damage to the seeded area during the mulching operations. Mulch shall be uniformly spread by hand or by approved mechanical spreaders or blowers which will provide an acceptable application. An acceptable application will be that which will allow some sunlight to penetrate and air to circulate, but also partially shade the ground, reduce erosion, and conserve soil moisture. Mulch rate shall be 2 tons per acre. When there are seasonal limitations on seeding or when other weather or erosion conditions make it desirable to mulch in advance of seeding, the Engineer may direct that mulch be applied after the application and incorporation of limestone into the seedbed, and the fertilizer and seed then applied later through the mulch in proper season or under more favorable weather conditions. Mulch shall be held in place by applying a sufficient amount f�lt or other approved binding material to assure that the mulch is properly held in place. a rate an method of application of binding JAN 1 6 iC!3 RECEIVED 02900.3 DCM WILMINGTON, NC DM-M1m c1Tr N 0 V 0 1 2012 Rev 1.01 material shall meet the approval of the Engineer. Where the binding material is not applied directly with the mulch, it shall be applied immediately following the mulch application. During the application of asphalt binding material, or other approved binding materials which may cause damage, adequate precautions shall be taken to prevent damage to traffic, structures, guardrails, traffic control devices, or any other appurtenances. The Contractor shall either provide adequate covering or change methods of application as required to avoid such damage. When such damage occurs, the Contractor shall repair it, including any cleaning that may be necessary. The Contractor shall take sufficient precautions to prevent mulch from entering drainage structures through displacement by wind, water, or other causes and shall promptly remove any blockage to drainage facilities which may occur. 104.3 Jute Netting A. Site Preparation: Jute netting shall be required on all slopes greater than 2 to I slope, and wherever specified on drawings. Shape and grade the waterway, channel, ditch, or area to be protected as required by the drawings and specifications. Remove rocks, clods over 1-1/2 inches in diameter, sticks and other material that will prevent contact of the matting with the soil surface. B: Lime, Fertilizer and Seed: Lime, fertilize and seed in accordance with the applicable seeding standard (Part 4.2 C&D) except when placing jute -matting one-half of the seed may be applied prior to laying the matting and the remaining seed applied after laying the matting. C. Installing Netting: The Contractor shall start laying the matting from the top of the channel or slope and unroll downgrade so that one edge of the strip coincides with the channel center. Lay a second strip parallel to the first on the other side of the channel and allow at least a 2-inch overlap for jute matting. If one roll of matting does not extend the length of the channel, continue downhill with additional rolls. The Contractor shall secure the matting by burying the top end of jute strips in a trench 4 inches or more deep. Tamp the trench full of soil. Reinforce with a row of staples driven through the jute about 4 inches downhill from the trench. These staples should be about 10 inches apart. Then staple the overlap in the channel center. These staples should be 3 to 4 feet apart. The outside edges may be stapled similarly at any time after the center has been stapled. Closer stapling along the sides is required where concentrated water may flow into the channel. Succeeding strips of matting, farther down the channel or slope, are secured in a similar manner. Strips of matting on the swale slopes should be laid and secured as above to a height of 3 feet above base of swale. Where one roll of jute matting ends and another roll begins, the end of the top strip overlaps the trench where the upper end of the lower strip is buried. Make the overlap at least 4 inches and staple securely. D. Erosion Stops: g RECEIVED Pk JAN 16 2013 02900.4 RECEIVED DCM WILMINGTON, NC DCM-MHD CITY NOV 0 1 2012 Rev 1.01 At any point, jute matting may be folded for burying in slit trenches and secured as were the upper ends. This checks water flow and erosion that may begin under the matting. It also gives improved tie -down. The procedure is recommended on the steeper slopes of sandy soil and gentler slopes subject to seepage. Spacings vary from 25 to 100 feet as required by the Engineer. E. Diversions: Where diversions outlet into the waterway, the outlet should be protected with matting used in the same manner as in the main channel. The matting for the outlet is laid first so that matting in the main channel will overlap the outlet strip. F. Matting Soil Contact: The Contractor shall assure that between matting and soil is obtained by rolling after laying, stapling and seeding are complete. Perfect contact is vital to keep water flow over, not under, the matting. G. Inspection: After job completion, the Contractor shall make sure the matting is in contact with the soil at all places and that critical areas are securely stapled down. 105.1 Inspection and Acceptance: At the beginning of the next planting season after that in which the permanent grass crop is sown, the seeded areas will be inspected. Any section not showing dense, vigorous growth at that time shall be promptly reseeded by the Contractor at his own expense. Restoration shall be acceptable when the grass has grown at least 1" high with 85% coverage; provided that no bare spots larger than 10 square feet exist. Payment: No separate payment will be made for Landscaping. All costs incurred by the contractor for this work shall be included in the unit price or lump sum price for the item of work to which it pertains. RECEIVED JAN 16 %t'3 RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 THIS PAGE IS INTENTIONALLY LEFT BLANK Rev 1.01 SECTION 03200 CONCRETE REINFORCEMENT Part 1 General 1.01 Scope. This section gives requirements for concrete reinforcement. Coordinate the requirements of this section with Sections 02520, 03300. 1.02 Reference Standards: The latest edition of reference standards listed below form a part of this specification and are applicable to this project. A. American Society for Testing and Materials ASTM A 615, "Deformed and Plain Billet -Steel Bars for Concrete Reinforcement. ASTM A 185, "Specification for Welded Steel Wire Fabric for Concrete Reinforcement. B. American Concrete Institute ACI 315, "Manual of Standard Practice for Detailing Reinforced Concrete Structures" ACI 318, "Building Code Requirements for Reinforced Concrete" C. Concrete Reinforcing Steel Institute CRSI 163, "Recommended Practice for Placing Reinforcing Bars" CRSI 165, "Recommended Practice for Placing Bar Supports, Specifications, and Nomenclature" 1.03 Submittals: A. Certificates. Submit the manufacturer's certificates giving the properties of steel proposed for use. List the manufacturer's test number and heat number, chemical analysis, yield point, tensile strength and percent elongation. Also identify on the certificates the proposed location of the steel in the work. B. Bill of Materials. Submit bills of materials to be reviewed with shop drawings. C. Shop Drawings 1. Submit shop drawings according to Division 1, General Requirements. Show reinforcement fabrication, bar placement location, splices, spacing and bar designation, bar type, length size, bending number of bars, and other pertinent information, including dimensions. Information must correspond directly to data listed on the bill of material. 2. Provide sufficient detail to permit placement of reinforcement without use of design drawings. Reproduction of design drawings for use as shop drawings will not be allowed. Begin fabrication of reinforcing steel after shop drawings have been reviewed by the Engineer. 3. - Refer to ACI reference for detailing, locopn, yJWL qftEplicing etc. of reinforcing steel to be shown on shop drawings. RECEIVED JAN 16 2013 DCM WILMINGTON, NC 03200. DCM•MHD N O V 0 1 2012 CtTY Rev 1.01 1.04 Handling and Storage: Store steel reinforcement above the ground on platforms, skids or other supports. Protect reinforcing, as far as practicable, from mechanical injury, surface deterioration and rusting caused by exposure to the weather. Part 2 Products 2.01 Reinforcement: A. Deformed Bars. Use deformed bars conforming to ASTM A 615, including supplementary requirement S1, grade 60, except that stirrups and ties shall be grade 40. B. Marking. Clearly mark all bars with waterproof tags showing the number of bars, size, mark, length, and yield strength. Mark steel with the same designation as the member in which it occurs. Key marks to the concrete placement number as designated in the concrete placement sequence shown on the drawings. C. Welded Wire Fabric. ASTM A 185, electrically -welded wire fabric of cold -drawn wire. Provide gage and mesh size as shown. 2.02 Tie Wire_ Use 18-gage annealed steel for tie wire. 2.03 Accessories: Provide chairs, riser bars, ties and other accessories made of plastic or metal, except as otherwise specified. Where concrete surfaces are exposed to the weather in finished work provide concrete or plastic accessories only. Use of galvanized or plastic -tipped metal is not permitted in these locations. A. Expansion Joint Filler. Performed bituminous type conforming to ASTM D 994 or can fiber asphalt impregnated type conforming to ASTM D 1751. Provide 3/4 inch thick filler unless otherwise shown. B. Joint Sealing Compound. Catalytically blow asphalt type. Gulf Seal No. 622 Special C-B Asphalt Joint and Crack Filler as manufactured by Gulf States Asphalt Company, Inc., Houston, Texas, or approved equal. Use Gulf States Asphalt Company Primer No. 207, or approved equal for priming joints before pouring. C. Bonding Agent. A.C. Horn Products, "Thiopoxy 62'; Sika Corporation, "Colma Bonding Compound'; or Permajile Corporation, "Uniweld"; or approved equal. D. Bond Breaker. 30-pound asphalt saturated felt. Part 3 Execution 3.01 Notification: Notify the engineer at least 24 hours before concrete placement so that reinforcement may be inspected and errors corrected without delaying the work. Part 4 Payment_ No separate payment will be made for work performed under this section. RECEIVED JAN 16 2013 DCM-MHD CITY 03200.2 RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.01 SECTION 03300 CAST -IN -PLACE CONCRETE 1.01 General: Concrete shall consist of a mixture of Portland cement aggregates and water, proportioned in accordance with the requirements of this specification. Admixtures shall be included with these primary ingredients only when specifically authorized. Special Precautions in Freezing Weather: 2.01 Frozen Aggregates: Frozen aggregates or aggregates containing lumps of frozen material shall be thawed before using. 2.02 Work in Freezing Weather: When the temperature falls below thirty-two (32) degrees Fahrenheit, all the materials which enter into the construction of concrete work of any kind are to be thoroughly heated and used while hot. This shall be accomplished by heating the aggregates and water with which the concrete is mixed. As soon as the concrete is placed, it is to be protected from frost, either by backfilling or covering with hay, straw or some similar substance, to a depth of at least one (P) foot. A covering of canvas or boards will not be sufficient, but where steam is available and it is practical to cover all exposed concrete with canvas and introduce steam under the canvas, it will be deemed a sufficient protection. When the temperature falls to or below thirty-five (35) degrees Fahrenheit, no concrete work of any kind is to be done except by special permission of the Engineer, and then strictly according to his directions. Concrete shall be deposited on frosted or frozen subgrade. Proportions and Consistency: In proportioning concrete materials one (1) bag (sack) of cement shall be considered as being one (1) cubic foot volume and ninety-four (94) pounds weight. 3.01 Aggregates: The weight per unit volume of the aggregates shall be based on dry and rodded weights determined in accordance with ASTM C-29 latest revision. 3.02 Water: Total or maximum water shall be considered as that including added water absorbed (surface) water in the aggregates. Water shall be measured by volume or weight. The device for the measurement of water shall be readily adjustable under all operating conditions and shall be accurate to one-half (%2%) percent or less. 3.03 Cement: Cement shall be measured by weight when bulk cement is used and where in hatching it is necessary to use a portion of a bag. Otherwise for bag cement, the bag weight of ninety-four (94) pounds may be used. Cement shall not be weighed in the same batch box as the aggregates, but a separate scale shall be used. 3.04 Admixtures: Powdered admixtures shall be measured by weight and liquid admixtures by weight or volume. 3.05 Weighing Hoppers & Scales: Scales utilized in proportioning shall be either springless dial, multiple beam type, or solid-state digital strain gauge transducer type. Scale gradations shall be no greater than: Aggregate Scales 301bs. Cement Scales 6 lbs. RECENED Water Scales 6 Ibs JAN16- 033 DcM-M1m c1Tv RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Rev 1.01 All scale indicators shall be enclosed against moisture and dust. Weighing equipment shall be insulated against vibration and movement of other operating equipment in the plant. When the entire plant is running, the scale reading at cut-off shall not vary more than I % for cement, 1 % for water, 1 1/2% for any size of aggregate, nor 1 % for the total aggregate in any batch. 3.06 Consistency: The consistency of the concrete shall be determined by the slump test, hereinafter referred to, and said mixes shall be of the consistency required by the Engineer; but the ratio of fine aggregate to total aggregate shall be maintained as shown in Table I. Mixing and Delivery: All concrete under this specification shall be machine mixed, where the volume to be placed is equal to or greater than (1) cubic yard. Hand mixing may be allowed where the volume to be placed is less than (1) cubic yard. 4.01 Misers: Mixers shall be stationary or truck mixers and shall conform with ASTM C-94 latest revision. The mixer drum shall be of adequate size to accommodate the maximum batch and shall be rotated at the rate specified by the manufacturer. The mixer shall be equipped with an automatic timing device to prevent discharge of the concrete until the specified mixing time has elapsed. In lieu of an automatic timing device, the Contractor may elect to use a stop watch in the hands of a reliable worker. 4.02 Mixing Time: The minimum mixing time for batches of one (1) cubic yard capacity or less shall be one (1) minute; for larger capacity of mixes this mixing time shall be increased at the rate of one-half (%) minute for each cubic yard or fraction thereof additional capacity. The mixing time shall be measured from the time that all of the materials and one-half (%z) of the water are in the drum. The water shall not be added faster than consuming ten (10) complete drum revolutions. 4.03 Central Plant Ready Mix Concrete Delivery: Central Plant Ready Mix Concrete shall be delivered to the work site at the specified consistency in watertight containers in which segregation will not take place and from which the concrete can be discharged freely. 4.03.1 Delivery Period: Central Plant Ready Mix Concrete shall be delivered to the work site and pouring begun within a period of one and one half (1 %,) hours after the introduction of mixing the water to the dry materials. 4.03.2 Cold Weather Delivery: Concrete delivered in out of door temperature lower than forty (40) degrees shall arrive at the work having a temperature of not less than sixty (60) degrees F., nor greater than one hundred (100) degrees F. 4.04 Hand Mixing: Hand mixing shall be permitted when the amount of concrete required for any job is less than one (1) cubic yard. Hand mixed concrete shall be mixed on a watertight platform or in a mortar box in batches not to exceed 1/3 cubic yards each. The aggregate shall first be spread in a uniform layer over which the required quantity of cement shall be evenly distributed. The entire batch shall be turned with shovels until the ingredients are thoroughly blended before adding the water. After adding the proper amount of water, the batch shall again be turned with shovels until a uniform consistency is obtained. Methods of hand mixing which allow the loss of mixing water will not be permitted. Inspection: Proper facilities shall be provided for the inspection and sampling of concrete at the mixing plant, loading plant, and place of delivery. The manufactureshaTlafford the inspector, without charge to the CFPUA, all reasonable facilities for RECEIVED JAN 16 2013 DCM WILMINGTON, NC 03300.2 Nov 0 1 2012 DCM-MAD C17'Y M Rev 1.01 securing samples to determine if the concrete is being furnished in accordance with the requirements of this specification. All inspection and sampling shall be so conducted as not to interfere unnecessarily with the manufacture and delivery of the concrete. 6.01 Handling and Placing Concrete: No concrete shall be used which does not reach its final position in the forms within one (1) hour after water is first added to the mix, except when concrete is continually agitated, when the time may be extended to one and one-half (1 %) hours. Concrete shall be placed so as to avoid segregation of the materials and the displacement of the reinforcement. The use of long chutes for conveying concrete from the mixer will be permitted only on written authority of the Engineer. In case an inferior quality of concrete is produced by the use of chutes, the Engineer may order discontinuance of their use and the substitution of a satisfactory method of placing. Open troughs and chutes shall be of metal or metal lines; where steep slopes are required, the chutes shall be equipped with baffle boards or be in short lengths that reverse the direction of movement. All chutes, troughs and pipes shall be kept free from coatings of hardened concrete by thoroughly flushing with water after each run; water used for flushing shall be discharged clear of the concrete already in place. Concrete shall not be dropped a distance of more than five (5) feet, and special care shall be taken to fill each part of the form by depositing the concrete as near final position as possible. The coarse aggregate shall be worked back from the face and the concrete forced around the reinforcement without displacing the bars. After initial set of the concrete, the forms shall not be jarred and no strain shall be placed on the ends of the projecting reinforcement. Concrete shall be compacted by continuous working with a suitable tool or by vibrating the forms in a manner acceptable to the Engineer; the mortar shall be flushed to the surface by the use of a suitable spading tool. If puddling cannot be done because of the obstruction of reinforcement or other cause, compacting shall be accomplished by vibrating the form in a manner satisfactory to the Engineer. Concrete shall be placed in horizontal layers not more than twelve (12") thick, except as hereinafter provided. When less than a complete layer is placed in one operation, it shall be terminated in a vertical bulkhead. Each layer shall be placed and compacted before the preceding batch has taken initial set to prevent injury to the green concrete and avoid surfaces of separation between the batches. Each layer shall be compacted so as to void the formation of a construction joint with a preceding layer which has not taken initial set. When placing of concrete is temporarily discontinued, the concrete, after becoming firm enough to sustain its form, shall be cleaned of laitance and other objectionable material to a sufficient depth to expose sound concrete. To avoid visible joints as far as possible upon exposed faces, the top surface of the concrete adjacent to the form shall be smoothed with a trowel. Where a "Feather Edge" might be produced at a construction joint, inset form work shall be used to form the preceding layer so that the thickness of the edge shall be not less than six (6") inches. Work shall not be discontinued within eighteen (18") inches thick, in which case, if permitted by the Engineer, the construction joint maybe made at the underside of the coping. Construction joints shall be placed across regions of low shearing stress, in locations which will be hidden from view to the greatest possible extent, and at only the locations shown on the plans or as directed by the Engineer. All concrete shall be placed so as to be properly finished and curing begun during the daylight hours. At no time shall concrete be placed which will require the finishing, etc., to be performed by artificial light. Paving operations shall be as scheduled by the Engineer. Finishing and Curing of Concrete: 7.01 Finishing: Concrete for curb, curb and gutter, sidewalk and driveways shall have a broomed finish. This finish shall be accomplished as follows: The surface shall be screened and tamped with a special tool to force the coarse aggregate away from the surface, floated to bring the surface to the required finish level, steel -troweling to an even smooth surface and brooming with a fibre -bristle brush. The surface shall be of uniform texture. RECEIVED JAN 16 1-3 RECEIVED 0 0.3 DCM WILMINGTON, NC DCM-MHD crrY N 0 V 0 1 2012 Rev 1.01 7.02 Curing: Curing shall be accomplished by preventing loss of moisture, rapid temperature change, and mechanical injury or injury from rain or flowing water for a period of 7 days when normal Portland cement has been used or 3 days when high -early -strength Portland cement has been used. Curing shall be started as soon after placing and finishing as free water has disappeared from the surface of the concrete. Curing may be accomplished by any of the following methods or combination thereof, as approved. 7.02.1 Moist Curing: Uniformed surfaces shall be covered with burlap, cotton, or other approved fabric mats, or with sand and shall be kept continually wet. Forms shall be kept continually wet and if removed before the end of the curing period, curing shall be continued as on uniformed surfaces, using suitable materials. Burlap shall be used only on surfaces which will be unexposed in the finished work and shall be in two layers. 7.02.2 Waterproof -Paper Curing: Surfaces shall be covered with waterproof paper lapped 4 inches at edges and ends and sealed with masting or pressure -sensitive tape not less than 1 %, inches wide. Paper shall be weighted to prevent displacement, and tears and holes appearing during the curing period shall be immediately repaired by patching. 7.02.3 Membrane -Curing Method: The entire exposed surfaces shall be covered with a pigmented membrane -forming curing compound approved by the Engineer. The curing compound shall be applied in two coats by hand operated pressure sprayers at a coverage of approximately 200 square feet per gallon for both coats. The second coat shall be applied in a direction approximately at right angles to the direction of application of the first coat. The compound shall form a uniform, continuous, coherent film that will not check, crack, or peel and shall be free from pinholes or other imperfections. Concrete surfaces to which membrane -curing compounds have been applied shall be adequately protected for 7 days from pedestrian and vehicular traffic and from any other action which might disrupt the continuity of the membrane. Any area covered with curing compound and damaged by subsequent construction operations within the 7-day curing period shall be resprayed at no additional expense to the CFPUA. 8.01 Table I - Recommended Proportions of Aggregates Ratio of Fine (*) to Total Aggregate on Maximum Size of Coarse Basis of Dry, Compacted Columns, Aggregate - Inches Measured Separately Minimum Maximum 3/8" 0.55 0.70 3/4" 0.40 0.60 1" and over 0.30 0.50 (*) Note: The finer the sand, the lower will be the percentage required. Part 9 Table II - Concrete Proportions and Strength Requirements Min. Comp.11Rtelob Type Max. Water Min Cement per Concrete Sq.In. At of Gals. Per Bags per 1 Lb. JAN 16 2013 RECEIVED 03300.4 DCM WILMINGTON, NC DM-" Derry NOV 0 1 2012 w Rev 1.01 Classification Construction Bag Cement Cubic Yard 28 Days AA Reinforced Piles, Thin Walls Light Structural Members 5 %2 6 3/4 4000 A Reinforced Retaining Walls, Sewers, except Cradles, Side- walks, Driveways and Curbs 6 3/4 5 3/4 3000 B Retaining Walls non Rein- forced, Cradles for Sewers 7'/2 5 1/4 2500 C Additional Foundation, Mass Work Not Exposed to the Weather, Trench Paving 8 1/4 4 1/4 2000 Section 10.0 Sampling and Testing: All sampling, curing and testing of Portland Cement concrete shall be in accordance with the current ASTM designation applicable to each case as listed in the subsections. Not less than three cylinders shall be taken for testing at any one time. Unless otherwise directed by the Engineer, three cylinders shall be taken for breaking at seven days and three cylinders taken for breaking at twenty-eight (28) days from each batch to be tested. The cost of concrete for samples is to be considered incidental testing company. The Owner will pay the costs of the initial tests. Any retests will be paid by the Contractor. 10.1 SAMPLING FRESH CONCRETE: C172 - Latest Revision 10.2 OBTAINING DRILLED CORES: C42 - Latest Revision 10.3 MOLDING AND CURING SPECIMENS: C31 - Latest Revision 10.4 COMPRESSING STRENGTH: C39 - Latest Revision 10.5 FLEXURAL STRENGTH: C78 - Latest Revision 10.6 SLUMP: C143 - Latest Revision 10.7 AIR CONTENT: C173 or C231 - Latest Revision 10.8 UNIT WEIGHT YIELD: C138 - Latest Revision 10.9 SETTING OF MORTAR: C191 or C266 - Latest Revision Part 11 PAYMENT: No separate payment for concrete will be made. 03300.5 RECEIVED DCM-MHD CITY RECEIVED DCM WILMINGTON, NC Nov 0 1 2012 THIS PAGE IS INTENTIONALLY LEFT BLANK �DICKSON community Infrastructure consultants January 2, 2012 Robb Mairs NCDENR - Division of Coastal Management 127 Cardinal Drive Extension Wilmington, North Carolina 28405-3845 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extension CAMA Major Permit Application WKD Project Number 00010056.04.WL Dear Mr. Mairs: J41V 0 On behalf of the Cape Fear Public Utility Authority (CFPUA), we are pleased to submit additional information in support of the CAMA Major Permit application for the Masonboro Sound Water and Sewer Extension. Enclosed are the following: 1. Form MP-3 Upland Development; 2. Form MP-5 Bridges and Culverts; and 3. One copy of 11" x 17" plan sheets with the correct scale for plan and profile. Thank you for your assistance with this project. If you have any questions, please contact me at (910) 762-4200 or tchubard@wkdickson.com. Sincerely, W. K. Dickson & Co., Inc. T. Carter Hubard, P.E., Project Manager Enclosures cc: Mr. Jamison Fair, Cape Fear Public Utility Authority 909 Market Street Wilmington, NC 28401 Tel. 910.762.4200 Fax 910.762.4201 www.wkdickson.com RECEIVED JAN 16 2013 r k4M RECEIVED JAN 0 2 2013 DCM WILMINGTON, NC Transportation 9 Water Resources • Urban Development • Geomatics Mairs, Robb L From: Mairs, Robb L Sent: Friday, December 28, 2012 11:17 AM To: 'Carter Hubard' Cc: Simpson, Shaun Subject: RE: Masonboro Sound Major Attachments: cfpua masonboro sound ext. 11.12.pdf Thanks Carter for sending these over. Could you please sign and date the updated forms that will be replacing the originals as well? Also, I just left you a voice message as well. Shaun Simpson and I went through the additional info. you provided for the application and do not see the updated drawings as requested on Section 2. Page 2 of my attached additional info. request dated November 141h. I believe you indicated that these were done, but the only drawings we did receive were multiple copies of Sheet 1-1A, which were associated with the notification letters to the properties owners. Thanks and give me or Shaun a call if you have any questions. Shaun can be reached at 796-7226. Robb From: Carter Hubard[mailto:tchubard(&wkdickson.com] Sent: Friday, December 28, 2012 10:49 AM To: Mairs, Robb L Subject: Masonboro Sound Major We rechecked the impervious area for the upland development form MP-3. the pump station and gravel drive is inside the AEC line. The numbers for impervious surfaces inside and outside the AEC line and what we have in the form (0.4%) is accurate. Revised MP-5 attached Please let me know if you want hard copy or see something Thanks T. Carter Hubard, P.E. Project Manager W.K. Dickson & Co., Inc. 909 Market Street Wilmington, NC 28401 910-762-4200 F910-762-4201 www.WKDickson.com RECEIVED J 6 Z013 'i ll DCM-MHDCffy rDIICKSON community Introstructure consultants December 19, 2012 Robb Mairs NCDENR - Division of Coastal Management 127 Cardinal Drive Extension Wilmington, North Carolina 28405-3845 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extension CAMA Major Permit Application WKD Project Number 00010056.04.WL Dear Mr. Mairs: on behalf of the Cape Fear Public Utility Authority (CFPUA), we are pleased to submit additional information in support of the CAMA Major Permit application for the Masonboro Sound Water and Sewer Extension. Enclosed are the following: 1. List of the easements for the project; 2. Copies of letters to owners of properties with ongoing easement negotiation; and 3. Copies of the easement documents. Thank you for your assistance with this project. If you have any questions, please contact me at (910) 7624200 or tchubard@wkdickson.com. Sincerely, W. K. Dickson & Co., Inc. T. Carter Hubard, P.E., Project Manager Enclosures CC: Mr. Jamison Fair, Cape Fear Public Utility Authority 9ui1 Morkol Vnrl Wilnunglon, u( 28401 l el. 910.762.-1200 1-,1\ 910.762.4201 www.wkdI, k,,m.r om RECEIVED �i i i JAiv J 6 jnt3 DCM-MHD CITY RECEIVED DEC 19 2012 DCWi VVILMINGI"said, 0C I an.irnrl,It i un • WaIor Rv,mlITP, • I I r If, ln Dovelol❑nonl 0 (i(`Unlal it •. NCDENR North Carolina Department of Environment and Division of Coastal Management Beverly Eaves Perdue Braxton C. Davis Governor Director November 14, 2012 SENT VIA EMAIL Mr. T. Carter Hubard c/o WK Dickson & Co., Inc. 909 Market Street Wilmington, North Carolina 28401 Natural Resources RE: CAMA Major Development Permit Application Cape Fear Public Utility Authority- Masonboro Sound Road Water and Sewer Extensions Wilmington, in New Hanover County Dear Mr. Hubard: Dee Freeman Secretary The Division of Coastal Management hereby acknowledges receipt of your application, acting as agent for the Cape Fear Public Utility Authority, for state approval for a CAMA Major Development Permit for the Masonboro Sound Road Water and Sewer Extensions. However, your application lacks information necessary to complete processing. The attached checklist indicates the deficiencies of your application. If you respond within three working days from the date of this fax or E-mail, or within five days from the receipt of this letter with the required additional information, processing of your application will promptly continue and will not be placed on hold. If you are not able to respond within three or five days, your application will not be accepted as complete for processing. Additional information may be required pending further review by the fifteen (15) review agencies. The attached checklist indicates the deficiencies of your application. Sincerely, PobbL.!�airs RECEIVED Field Representatives cc: Doug Huggett Wilmington Files ACM-MHD CnTY 127 Cardinal Drive Ext., Wilmington, NC 28405 One Phone: 910-796-7215 \ FAX: 910-395-3964 Internet: www,nccoastalmanagement.net NO Carolina An Equal opportunity \ Affirmative Action Employer atura!!I� Cape Fear Public Utility Authority CHECKLIST OF ADDITIONAL INFORMATION AND RECOMMENDATIONS FOR PROCESSING APPLICATION 1. PERMIT APPLICATION FORMS Not all questions on the application have been answered, or indicated as "not applicable." Please address the following items: ,/ • Form DCM-MP-1: • Number 6 f, please attach a list of all the names and addresses of the riparian property owners within and adjacent to the project area. In our 7/5/2012 pre -application meeting at this office, DCM determined that all property owners within the project area and just outside the project area were to be notified with the project narrative with DCM contact information and the overall site plan. Form DCM-MP-3: • g. and i. Please clarify or include the proposed % of the AEC or tract to be covered by impervious area and if it includes the 12 foot gravel access road to the proposed pump -station. Form DCM-MP-S: • Section 3 b.(i). Please complete this section • Section 3 f.(i) Please clarify/correct this section. Plans indicate that the proposed culverts and rip - rap check dams would be located within the existing RPW in this location for the proposed pump station. 2. TOP OR PLAN VIEW AND CROSS SECTION DRAWINGS Your application must include drawings (both plan view and side view) showing the following: The work plans must be accurately drawn to scale (V = 200' or less) (example: V = 30', 1" = 50', 1" = 100', etc.). It appears that some of the work plans have been reduced to fit both the plan and profile drawings on the provided 11"xl7" sheets. It is advisable to have separate top view and cross section drawings to correct the scale and clarify the drawings for the review agencies. If blue prints or sheets larger than I I" x 17" are used to address the scale on these plans, 27 copies must be submitted (it may be advisable to request that a CAMA field representative inspect a final copy of the work plan drawing(s) prior to making the required 27 copies). • The Area of Environmental Concern (AEC) boundary (example: 575 foot or 75-foot Estuarine Shoreline AEC) and the 30-foot Coastal Shoreline Buffer. The AEC within Whiskey Creek transitions from SA-ORW to SA within the project location, approximately at the Kirkum property. The AEC boundary would extend landward a distance of 75 feet from the mean high water (MHW) boundary at this location. OTHER REQUIRED INFORMATION Project Narrative- Please provide an updated project narrative sheet as submitted in the July 2012 scoping meeting that was held at our office. As discussed in an 8/9/2012 pre -application meeting, please include a description and location of the existing septic treatment systems within the project area and the plan to the existing systems once the proposed dumiamis completed. Please include that the DCM verified the Coastal Wetland boundaty on an 8/22/2012 site visit. e JA : 1 6 LU13 DCM-MHD CI7'Lr Cape Fear Public Utility Authority Adjacent Property Owner Notification -Certified letters (Return Receipt Requested) with the copies of the permit application package (permit application forms and appropriate work plan drawings) must be sent to all adjacent property owners as stated above. The signed return receipt(s) must be provided with the permit application. RECEIVED JA!; 16 2013 DCM-MHD Cyr �DICKSON community Infrastructure consultants November 1, 2012 Robb Mairs NCDENR - Division of Coastal Management 127 Cardinal Drive Extension Wilmington, North Carolina 28405-3845 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extension CAMA Major Permit Application WKD Project Number 00010056.04.WL Dear Mr. Mairs: RECE!`I"Il) NOV 0 1 2012 DCM WILMINGTONNC On behalf of the Cape Fear Public Utility Authority (CFPUA), we are pleased to submit for your review an Application for Major Development Permit. CFPUA is extending its water distribution system and sanitary sewer collection system to serve citizens within the City of Wilmington's 1998 Annexation Area as required by general statute. The project consists of water and sewer main extensions, generally within public rights - of -way, to provide adequate water service and fire protection and sanitary sewer service to the citizens in the annexation area. The extensions to the water distribution system and sewer collection system will be owned, operated and maintained by the CFPUA. The scope of this project extends only to the construction of the aforementioned utilities. Clearing, grubbing and grading activities will be limited to those areas necessary for proper installation of the proposed utilities. Denuded areas will be revegetated on a stabilize -as -you -go basis to the extent practicable. We have attached the following in support of the Major Development Permit: 1. Check in the amount of $400.00 for the application fee. 2. Form MP-1 Application for Major Development Permit. 3. Form MP-2 Excavation and Fill. 4. Form MP-3 Upland Development. 5. Form MP-5 Bridges and Culverts. 6. One copy of certified mail receipts and letters sent to neighboring property owners. 7. One 11 x17 copy of the project plan sheets. B. One copy of specifications. RECEIVED J/: , 1 6 M DCM-MHD CITY RECEIVED orn)'rldrl,ri �iwoi DCM WILMINGTON, NC \1 ilnnn"pm.\( '8401 IrI 91).702420) NOV 0 1 2012 �c�rw nkdl. L.un inin I:,,i: y,�n i,iin�n . A.di I: r"w''r.. l dkw I)r"l���nnrn; . l,�•untdu. r Mr. Robb Mairs November 1, 2012 Page 2 Thank you for your attention in this matter. If you have any questions, please contact me at (910) 7624200 or tchubard@wkdickson.com. Sincerely, W. K. Dickson ckson & Co T. Carter Hubard, P.E., Project Manager Enclosures Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 RECEIVED J/ 1 6 2013 DCM-Mo CITY �DICKSON community Infrastructure consultants October 11, 2012 Rev. Henry Nutt Parsley 7625 Masonboro Sound Road Wilmington, North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions Adjacent Riparian Property Owner WKD Project Number 00010056.04.WL Dear Rev. Parsley: You are receiving this letter as a notification of proposed work adjacent to your property. Please review the enclosed project narrative and project layout drawing documents and provide any comments that you may have. If you have no objections to the proposed project please return the attached Adjacent Property Owner Notification Form with your signature. Land owners are advised that they have 10 days in which to submit comments on the proposed project to the Division of Coastal Management (see attached form). The Cape Fear Public Utility Authority (CFPUA) is extending its water distribution system and sanitary sewer collection system to serve citizens within the City of Wilmington's 1998 Annexation Area. The project consists of water and sewer main extensions, generally within public rights -of -way, to provide adequate water service and fire protection and sanitary sewer service to the citizens in the annexation area. The extensions of the water distribution system and sewer collection system will be owned, operated and maintained by the CFPUA. The scope of this project extends only to the construction of the aforementioned utilities. Clearing, grubbing and grading activities will be limited to those areas necessary for proper installation of the proposed utilities. Denuded areas will be re -vegetated on a stabilize -as -you -go basis to the extent practicable. Impacts of construction will be temporary as the utility excavation ground surface will be restored to original grade. RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 RECEIVED 909 Market Street JArd 1 6 2013 Wilmington, NC 28401 Tel. 910.762.4200 DCM-MIiD CITY fax 910.762.4201 w. v.wkf ickson.com Transportation 0 Water Resources . Urban Development . Geomatics Rev. Henry Nutt Parsley October 11, 2012 Page 2 Thank you for your time in this matter. Please feel free to contact us if you have any questions. Sincerely, vWX Di5kjon & Co., Inc. T. Carter Hubard, P.E., Protect Manager Enclosures: As noted. 909 Markrl Street Wilmington, NC 2WI Tel. 910,762.4200 Fax 9 t0.762.4201 w"w.wkdiekson.rom RECEIVED JAN 16 P013 DCM-MHD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 4111114nxtation 0 Water Recoutces • Urban Development 9 Geomalics CERTIFIED MAIL • RETURN RECEIPT REQUESTED DIVISION OF COASTAL MANAGEMENT ADJACENT RIPARIAN PROPERTY OWNER NOTIFICATION/WAIVER FORM Name of Property Owner: Rev. Henry Nutt Parsley Address of Property: Agent's Name #: Agent's phone #: 7625 Masonboro Sound Road, Wilmington, North Carolina 28409 (Lot or Street #, Street or Road, City & County) Mailing Address: I hereby certify that I own property adjacent to the above referenced property. The individual applying for this permit has described to me as shown on the attached drawing the development they are proposing. A description or drawing with dimensions, must be provided with this letter. I have no objections to this proposal. I have objections to this proposal. If you have objections to what is being proposed, you must notify the Division of Coastal Management (DCM) in writing within 10 days of receipt of this notice. Correspondence should be mailed to 127 Cardinal Drive Ext., Wilmington, NC, 28405.3845. DCM representatives can also be contacted at (910) 796-7215. No response is considered the same as no objection if you have been notified by Certified Mail. WAIVER SECTION I understand that a pier, dock, mooring pilings, breakwater, boathouse, lift, or groin must be set back a minimum distance of 15' from my area of riparian access unless waived by me. (If you wish to waive the setback, you must initial the appropriate blank below.) I do wish to waive the 15' setback requirement. I do not wish to waive the 15' setback requirement. (Property Owner Information) Signalure Print or Type Name Mailing Address City/State2ip Telephone Number Date (Adjacent Property Owner Information) Signature JAt! 1 Print or Type Name DCM-MRD CITY Mailing Address RECEIVED City/State2ip DCM WILMINGTON, NC Telephone Number ninu 0 1 2012 Dale Revised 611812012 RECEIVED OCT 2 9 2012 CERTIFIED MAIL • RETURN RECEIPT REQUESTED W K DICKSON DIVISION OF COASTAL MANAGEMENT ADJACENT RIPARIAN PROPERTY OWNER NOTIFICATIONIWAIVER FORM Name of Property Owner: Ri: /Zcy. /4 NvV m ALk-Sl-" 7-GZS Address of Property: xak—Maaonboro Sound Road, Wilmington, North Carolina 28409 Agent's Name #: Agent's phone #: (Lot or Street #, Street or Road, City & County) Mailing Address: I hereby certify that I own property adjacent to the above referenced property. The individual applying for this permit has described to me as shown on the attached drawing the development they are proposing. A description or drawing, with dimensions must be provided with this letter. I//I have no objections to this proposal. 1 have objections to this proposal. If you have objections to what is being proposed, you must notify the Division of Coastal Management (DCM) in writing within 10 days of receipt of this notice. Correspondence should be mailed to 127 Cardinal Drive Ext., Wilmington, NC, 28405-3845. DCM representatives can also be contacted at (910) 796-7215. No response is considered the same as no objection if you have been notified by Certified Mail WAIVER SECTION I understand that a pier, dock, mooring pilings, breakwater, boathouse, lift, or groin must be set back a minimum distance of 15' from my area of riparian access unless waived by me. (If you wish to waive the setback, you must initial the appropriate blank below.) I do wish to waive the 15' setback requirement. I do not wish to waive the 15' setback requirement. (Property Owner Information) �- i /gn''ature /� N v N. oxvs 14 Print or TypeI Name C f , l� i-( [ C el Matting Address n ( iryistate z Zk 3- . -�-y C. f `! 2.6 Telephone Number (Adjacent Property Owner Information) Signature Punt or Type Name RECEIVED Mailing Address JAN 16 2013 Ctty/StatelZ/p DCM-MfW CtfY Telephone Number Date Rev AD)MV E D DCM WILMINGTON, NC NOV 0 1 2012 I v m ' c^ • ' .. Er r s4 L V � u7 Postage $ 0402 Ir ra CeMnedFae s2,95 OS pp (EndmemeM Required) 52.35 P p ResMMetl tp (EndomemenneeryrFegequied) i0,(ro p CI Total Postage 6 Faes ,�' S6, {0 rtA 1011212012 r'9 M1 arPo9ar............._ A RECEIVED JAN 16 iu13 DCM-MRD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 -� r s v. . u aetsnws ��{� � �� S1NRA1IYfET/4A � (y�? � 1�,�• _..�._R- uenxuwxvnrea uxe — t z 1 —1/-^—T' ,.t mns�u am�xmE�Hratnxn ftma uxla� I� �N.�{ram kCI311MI MLKRtM 0.(IA09F.WkA UN1: NATIONAL RHxS19ROF MIIT(XUL'AI. RACW 1.. 'I ; F Nlp±bO Mn.WNaWtO 30.TD1xS1iP[:Datlltt u.a�w.asurype� rv........._ �1^� T� _-•.---� ��-�. _� ! vane i —,Qs I— t— }� moon e6ntx (nx zaisl t � caossnb eY �� ! ��•1 � � memnLf I< 'fl I k—, DART a ,Da7 l , Zay.n Txeru+c — 1- 1I d \—COJTALAM D 7renwa[ °� O� mmAnoonsrni apr ..e .a .w MASONSORO SOUND ROAD PROJECT LAYOUT ' 1A WATER AND SEWER NO. �DIICKSON community infrastructure consultants October 11, 2012 Mr. Karl O. Pierce, Jr. 7321 Masonboro Sound Road Wilmington, North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions Adjacent Riparian Property Owner WKD Project Number 00010056.04.WL Dear Mr. Pierce, Jr.: You are receiving this letter as a notification of proposed work adjacent to your property. Please review the enclosed project narrative and project layout drawing documents and provide any comments that you may have. If you have no objections to the proposed project please return the attached Adjacent Property Owner Notification Form with your signature. Land owners are advised that they have 10 days in which to submit comments on the proposed project to the Division of Coastal Management (see attached form). The Cape Fear Public Utility Authority (CFPUA) is extending its water distribution system and sanitary sewer collection system to serve citizens within the City of Wilmington's 1998 Annexation Area. The project consists of water and sewer main extensions, generally within public rights -of -way, to provide adequate water service and fire protection and sanitary sewer service to the citizens in the annexation area. The extensions of the water distribution system and sewer collection system will be owned, operated and maintained by the CFPUA. The scope of this project extends only to the construction of the aforementioned utilities. Clearing, grubbing and grading activities will be limited to those areas necessary for proper installation of the proposed utilities. Denuded areas will be re -vegetated on a stabilize -as -you -go basis to the extent practicable. Impacts of construction will be temporary as the utility excavation ground surface will be restored to original grade. RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 RECEIVED 909 Market Street Wilmington, NC 28401 TH.910.762.4200 JAN 16 2013 Fax 910.762.A201 www.wkrtickson.com transportation . 1Natrer Resources * Urban Development • Gt nnalick DCM-MHD CTTy Mr. Karl O. Pierce, Jr. October 11, 2012 Page 2 Thank you for your time in this matter. Please feel free to contact us if you have any questions. Sincerely, W.K. Dickson & ,Co., Inc. / T. Carter Hubard, P.E., Project Manager Enclosures: As noted. RECEIVED DCM WILMINGTON, NC NOV 0 12012 RECEIVED 909 Market Street Wilmington, NC 28401 Tel.910.762.4200 JAN 16 2013 Fax 910,762,4201 www.wkdkkson.com Transportation . Water Resources • Urban Development • Geomatics DCM-MHD CITY CERTIFIED MAIL - RETURN RECEIPT REQUESTED DIVISION OF COASTAL MANAGEMENT ADJACENT RIPARIAN PROPERTY OWNER NOTIFICATIONIWAIVER FORM Name of Property Owner: Mr. Karl 0. Pierce, Jr. Address of Property: 7321 Masonboro Sound Road, Wilmington, North Carolina 28409 Agent's Name #: Agent's phone #: (Lot or Street #, Street or Road, City & County) Mailing Address: I hereby certify that I own property adjacent to the above referenced property. The individual applying for this permit has described to me as shown on the attached drawing the development they are proposing. A description or drawing with dimensions, must be provided with this letter. I have no objections to this proposal. _ I have objections to this proposal. If you have objections to what is being proposed, you must notify the Division of Coastal Management (DCM) in writing within 10 days of receipt of this notice. Correspondence should be mailed to 127 Cardinal Drive Ext., Wilmington, NC, 28405-3845. DCM representatives can also be contacted at (910) 796.7215. No response is considered the same as no objection if you have been notified by Certified Mail. WAIVER SECTION I understand that a pier, dock, mooring pilings, breakwater, boathouse, lift, or groin must be set back a minimum distance of 15' from my area of riparian access unless waived by me. (If you wish to waive the setback, you must initial the appropriate blank below.) I do wish to waive the 15' setback requirement. I do not wish to waive the 15' setback requirement. (Property Owner Information) Signature Print or Type Name Mailing Address City/State/Zip Telephone Number Date (Adjacent Property Owner Information) Signature Print or Type Name RECEIVED Mailing Address F)CM WILMINGTON, NC City/StatelZip 0 1 2012 RECEIVED Telephone Number Date JAN 16 Revised 6/IKW CITY 4 n N NI NC N ITIAL USE ° $1.10 0402 Ln postage a or Certified Fee $2.95 05 rl Postmark p r3 Return Receipt Fee (Endorsement Required) $2.35 Here 0 Restricted DelNery Fee (Endorsement Required) $0.00 O pTotal Postage a Fees $ $6.40 10/12/2012 rU rl Sent To K-L I E 1 -ry`R o aoe rr_No'?.3_-G±-0_-f�t.l•- ciry were, zrP+aN CPS W I tm Form ,r August,r ■ Complete items 1, 2, and 3. Also complete item 4 If Restricted Delivery Is desired. ■ Print your name and address on the reverse so that we can return the card to you. ■ Attach this card to the back of the mailplece, or on the front If space permits. 1. Article Addressed to: MR• rA It, L G. PIEI«-'EI71Z 7 32► mAsotj13aK-o souA0 r� yatt t f.IG ibN2 NC. da'949 M. aiynar ❑ Agent X 0 (lGt re B. {tnceived by (PdrIftV Name) C. Date of De� D. Is delivery address different from Rem 17 If YES, "enter delivery address belQyrY 3. SeVlce Type ❑ Certified Mall ❑ Express Mail ❑ Registered O Return Receipt for Merchandise i ❑ Insured Mall ❑ C.O.D. 4. Restricted Delivery? (Extra Fee) ❑ Yes 2. Article Number - (rransfer from service labef) PS Form 3811, February 2004 Domestic Return Recelpt 102595-02,M-1540 RECEIVED DCM WILMINGTON, NC N06&ITEIVED INGTON, NC NOV 0 1 2012 RECEIVED JAN 16 2013 DCM,MRDCrrY i� CKSON community infrastructure consultants October 11, 2012 Rev. Walter L. Parsley 7531 Masonboro Sound Road Wilmington, North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions Adjacent Riparian Property Owner WKD Project Number 00010056.04.WL Dear Rev. Parsley: You are receiving this letter as a notification of proposed work adjacent to your property. Please review the enclosed project narrative and project layout drawing documents and provide any comments that you may have. If you have no objections to the proposed project please return the attached Adjacent Property Owner Notification Form with your signature. Land owners are advised that they have 10 days in which to submit comments on the proposed project to the Division of Coastal Management (see attached form). The Cape Fear Public Utility Authority (CFPUA) is extending its water distribution system and sanitary sewer collection system to serve citizens within the City of Wilmington's 1998 Annexation Area. The project consists of water and sewer main extensions, generally within public rights -of -way, to provide adequate water service and fire protection and sanitary sewer service to the citizens in the annexation area. The extensions of the water distribution system and sewer collection system will be owned, operated and maintained by the CFPUA. The scope of this project extends only to the construction of the aforementioned utilities. Clearing, grubbing and grading activities will be limited to those areas necessary for proper installation of the proposed utilities. Denuded areas will be re -vegetated on a stabilize -as -you -go basis to the extent practicable. Impacts of construction will be temporary as the utility excavation ground surface will be restored to original grade. RECENED JAN 16 M3 DCM-MHD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 909 Marko <twol \M1'ilming7on. tiC 28401 I0. (IM762 4200 Fay 910.762.4201 wWw wk(N kson.(om I an.purtatinn . Vd,ilm Resourrzc, • Urban Developmrni • Geommics Rev. Walter L. Parsley October 11, 2012 Page 2 Thank you for your time in this matter. Please feel free to contact us if you have any questions. Sincerely, W.K. Dickson & Clo'.,/Inc. Q T. Carter Hubard, P.E., Project Manager Enclosures: As noted. RECEIVED a JAN 16 l013 DCM-MHD CITY RECEIVED DCM WILMINGTON, NO NOV 0 12012 9D9 Market Street Wilmington, NC 228401 Tel. 910.762.4200 Fax 910.762.420.1 www.wk(lickson.com transportation • Water Resources • Urban Development • Geomatics CERTIFIED MAIL • RETURN RECEIPT REQUESTED DIVISION OF COASTAL MANAGEMENT ADJACENT RIPARIAN PROPERTY OWNER NOTIFICATIONIWAIVER FORM Name of Property Owner: Rev. Walter L. Parsley Address of Property: Agent's Name #: Agent's phone #: 7531 Masonboro Sound Road, Wilmington, North Carolina 28409 (Lot or Street #, Street or Road, City & County) Mailing Address: I hereby certify that I own property adjacent to the above referenced property. The individual applying for this permit has described to me as shown on the attached drawing the development they are proposing. A description or drawing, with dimensions, must be provided with this letter. I have no objections to this proposal. I have objections to this proposal. If you have objections to what is being proposed, you must notify the Division of Coastal Management (DCM) in writing within 10 days of receipt of this notice. Correspondence should be mailed to 127 Cardinal Drive Ext., Wilmington, NC, 28405.3845. DCM representatives can also be contacted at (910) 796-7215. No response is considered the same as no objection if you have been notified by Certified Mail, WAIVER SECTION I understand that a pier, dock, mooring pilings, breakwater, boathouse, lift, or groin must be set back a minimum distance of 15' from my area of riparian access unless waived by me. (If you wish to waive the setback, you must initial the appropriate blank below.) I do wish to waive the 15' setback requirement. I do not wish to waive the 15' setback requirement. (Property Owner Information) Signature Print or Type Name Mailing Address City/state/Zip Telephone Number Date (Adjacent Property Owner Information) RECEIVED Signature` JANI -! 6 /W3 Print or Type Name DCM-MHDCITY Mailing Address RECEIVED City/statelzip DCVWMINGTON, NC NOV o 1 2012 Telephone Number Dure Revised 6/18/2012 V ■ Complete items-1. 2,.and 3. Also Go, 6 item 4 if Restricted Delivery Is d ' ■ Print your name and address reverse so that we can return the ca ou. t� ■ Attach this card to the back o mail, or on the front if space permi 2 i. Article Addressed to: F,Ev • wAL-I"IEK L-. PRtZsLc 1AA5 a N B6 P-fl 5'" O f VJILMI N6.iaN f 0(_- ag'101 r'7S2-7 1 ' ❑ Agent ❑ Addressee nnted ame) C. Date Deivery /o 16 /L address different m item 17 es erdelivery lIaddress below: 0�No �'45a'60Yo S#tA Ld 12.d ,..sy'�-INC yS�io9 3. Service Type ❑ Certlfled Mall ❑ Express Mall ❑ Registered ❑ Return Receipt for Merchandise ❑ Insured Mail ❑ C.O.D. 4. Restricted Delivery? (Fxba Fee) ❑ Yes 2, Article Number (Fransfer from servlc 7011 2000 0001 9599 363 PS Form 3811, February 2004 Domestic Return Receipt 102595-02-M-1540 Postal CERTIFIED IVIAIL� RECEIPT -n(Domestic m .MSM m WillWILf1111f,TON I A L U$ E Ir uT Postage f ° Cetllfletl Fee $2.9s 0s a 17 C3 ReNm Receipt Fee (Endorsement Required( f2� Ppostmark. Here Restricted Delivery Fes (Endorsemem Required) �•00 C3 Total Postage &Few $ $6.40 10/12/2012 ru o r erPO, No. ciN srre, nP+s W I LM N_O -- IV , tj C. RECEIVED JAN 16 2013 DCM MRD CITY r RECEIVED DCM WILMINGTON, NC NOV 0t2012 WDICKSON :community Infrastructure consultonts October 11, 2012 Mr. James H. Bailey 8115 Masonboro Sound Road Wilmington, North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions Adjacent Riparian Property Owner WKD Project Number 00010056.04.WL Dear Mr. Bailey: You are receiving this letter as a notification of proposed work adjacent to your property. Please review the enclosed project narrative and project layout drawing documents and provide any comments that you may have. If you have no objections to the proposed project please return the attached Adjacent Property Owner Notification Form with your signature. Land owners are advised that they have 10 days in which to submit comments on the proposed project to the Division of Coastal Management (see attached form). The Cape Fear Public Utility Authority (CFPUA) is extending its water distribution system and sanitary sewer collection system to serve citizens within the City of Wilmington's 1998 Annexation Area. The project consists of water and sewer main extensions, generally within public rights -of -way, to provide adequate water service and fire protection and sanitary sewer service to the citizens in the annexation area. The extensions of the water distribution system and sewer collection system will be owned, operated and maintained by the CFPUA. The scope of this project extends only to the construction of the aforementioned utilities. Clearing, grubbing and grading activities will be limited to those areas necessary for proper installation of the proposed utilities. Denuded areas will be re -vegetated on a stabilize -as -you -go basis to the extent practicable. Impacts of construction will be temporary as the utility excavation ground surface will be restored to original grade. 909 Market Street Wilmington, NC 28401 Tel.910.762,4200 Fax 910:762.4201 www,wkdickson.com RECEIVED JAN 16 2013 DcM-mm crrY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 Transportation + Water Resources • Urtwn Development • Geomatics Mr. James H. Bailey October 11, 2012 Page 2 Thank you for your time in this matter. Please feel free to contact us if you have any questions. Sincerely, W.K. Dic n & Co., Inc. K-ell T. Carter Hubard, P.E., Project Manager Enclosures: As noted. RECEIVED JAN 16 7 :i? DCM MHD CITY RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 909 Markel street Wilmington, NC 28401 Tel. 910162,4200 Fax 910.762.4201 www.wkdickson.com Transportation . Water Resources • Urban Development • Geomatics CERTIFIED MAIL • RETURN RECEIPT REQUESTED DIVISION OF COASTAL MANAGEMENT ADJACENT RIPARIAN PROPERTY OWNER NOTIFICATION/WAIVER FORM Name of Property Owner: Mr. James H. Bailey Address of Property: Agent's Name #: Agent's phone #: 8115 Masonboro Sound Road, Wilmington, North Carolina 28409 (Lot or Street #, Street or Road, City & County) Mailing Address: I hereby certify that I own property adjacent to the above referenced property. The individual applying for this permit has described to me as shown on the attached drawing the development they are proposing. A description or drawing, with dimensions, must be provided with this letter. I have no objections to this proposal. __ 1 have objections to this proposal. If you have objections to what is being proposed, you must notify the Division of Coastal Management (DCM) in writing within 10 days of receipt of this notice. Correspondence should be mailed to 127 Cardinal Drive Ext., Wilmington, NC, 28405-3845. DCM representatives can also be contacted at (910) 796-7215. No response is considered the same as no objection if you have been notified by Certified Mail, WAIVER SECTION I understand that a pier, dock, mooring pilings, breakwater, boathouse, lift, or groin must be set back a minimum distance of 15from my area of riparian access unless waived by me. (If you wish to waive the setback, you must initial the appropriate blank below.) I do wish to waive the 15' setback requirement. I do not wish to waive the 15' setback requirement. (Property Owner Information) Signature Print or Type Name Mailing Address City/State/Zip Telephone Number (Adjacent Property Owner Information) ,Signature , JAN 1 6 2013 Print or Type Name ACM-MHD CITY Mailing Address RECEIvED City/State/Zip DCM WILMINGTON, INC Telephone Number 2012 Date Date Revised 6/18/2012 C i, o .. Un -D "Mm"MMEN :I MEMO.rn 7w1 f F"M A Lr U 11 $1.10 0402 uT Postage $ Er cemnea Fee $2.95 05 r-1 O Return Receipt Fee Postmark Hen $2.35 p (Endorsement Required) E3 Restricted Delivery Fee (EndorsemeM Required) $0•00 O p Total Postage & Fees $6.40 10/12/2012 RI SentTo r wPoaox No. iNJ�t Sdw1� rV Mom- ----------- ...�' c ry sieia. Z781.15 01t_rA% Nc. 9aI PS For. rr Augum 2006 ■ Complete items 1, 2, and 3. Also complete A. Sig ature item 4 If Restricted Delivery Is desired. r % ❑ Agent X ■ Print your name and address on the reverse ❑ Addressee so that we can return the card to you. R, Recai tad nv (Pn ed eme) C. Date ofDe Delivery ■ Attach this card to the back of the mailpiece, 1 tF3` / or on the front if space permits. 1. Article Addressed to: D. Is delveryaddress different fro Rem 17 ❑ Yes If YES, enter delivery address elow: ❑ No K19-- T�r�S H • e>AIL-Ey ,5311'' Moot,,, go�a sowv''pD �fq-0 111 N 1 N f IJ �- �$ �" 1 3. Service Type ❑ Certified Mall ❑ Express Mail ❑ Registered ❑ Return Receipt for Merchandise ❑ Insured Mall ❑ C.O.D. 4. Restricted Delivery? (Extra Fee) ❑ Yes 2. Article nsferfroms 7011 2000 0001 9599 3650 (Trans/er from servlc� -_ _, PS Form 3811, February 2004 Domestic Return Recelpt 102595-02-M-1540; RECEIVED DCM WILMINGTON, NC NOV 0 1 2012 RECEIVED JAN 16 M3 DCM-MHD Cl r pmkw ® ICKSON community infrastructure consultants December 12, 2012 Sandra S. Harkin 338 Seabreeze Boulevard Wilmington North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions WKD Project Number 00010056.04.WL Dear Ms. Harkin: The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a courtesy notification of the project being in review by the Division of Coastal Management. The permit review process is occurring concurrent with the acquisition of easements. Please review the enclosed project narrative and project layout drawing and provide any comments that you may have to the following: Major Permit Section Division of Coastal Management 400 Commerce Avenue Morehead City, NC 28557 1-888-472-6278 Fax 252-247-3330 Thank you for your time in this matter. Sincerely, W.K. Dickson & Co., Inc. T. Carter Hubard, P.E., Project Manager Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority Enclosures: As noted. '11111 Markel titrovl Wilmington, N(. 26401 TO. 910.762A-11)11 Fax 710.762.4201 www.wkrlit Wm.rnoi RECEIVED JA 16 2013 DCM-MHD CITY I i.in.-�i�n4�iiui • �..�Ir•i l:�•.�nn,., . ihi.in l)i��..L ��niiriil . f�<ui n.ihi. �DICKSON community infrastructure consultants December 12, 2012 Rev Trust Joseph W. Whitted Jr. Et al 7705 Masonboro Sound Road Wilmington North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions WKD Project Number 00010056.04.WL Dear Rev Trust Joseph W. Whitted Jr. Et al: The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a courtesy notification of the project being in review by the Division of Coastal Management. The permit review process is occurring concurrent with the acquisition of easements. Please review the enclosed project narrative and project layout drawing and provide any comments that you may have to the following: Major Permit Section Division of Coastal Management 400 Commerce Avenue Morehead City, NC 28557 1-888-472-6278 Fax 252-247-3330 Thank you for your time in this matter. Sincerely, W.K. Dickson & Co., Inc. RECEIVED JAia J 6 7U!3 T. Carter Hubard, P.E., Project Manager DCM•MHDCITY Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority Enclosures: As noted. RECEIVED 909 Market tiUrcl DEC 19 2012 Wilmington, NC 28401 Tel. 910.762.4200 raa 910.762.4201 DCIUI WSLiv31l'u+sYu:v, NC www.wkdi(kson.(om h nyvn lotion • %Ulor Ro,uun v. • t rkin Dorn npmr nt • Goom,tn(, ` f' ICKSON community Infrastructure consultants December 12, 2012 Glendy and Willard Higgins 7739 Masonboro Sound Road Wilmington North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions WKD Project Number 00010056.04.WL Dear Mr. and Mrs. Higgins: The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a courtesy notification of the project being in review by the Division of Coastal Management. The permit review process is occurring concurrent with the acquisition of easements. Please review the enclosed project narrative and project layout drawing and provide any comments that you may have to the following: Major Permit Section Division of Coastal Management 400 Commerce Avenue Morehead City, NC 28557 1-888-472-6278 Fax 252-247-3330 Thank you for your time in this matter. Sincerely, RECEIVED W.K. Dickson & Co., Inc. JAI\; 1 6 7Li3 7- DCM-MHD CITY T. Carter H�uubbaardd, P.E., Project Manager Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority Enclosures: As noted. DEC 1 3 2M 909 Markel Street C'cwi Vt - Wilmington, N(: 28401 Tel, 910.762.4200 Fax 910.762.4201 www.wkdickson.com h,m,p irldnun • Arater Rexances . Urhjii Development lopment • Grnmalln rDICKSON community Infrastructure consultants December 12, 2012 E. Smith and Emma P. Jewell 7851 Masonboro Sound Road Wilmington North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions WKD Project Number 00010056.04.WL Dear E. Smith and Emma P. Jewell: The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a courtesy notification of the project being in review by the Division of Coastal Management. The permit review process is occurring concurrent with the acquisition of easements. Please review the enclosed project narrative and project layout drawing and provide any comments that you may have to the following: Major Permit Section Division of Coastal Management 400 Commerce Avenue Morehead City, NC 28557 1-888-472-6278 Fax 252-247-3330 Thank you for your time in this matter. Sincerely, W.K. Dickson Co., Inc.. T. Carter Hubard, P.E., Project Manager Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority Enclosures: As noted. 909 Markel Yrevl Wilmington, N('. 28401 Tel. 910.762.4200 Far 910.762.4201 www.wkrli(kson.(-om RECEIVED JP 1 1 6 �Ui3 DCM.MHDCTfy Ric' DEC 19 2012 DC WILN4lti,4G1-id, y�C I r,in�lurrl.il nn . AV.tlrr Rrsuurr rp • ti rb.in Uovolopmrnt . Geornmu, �DICKSON community Infrastructure consultants December 12, 2012 Mr. Russell J. Labelle 7903 Masonboro Sound Road Wilmington North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions WKD Project Number 00010056.04.WL Dear Mr. Labelle: The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a courtesy notification of the project being in review by the Division of Coastal Management. The permit review process is occurring concurrent with the acquisition of easements. Please review the enclosed project narrative and project layout drawing and provide any comments that you may have to the following: Major Permit Section Division of Coastal Management 400 Commerce Avenue Morehead City, NC 28557 1-888-472-6278 Fax 252-247-3330 Thank you for your time in this matter. Sincerely, W.K. Dickson & Co., Inc. T. Carter Hubard, P.E., Project Manager Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority Enclosures: As noted. 909 M irkei Street Wilmington, NC 28401 Tel. 910.762.4200 Far 910.762.4201 www.wkdick,on.rom RECEIVED DCM-MHD CITY DEC 19 2312 DCN1 WILV,0,4GTQt4,. NC li.m+lurnalian 6 A441er Resources . Urlmn Developmcnl . Geum.tlir. �DICKSON community infrastructure consultants December 12, 2012 John L. III and Elizabeth E. Leonard 7915 Masonboro Sound Road Wilmington North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions WKD Project Number 00010056.04.WL Dear Mr. and Mrs. Leonard: The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a courtesy notification of the project being in review by the Division of Coastal Management. The permit review process is occurring concurrent with the acquisition of easements. Please review the enclosed project narrative and project layout drawing and provide any comments that you may have to the following: Major Permit Section Division of Coastal Management 400 Commerce Avenue Morehead City, NC 28557 1-888-472-6278 Fax 252-247-3330 Thank you for your time in this matter. Sincerely, W.K. Dickson & Co., Inc. T. Carter Hubard, P.E., Project Manager Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority Enclosures: As noted. 909 ,Markel tiIrrrl Wilmington, N( 8401 TH. 910- 621.4200 rd\ 910. 76LIN11 wWw.Wkdo k,on., om RECEIVED JAN 16 103 DCM•MHD CITY DEC 9 2L!2 I on,pulohon • AA'ali,r Rr.oun r, • i rlwn IN,w1opmenl • Goomoh(, �DICKSON community Infrastructure consultants December 12, 2012 Kevin S. and Madeline M. Scully 327 Seabreeze Boulevard Wilmington North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions WKD Project Number 00010056.04.WL Dear Mr. and Mrs. Scully: The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a courtesy notification of the project being in review by the Division of Coastal Management. The permit review process is occurring concurrent with the acquisition of easements. Please review the enclosed project narrative and project layout drawing and provide any comments that you may have to the following: Major Permit Section Division of Coastal Management 400 Commerce Avenue Morehead City, NC 28557 1-888472-6278 Fax 252-247-3330 Thank you for your time in this matter. Sincerely, W.K. Dickson & Co., Inc. T. Carter Hubard, P.E., Project Manager Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority Enclosures: As noted. gal Mdrl.ra tiIwvl Wilmington, M _'8401 lrl.'l llVb2. 4200 Fa. alo. 701.4201 w���c.wkdirI,>cm.r�mi RECEIVED 16 2013 DCM-WM Wy DEC 19 2012 DCM WILMINGTON., NC I ran.puriaiiun • W.o(ir Resuurws • Orkin Dm VIOI)mrnl • Gcofnmir, DWK IKSON community Infrastructure consultants December 12, 2012 Willard Family Farm, LLC 7719 Masonboro Sound Road Wilmington North Carolina 28409 RE: Cape Fear Public Utility Authority Masonboro Sound Water and Sewer Extensions WKD Project Number 00010056.04.WL Dear Willard Family Farm, LLC: The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a courtesy notification of the project being in review by the Division of Coastal Management. The permit review process is occurring concurrent with the acquisition of easements. Please review the enclosed project narrative and project layout drawing and provide any comments that you may have to the following: Major Permit Section Division of Coastal Management 400 Commerce Avenue Morehead City, NC 28557 1-888-472-6278 Fax 252-247-3330 Thank you for your time in this matter. Sincerely, W.K. Dickson && Co., Inc. 7:�. T. Carter Hubard, P.E., Project Manager Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority Enclosures: As noted. '109 Makvt Strrnl Wilmington, N( 48401 Tel. 9I0Jl 61.420 1 iN 910, 762,4201 wk( ick.nn.mm RECEIVED f JA`; 1 6 (A DCM-MHD CITY DEC 9 2�12 Ii.myunl, Iiini . A% IIi'I R(..uinro. . I rlidn I)r�. du�mu-n1 . (,rum.ilir- CONNECT TO —/ EXISTING WATER LINE RFW I I 1 �1� EXISTING MANHOLE LEGEND Y4 eY. Alk N. WETLANDS SANITARY SEWER FORCE MAIN WATERLINE MEAN HIGH WATER LINE — - —cv— — COASTAL WETLANDS 575' AEC SETBACK — —wa— — .404 WETLANDS — — — — — FLOOD PLAIN (AE ZONE) — — — — COASTAL SHORELINE (30 BUFFER FROM MHW) EXISTING DALKEITH ROAD SEWER LINE RPW 4 NATIONAL REGISTER OF HISTORICAL PLACES NHO780 MASONBORO SOUND HISTORIC DISTRICT 1992 Wetland Area Wetland Type Temporary Disturbance Permanent/ITotal Width Disturbed Wetland Areas Acres Sheet Number 1 Wooded Temporary 0.12 A8 2 Wooded TemporaryC003 A3 3 Wooded Temporary M02 A4 4 Wooded Temporary 0.07 A4 RPW Ditch Tem IOUnear Feet A3,A6 0.213 Aaes •' . ... EjROS G BY '� DIRECTIONAL DRELL 7� INTRACOASTAL WATERWAY TOI •-� aTn — —�� �Bt-R �..� �00•A04.w 10/n/=2 909 MNREr 3 Ei ..GMN. NO 2a (910) IEY-c]00 MRc. Lxntim 1 NvtN G-42M DDICKSON unity ilrrwtructwa Itanta ryv�lu mdino NO LILENY NO f-0374 W a.sn " Mi Mf0.T•I15 aDdNG cMSMMIgI PECW p'R Ne" IIAlIpY81 COIRIty 0 �O�Qo �PJ -PROJ[CT A•41A - N - VICINITY MAP � � 1 4 �i RPW .k,, .Y " / N DEG 1 20" F I - NOT RELE EXISTING € ._ MANHOLE 8 MASONBORO SOUND ROAD I-lA WATER AND SEWER PROJECT LAYOUT NO EXISTING MANHOLE (� 94 MIN WIA #1 CONNECT TO —/ RPW EXISTING WATER LINE LEGEND dk 1L dK a WETLANDS �--�� SANITARY SEWER FORCE MAIN WATERLINE — MEAN HIGH WATER LINE — —cv— - — COASTAL WETLANDS — - —nec— — 575' AEC SETBACK .404 WETLANDS — — — — — FLOOD PLAIN (AE ZONE) — — — COASTAL SHORELINE (30' BUFFER FROM MHW) EXISTING DALKEITH ROAD SEWER LINE RPW NATIONAL REGISTER OF HISTORICAL PLACES NHO780 MASONBORO SOUND HISTORIC DISTRICT 1992 Wetland Area Wetland Type Permanent/ Temporary Disturbance Disturbance Width (k) Disturbed Wetland Areas Apes Sheet Number 1 Wooded Temporary 30 0.12 AS 2 Wooded Temporary 10 0.003 A3 3 Wooded Temporary 35 0.02 A4 4 Wooded Temporary 35 0.07 A4 RPW Ditch Temporary 10 101.1near Feet A3, A6 Total =1 0.213 Acres FLOOD PLAIN (AE ZONE) rr�uar. d WIA #2 EXISTING � j MANHOLE WIA #3 �— COASTAL ANb .404 -{ 7L INTRACOASTAL WATERWAY — ma — -j iN6C3CcSnnI1R.BtlaE]WnEGEwiGn1 m ity inhnetma Itmta _ GNc. lxoCwMLWLtIlxmCB EN.x(GM¢9iMEa^°m�BmD �NGIX0y>)Ix!Exr v DICKSON FOQN �K w�I1a0no/1xi'1I/.Ta3xG.1il o2 � T CROSSING BY DIRECTIONAL DRILL n yy O�in 4 � the x� D � Rp �� IUMER KING f�ST NMKEi St O 4a'QO qE.�R e ai w �a U c ef9�.p�v �O�Qo e11OlRf ARV y e!� 1r4ROYlIr COIRfTP 1P� "D —N— s 6 V m VICINITY MAY � � 1 ExIsrlNc MANHOLE m4 RFW + _ ) t MASONBORO SOUND ROAD WATER AND SEWER 16 6 �.© f I ff FPROJECT LAYOUT.