CHAPTER 700

A. The purpose of this section is to address the minimum requirements for design and construction of public sanitary sewer systems for gravity sewer projects less than 30 inches and pump stations with flows less than 500 gpm.

B. The authority for discretionary provisions for design and construction of public sewer systems shall vest with the City Manager or his/her designee.

C. On-site sewage disposal systems must be reviewed by the EPD or Health Department. Systems with average daily flows less than 10,000 gpd should be reviewed by the Health Department. Systems with aerobic pretreatment and/or systems greater than 10,000 gpd should be reviewed by EPD.

D. This Chapter is subject to periodic revision to meet changing requirements for materials, environmental regulations, etc. At the beginning of a project the user should verify that he has the latest edition.

E. This document is intended to convey the general design and construction requirements for a typical project. It also lists specific requirements relating to inspection, testing and acceptance of facilities. It is not intended as a substitute for site-specific engineering and construction techniques. Individual project conditions may require waivers from the provisions in this document (see Section 100.7 of this Regulation).

F. Sanitary Sewer extensions into unincorporated Newton County require approval by the Board of City Commissioners. Prior to requesting approval, the developer or his representative will work with the City of Porterdale and Newton County Water Treatment Authority to ensure that the proposed sewer extension is consistent with the service delivery strategy for the area. If approved, these extensions must meet all regulations and specifications set forth in the City of Porterdale Development Ordinance.

A. Sewer systems shall be designed in accordance with the densities and intensities reflected in the Long Range Future Land Use Map of the Adopted City of Porterdale Comprehensive Plan and the City’s Wastewater Management Plan.

B. The approximate location and character of proposed public sewer facilities shall correspond with the Existing and Proposed Sewer System Map, as amended.

C. Sewer systems shall be designed for the estimated future population from all contributing points under consideration. The estimated future population shall be based on the adopted Comprehensive Plan and/or the existing zoning of the land for the watershed to be sewered, whichever is greater.

D. Except as provided below, all future buildings within the City’s corporate limits that are to be utilized for human occupancy or any other use such as commercial or industrial purposes that requires sanitary sewerage facilities shall be connected to the public sanitary sewer system.

1. Waiver of the requirement to connect to public sanitary sewers will be considered on a case-by-case basis for non-subdivided, single-lot buildings when the nearest connection point to a public sanitary sewer is more than 200 feet from the property line, when such buildings are to be used for single-family dwelling or some other use where the wastewater loading is no more than that of a single-family dwelling. Requests for waiver must be accompanied by appropriate documentation as may be required by local public health officials.

E. Sewer Connections - All sewers and service laterals located outside of dedicated rights-of-way or public easements are regulated by the Standard Plumbing Code (SBCCI), and shall be privately maintained.

F. Water Supply Interconnections - There shall be no physical connections between a drinking water supply and a sewer, or appurtenance thereof.

G. Pre-treatment Requirements for Industrial Wastewater - Some industrial and other developments may be required to pre-treat sewage prior to discharge into the City’s collection system. Requirements for pre-treatment will be determined on a case-by-case basis.

H. Erosion and Sediment Control - All installation and maintenance activities must comply with all federal, state and local erosion and sediment control regulations. A detailed erosion and sediment control plan is required to be submitted and approved prior to initiating any construction activities (see Section 403 for plan requirements).

1. Bypassing of raw wastewater onto the ground or a receiving stream is prohibited at all times.

2. No part of these specifications is intended to relieve the developer of his responsibility to comply with requirements of the GA DOT, the Georgia EPD or other appropriate agency.

3. Photographs of the area should by taken and submitted to the City prior to initiation of any land disturbance or construction activities to show that final site conditions will be the same or better than original conditions as a result of restoration activities.

4. All unsuitable excavated material must be properly disposed of in a manner acceptable to the City and in a manner that will not adversely impact the environment.

G. General - All projects which involve construction of lateral sewers, main sewers, trunk sewers, interceptor sewers or pumping facilities shall have detailed construction plans and specifications prepared by a Registered Professional Engineer licensed in the State of Georgia or a Design Professional who meets state licensure requirements applicable to the profession or practice he is engaged in. Developments that only involve building sanitary sewers may have plans and specifications prepared by the project architect.

H. Plan Submission - All development plans proposing a sewer system shall be submitted to the City of Porterdale’s Department of Development. The Development Department shall coordinate the review and approval of all elements of the plan in accordance with the Development Regulations.

I. Preliminary Plan Review - Preliminary plans will be prepared and submitted for review as described in Chapter 300 of these Development Regulations. Questions relating to availability of sanitary sewers and proposed location of connection should be resolved at this stage before proceeding with final planning. A submittal for preliminary plan review must include all land to be developed even though the land is to be developed in several phases or units. Availability determinations will be made for the total project.

J. Final Plan Review - All final plans for public sanitary sewer facilities shall be prepared in accordance with the requirements described in Chapter 300 and as required in regulations promulgated by the Georgia Environmental Protection Division (EPD). The City (not the developer) shall be responsible for submitting all necessary plans and other data to EPD for required approvals and for obtaining other permits, such as DOT, railroad, wetlands, etc.

K. The design of cross-country (undeveloped property) sanitary sewer lines and force mains shall be based on field-run surveys. The site plan for cross-country sanitary sewer lines and force mains need not show contour intervals, but the profiles shall be based on mean sea level elevation. Site plans for lift stations shall show existing and proposed contours.

L. In the event the subdivision is developed in phases, the final construction plans for sanitary sewers may be submitted in phases.

M. Profiles should have a horizontal scale of not more than 100 feet to the inch for cross-country lines and 50 feet to the inch for (existing and proposed) developed areas, and a vertical scale of not more than 10 feet to the inch. The plan view should be drawn to a corresponding horizontal scale. The plan view should normally be shown on the same sheet as the profile. In any case both the plan and profile view should have line designations, station numbers, manhole numbers and any other indexing necessary to easily correlate the plan and profile view. The vertical datum used should be the elevation above mean sea level with benchmarks shown on the plans. Plans and profile shall show location of streets, storm sewer, water lines and their easements.

N. The Georgia Soil and Water Conservation has taken provisions of ACT 599 and published the Manual for Erosion fnd Sediment Control In Georgia, 1992 Edition (or any more current edition as they are published). Final plans and specifications shall include appropriate segments of this manual.

1. Developers, design professionals and contractors performing work in the City of Porterdale are responsible for acquiring a copy of this manual and using the best practical methods contained therein to control the erosion and sedimentation of the construction site on conformance with the intent of ACT 599.

2. Copies may be purchased from the Georgia Soil and Water Conservation Commission, P. O. Box 8024, Athens, GA 30603. For additional information, call the Commission at 706-542-3065.

O. Sanitary Sewer Details - Special detail drawings made to a scale to clearly show the nature of the design shall be furnished to show the following particulars:

1. All stream crossings and storm drain outlets with elevations of the stream bed and of normal and extreme high and low water levels.

3. Details of special sanitary sewer appurtenances such as manholes, service connections, elevated sanitary sewers, piers, pipe bedding, special highway crossings, railroad crossings, drop manhole connections, etc.

4. Easement drawings shall be furnished for work outside the development prior to approval of the sanitary sewer plans. The drawings shall be of a size suitable for legal recording and shall be prepared by a Registered Land Surveyor. The drawings shall be draw in accordance with this Manual.

CITY OF PORTERDALE

NAME OF OUTFALL OR SUBDIVISION

EASEMENT FOR PROPOSED SANITARY SEWER

CROSSING PROPERTY OF

John Doe

Tax Map, Block & Lot No./Zoning District//Date and/or Revised Date:

5. The developer’s design professional shall furnish appropriate drawings for submittal by the owner to any state or federal highways, railroads, power lines, water lines, gas lines, petroleum lines or any other utility lines on which the sanitary sewer construction will encroach.

a. The drawings shall be 8 ½” x 11” or 8 ½” x 14” and shall show a plan view and profile view. The drawing shall show the same information required for easement drawings.

b. The drawing shall also show the right-of-way of the existing street or utility, the owner’s designation of the line, the name or number of the nearest intersection or milepost or tower number and the distance to that appurtenance; clearance distance between the street surface, or the bottom of the rail, or the utility and the sanitary sewer; the type of material to be used for the sanitary sewer and the method of construction to be used; any other special information required by the owner of the facility on which the sanitary sewer is encroaching.

c. Five copies of the utility encroachment drawing will be furnished with the plans when they are submitted for approval.

d. The developer’s design professional shall prepare and handle the submittal.

e. Construction permits shall not be issued until the utility encroachment permit has been obtained and until any special conditions such as insurance requirements have been complied with.

f. Sanitary sewer design calculations shall be submitted for all proposed mains as part of the development plans along with a sewer-shed map.

g. Deviations from the flow rates of Table 7-1 shall be included in the submission of the development plan, with a description of the procedure used for the calculations and must be approved by the Director of Water & Wastewater.

h. Sanitary sewer design calculations shall be submitted for all proposed mains as part of the development plans along with a sewer-shed map.

i. Deviations from the flow rates of Table 7-1 shall be included in the submission of the development plan, with a description of the procedure used for the calculations and must be approved by the City Manager or his/her designee.

P. As-Built Drawings - At the completion of construction (and preferably prior to the final field inspection, “As-Built” drawings of the project shall be submitted to the City to serve as a permanent record of the project. A reproducible copy of the final plan and two (2) sets of as-builts shall be submitted. A digital copy of the as-built plans shall also be submitted in a format and coordinate system compatible with Newton County’s Geographic Information System. Each sheet of these drawings shall bear the words “As-Built” or “Record Drawings”.

d. “As-Built” or “Record Drawing” is to be stamped in large clear print on plans.

g. Ends of lateral lines must show distance from downstream manhole and offset distance from the main line. Approximate depth of end of lateral should be shown.

j. For all sanitary sewers, show the field-measured azimuth or bearing of the line from manhole to manhole.

l. When a phase of a subdivision is completed, a location sketch of entire subdivision with said phase outlines shall appear on plans.

· Manhole inverts measure to 0.01’ with maximum vertical error of 0.50’ per 1,000 feet of horizontal traverse.

· Manhole tops: measure to 0.10’ with maximum vertical error of 0.50’ per 1,000 feet of horizontal traverse.

· Horizontal Locations: Measure to nearest 1.0’ with allowable error of 1.0’ per 1,000’ of traverse.

A. All easements shall allow adequate room to construct the sanitary sewer and appurtenances. Permanent easements shall be a minimum of 20 feet wide, ten (10) feet on each side of the line; except that when the depth of the sanitary sewer exceeds ten (10) feet the required sanitary sewer easement width shall increase such that the easement width is at least twice the depth from the ground surface to bottom of the pipe. Easements with dual utilities shall be a minimum of 35 feet in width.

B. To provide for maximum utilization of public sewer systems, appropriate easements shall be provided to adjacent properties for access to, or extension of, said utilities. Such easements shall be dedicated to the City of Porterdale.

C. It shall be the responsibility of the developer to obtain any off-site easements required to connect the project to existing public sanitary sewers. Easements will be conveyed to the City of Porterdale for all facilities that are to be conveyed to the City. Final plans cannot be approved until all necessary on-site and off-site sanitary sewer easements have been submitted, approved and recorded (see appendix for a sample easement form).

D. Sewer lines crossing streams or standing bodies of water, both above and under water, present special problems, and should be discussed with the City’s Development Department before final plans are prepared.

E. Sewers located along streams shall be located outside of the streambed wherever possible and sufficiently removed there from to protect the natural stream channel. Reasons for requesting sewer lines to be located within streambeds shall be provided in the preliminary plan application.

F. Cross-country sanitary sewers adjacent to state waters shall be designed and constructed to comply with the buffer requirements, including Georgia DNR Rules 391-3-7, the Georgia Erosion and Sediment Control Act OCGA 12-7-1, and the City of Porterdale’s River Corridor Protectin Ordinance. In cases where these regulations differ, the most protective (greatest distance from the edge of the stream) will serve as the standard. Sanitary sewers crossing streams shall be kept to a practicable minimum. Where sewers parallel state waters, the sewers and their respective easements shall be located outside the buffer area.

G. Sewers laid on piers across ravines or streams shall be allowed only when it can be demonstrated that no other practical alternative exists.

H. Sewer systems shall meet the requirements of the EPD and the local health department with respect to minimum distances from water supply wells or water supply sources and structures.

I. No sewer line shall pass within fifty (50) feet of a water supply source or structure unless special construction and/or pipe materials are used to obtain adequate protection.

J. The proposed design shall identify and adequately address the protection of all water supply structures within 100 feet of the proposed project.

K. Sewer systems shall be designed to carry the peak flows generated by the estimated future population from all contributing points under consideration. The estimated average daily flow will be computed using the unit flows from Table 7-1. In the absence of actual data, sewer peak slows should be determined by consulting the 10-state standards.

M. Considerations will be given to domestic, commercial, institutional and industrial wastes plus groundwater infiltration in determining the necessary capacity of the sewer system.

**Design of sewer facilities to serve these land uses shall be on a case-by-case basis depending on specific uses.

N. General - The criteria listed herein is not intended to cover all aspects of design, but rather to mention the basic guidelines and those particulars that are required by the City of Porterdale. Fore more detailed criteria, the design should refer to standard references such as “Ten States Standards”, Georgia EPD rules, Water Pollution Control Federation Manual of Practice No. FD-5, and other available literature.

All sanitary sewers for the conveyance of wastewater shall be designed as separate sanitary sewers in which groundwater, stormwater or other runoff from roofs, streets, parking lots, foundation drains and any source other than wastewater are excluded. Overflows from sanitary sewers shall not be permitted.

O. Design Period - Gravity sanitary sewer pipelines should be designed in accordance with the City’s wastewater management plan and should, as a minimum, be designed with capacity sufficient to handle the estimated tributary population twenty to forty years into the future. Tributary population is considered to be all areas upstream of the discharge point of the system being designed as well as any anticipated pumped flow from other basins. Sanitary sewers shall be designed and installed to the uppermost property line of the development being served. Consideration should be given to the maximum anticipated capacity of institutions, industrial parks, etc.

P. Capacity and Size Determinations - In determining the required capacities of sanitary sewers, the following factors should be considered:

1. No sewer main shall be less than 8”; No service lateral shall be less than 6”.

2. Wet Well Volume - The wet well volume shall be sized to limit pump cycles to no more than six (6) cycles per hour under worst conditions.

3. Ventilation - The minimum requirement for wet wells shall be two (2) gravity vent pipes designed for natural ventilation. Vents shall be elevated to a minimum of two (2) feet above the 100-year flood elevation. Where conditions are conductive to formation of hazardous conditions (in the design engineer’s opinion), mechanical ventilation shall be provided. Mechanical ventilation shall be required for dry wells.

4. Structures - Submersible lift stations shall have a wet well structure and a separate valve pit. Both structures shall be pre-cast concrete with a monolithic base. The valve pit shall be a minimum of 4’x 4’x 5’ deep with manhole steps, floor drain pipe and a 3’x3’ lockable aluminum access hatch. Wet wells may be either round or rectangular and shall have a diameter or width of at least five feet (5’). Wet wells shall be sized to meet cycle time requirements with a draw down (i.e. the distance between high water level and low water level) of not more than three (3) feet. The wet well shall have a lockable aluminum hatch large enough for easy removal of pumps.

Riser sections in pre-cast units shall be sealed watertight using butyl rubber sealant or other approved sealant. Mastic shall not be used. Structures shall be adequately reinforced for all loading conditions normally encountered during shipping, construction and service. All openings (for pipes, hatch, conduits, etc.) shall be either cast-in-place or cored. Sanitary sewer pipe connections shall utilize rubber boot connectors and be watertight. The wet well will be equipped with either manhole steps or an aluminum ladder, which ever is the City’s preference.

5. Accessories - All materials inside the wet well and valve pit shall be corrosion resistant. Mechanical equipment requiring ferrous metals shall have a coal tar epoxy coating. Guide rails for pumps shall be stainless steel. Miscellaneous metals including fasteners shall be aluminum or stainless steel; anchor bolts shall be stainless steel. All stainless steel must be Grade 316.

6. Pressure Gauge - A pressure gauge shall be installed on the force main downstream of the gate valves, inside the valve pit and visible from ground level. A corporation stop shall be installed on the tap to allow removal of the gauge.

7. Valves - The discharge pipe of each pump shall have a check valve followed by a gate valve before the two pipes join into a common force main.

8. Surge Control Valves - The pumping system shall be checked to determine if a surge control valve is required. If a valve is required, it shall be located within the valve pit on the common force main and a drain line installed to drain to the wet well.

d. Have dual mechanical seals with seal leak indicator light in the control panel

e. Pump and motor casing shall be cast iron and all fasteners shall be stainless steel (Grade 316)

g. Motor winding shall have a heat sensor with auto reset to prevent overheating; three-phase motors shall have two sensors

h. The operating speed of the pump shall not exceed 1800 rpm without special approval

j. The pump shall be automatically connected to the discharge connection elbow when lowered into place and shall be easily removed for inspection or service. There shall be no need for personnel to enter pump well. A simple linear downward motion of the pump shall accomplish sealing of the pumping unit to the discharge connection elbow. Each pump shall be equipped with a chain (aluminum or other non-corrosive material) for easy removal.

S. Depth Requirements - Any sewers installed in the street shall be sufficiently deep to provide 5 feet of cover at the inlet end of all service laterals at the street right-of-way and over any part of the main or service within the street right-of-way. Any sewers on off-street easements shall have a minimum of four feet of cover. In extraordinary circumstances where there is no other alternative, ductile iron pipe shall be used where there is less than four feet of cover. Filling over the pipe to obtain minimum cover is not allowed if the fill will impede the natural flow of surface water or will cause an erosion problem.

T. New sanitary sewer systems shall be designed on the basis of an average daily flow of sewage of not less than 400 gallons per household per day. Normally, all sanitary sewers shall be designed for a peak flow of not less than 2 ½ times the average flow; this peak factor will be higher for smaller basins. Sanitary sewers should be designed to carry the peak flow when flowing at a depth of 2/3 the pipe diameter

U. All sanitary sewers shall be so designed and constructed to give mean velocities, when flowing full of not less than two (2) feet per second based on Manning’s formula using an “n” value of 0.013. Table 7-2 below indicates the minimum slopes that should be provided; however, slopes greater than these are desirable: Where velocities greater than 15 feet per second are attained, special provision should be made to protect against displacement by erosion and impact.

Minimum Sewer Size (inches)	Minimum Slope (ft/100ft.)
8	0.40
10	0.29
12	0.22
14	0.17
15	0.15
16	0.14
18	0.12
21	0.10
24	0.08
27	0.07
30	0.06
36	0.05

These minimum slopes shall be used only when sufficient flows are expected to maintain a velocity of two (2) feet per second and maintain a cleaning action in the line. Sanitary sewers shall be laid with uniform slope between manholes. Sanitary sewers on 20% slopes or greater shall be ductile iron pipe and shall be anchored securely with concrete anchors (See Standard Details) to prevent displacement by erosion or shock. The maximum slopes of sanitary sewers shall be 30% and sanitary sewers shall be designed at less than 20% whenever possible.

V. Increasing Size - When a small sanitary sewer is connected to a larger sewer, the connection shall not be lower than matching the top of both sewers to the same elevation.

W. Ductile Iron Pipe - Ductile iron pipe shall be required for sanitary sewer mains:

X. Gravity Sanitary Sewer Pipe - The City reserves the right to disallow any manufacturer that does not have a consistent, long-term record of quality control and successful product performance. Gravity sewer pipe up through 15-inch diameter will normally be polyvinyl chloride (PVC). Ductile iron pipe (DIP) shall be used where certain conditions exist (see discussion of DIP). For 18-inch diameter pipe and larger, the contractor may have the option of using either PVC, reinforced concrete pipe (RCP), or DIP. The City may approve the other types of pipe on a case-by-case basis and may limit the options of type of pipe depending on site conditions. All buried PVC pipe shall be marked continuously with metalized locator wire. This should be addressed at the preliminary plan review stage.

Y. Detection Tape/Wire - All nonferrous pipe, not just PVC, must be marked with detection tape/wire.

Z. Sanitary Sewer Pipe Bedding - Bedding for sanitary sewer pipe shall be as follows (see also Standard Details):

1. For PVC, HDPE and any other pipe made of plastics or resins the minimum bedding shall be class “B”.

3. In certain areas, the minimum bedding requirements will be increased as needed to ensure a stable support under, and on the sides of the pipe.

1. Steel casing pipe shall be schedule 40 thickness with a minimum yield strength of 35,000 psi and shall conform to the requirements of ASTM A139. It shall be fully coated on the exterior and interior with a coal tar epoxy coating. The casing pipe diameter shall be six to eight inches greater than the “bell” diameter of the carrier pipe.

2. Wherever steel casing is required, the carrier pipe shall be ductile iron pipe with push-on joints. Approved spacers shall be used to secure the pipe on grade during grouting operations. A manhole shall be placed at each end of the cased section at a distance of 5 to 10 feet beyond the end of the casing. Ductile iron pipe shall be continuous from manhole to manhole.

BB. Wyes and Bends - Wyes and bends shall be equal in quality to the materials of the pipeline being installed

1. Manholes - Sanitary sewer manholes shall consist of Portland Cement concrete with a compressive strength of not less than 4,000 pounds per square inch at an age of 28 days. The minimum inside diameter of the manhole shall be as required by Standard Detain No. 402.04. The wall thickness shall be not less than 5 inches. Manholes over 12’ deep shall be placed on a reinforced slab as shown on the detail sheets. Joints in the wall shall be tongue and groove type; Sections shall be joined using O-ring rubber gaskets, flexible plastic gaskets conforming to the applicable provisions of ASTM Standard Specification, Serial Designation C43, or an approved bitumastic joint material. Precast concrete manholes shall consist of precast reinforced concrete sections with eccentric, (or flat slab for shallow manholes) top section and a base section conforming with the typical manhole details as shown on the Standard Detail. Flat top manholes will be approved only if a need for such can be demonstrated by the design professional.

2. Manhole Sections - Each section of the pre-cast manhole shall have not more than two holes for the purpose of handling and laying. These holes shall be sealed with cement mortar using on part Portland Cement to two parts clean sand, meeting ASTM Standard Specification, Serial Designation C144.

3. Rubber Boots - Pre-molded rubber boots with stainless steel bands shall be used for connecting sewer pipe to manholes. These may be either the lock-in “Kor-N-Seal” type as manufactured by National Pollution Control Systems, Inc. or the cast-in type as manufactured by Interpace Division of Ball Rubber, Inc. or approved equal. In all cases, the boot shall be sized to suit the outside diameter of the type pipe being used.

4. Lift Holes - Holes in precast bases to receive sewer pipe shall be precast at the factory at the required locations and heights. Knocking out of holes in the field will not be permitted; however, holes can be cored in the field with a coring machine. The design, the materials used in, the manufacturing process and the transportation of precast manhole shall be subject to inspection at any time by the City. Materials found defective by the City will not be delivered to the jobsite. Material on the jobsite that is found defective shall be removed immediately after being notified that such materials are unacceptable. Precast manhole shall conform to ASTM C478.

5. Manhole Steps - Manhole steps shall be of #4 steel reinforcing bars covered with Polypropylene Plastic or rubber and shall be supplied with depth rings and other necessary appurtenances. The manhole steps shall conform to the applicable provisions of ASTM Specification C478 and shall be similar to and of equal quality to the “Sure Foot” by Oliver Tire and Rubber Company of Oakland, California or “PSI-PF” by M.A. Industries, Inc. of Peachtree City, Georgia. The step shall be factory built into the precast sections.

6. Pipe Holes - Holes in pre-cast bases to receive sanitary sewer pipe shall be pre-cast at the factory at the required locations and heights. Knocking out of holes in the field shall not be permitted on new construction. However, holes can be cored in the field with a coring machine. All manholes shall have Kor-N-Seal (or equal) rubber boots for all pipe entries/exits.

7. Inverts - The invert of manholes shall be constructed of concrete or brick in accordance with the Standard Details and shall have a cross-section of the exact shape of the invert of the sewer which it connects, changes in size and grade being made gradually and evenly. Changes in direction of the sewer and entering branch or branches shall have a true curve of as large a radius as the size of the manhole will permit. Inverts shall have a “smooth trowel” finish. The manhole bench shall be sloped 30 degrees from the manhole wall toward the invert. Manholes shall be provided with steps built into the wall as shown on the detailed drawings. Drop manholes will be required where the invert of any incoming line will be higher than two feet from the invert of the outlet pipe. All manholes shall be watertight when completely built.

8. Manhole Foundation - The manhole base shall be set on a compacted mat of #57 size crushed stone. The mat shall be a minimum of 6-inch thick and graded level. In wet areas the crushed stone mat shall be thickened as needed to provide a non-yielding foundation.

9. Brickwork - Any brickwork required to complete the pre-cast concrete manhole shall be constructed using one (1) part Portland cement to two (2) parts clean sand, meeting ASTM Specifications, Serial Designation C144, thoroughly mixed to a workable plastic mixture. All brickwork shall be constructed in a neat and workmanlike manner. Cement mortar shall be used to grout interior exposed brick joints and faces. No more than three (3) courses of brick with nine (9)-inch maximum total depth of bricks may be used to adjust manhole covers. In cross country areas, the elevation of the top shall be 18 inches above the finished grade. Manholes in other areas shall be at the elevation shown on the approved plans.

10. Frame and Cover - Manhole covers shall be cast iron with a coat of asphaltic paint applied at the foundry. The frame and cover shall be as shown on the detail drawings. All covers shall have “Sewer” printed on them. Manhole frame and covers shall be as manufactured by Neenah R-1765 (365 lbs.) in paved roads, parking lots and driveways; and Neenah R-1779 (300 lbs.) for non-traffic areas, or approved equal. Manhole frames shall be cast in the cone if located in non-traffic areas. Waterproof manhole covers shall be cast iron with a coat of asphaltic paint applied at the foundry as shown on the drawings with a “bolted-down” lid. All covers shall have “Sewer” printed on them. Manhole frame and covers shall be as manufactured by Neenah Foundry Company R-1915-F2 (435 lbs.) or approved equal. Manhole frames shall be cast in the cone if located in non-traffic areas.

11. Masonry Work - Masonry work shall be allowed to set for a period of not less than 24 hours before being placed under traffic or in operation. All loose or waste material shall be removed from the interior of the manhole.

12. Location - Manholes shall be installed at the end of each line; all changes in grade, size or alignment; at all intersections; and at horizontal distances normally not greater than 400 feet. Cleanouts may only be used for special conditions and shall not be substituted for manholes nor installed at the ends of laterals greater than 150 feet in length. Manholes in cross-country areas shall be elevated so that the top is 18 inches above ground.

13. Drop in Manholes - Drop across manholes shall be minimum 0.1 feet unless approved by the City.

14. Brickwork required to complete the precast concrete manhole shall be constructed using one part Portland Cement to two parts clean sand, meeting ASTM Specifications, Serial Designation C144, thoroughly mixed to a workable plastic mixture. Brickwork shall be constructed in a neat and workmanlike manner. Cement mortar shall be used to grout interior exposed brick joints and faces. No more than 3 courses of brick with 9 inch maximum total depth of bricks may be used to adjust manhole covers.

15. Both the wet well and manholes receiving forced main effluent must be coated with an epoxy to prevent corrosion.

1. Concrete shall consist of Portland Cement, a fine aggregate, a coarse aggregate and water. Portland Cement shall conform to Fed. Spec. SS-C-19 lb. Fine aggregate shall be clean, sharp, well-graded sand conforming to Fed. Spec. SS-S-51. Coarse aggregate shall be uniformly graded broken stone or gravel, which will pass a 1 ½” screen and be retained on a ¼” screen. Aggregate shall be free of clay, loam silt or organic matter. Water used for concrete shall be clean and free from vegetable, sewage or organic matter and the total amount used shall not exceed six (6) gallons per sack of cement. Forms may be of wood or metal properly braced to prevent bulging. Concrete shall be thoroughly mixed and well vibrated into forms and around fittings. Exposed surfaces of concrete shall be protected from premature drying by being kept covered and moist for a period of seven days. After the forms have been removed, the voids in the interior surface, if any, shall be properly filled with cement mortar and the whole surfaced rubbed uniformly with neat cement.

2. All mortar shall be composed of one part Portland Cement to three parts sand, conforming to these specifications.

3. All concrete shall have a compressive strength of not less than 3,000 psi at an age of 28 days.

EE. Reinforcing Steel - Bars for concrete reinforcement shall be of the sizes, lengths and bent as shown on plans. Bars shall be ASTM Specifications A-615 Grade 60. All Steel shall be free from rust, scale or any foreign coating.

FF. Brick - All brick shall be best grade, hard-burned, common, giving a ringing sound when struck and acceptable to the City. Only bricks presenting a regular and smooth face shall be used. When submerged in water for 24 hours, they shall not absorb more than 10% of their weight in water. Brick shall be culled when delivered on the ground, and all imperfect brick are to be immediately removed from the work. All salmon, soft or arch brick or brick made of alluvial soil will be rejected. All brick used in the work shall be of uniform size.

GG. Subgrade Stabilizer Stone - Stabilizer for subgrade shall be either approved crushed stone or gravel, uniformly graded from ¼” to ½” in size.

HH. Polyethylene Tubing for Ductile Iron Pipe - Polyethylene tubing shall be manufactured of virgin polyethylene material conforming to ASTM Standard Specification D-1248-78, Type I, Class A or C, Grade E-1. The polyethylene film shall have a minimum thickness of 8 mm.

II. Casing Spacers - Approved casing spacers shall be used to secure the sewer line on grade throughout the length of the casing. The spacers shall be sufficient to secure the pipe on grade during the grouting operation.

JJ. Concrete for Thrust Blocks and Thrust Collars - Concrete for thrust blocks and thrust collars shall have a minimum compressive strength of 3,000 psi at 28 days.

KK. Steel Casing Pipe - Steel casing pipe shall be used where boring and jacking of more than 20 feet in length is required for installation.

1. Steel casing pipe shall be schedule 40 thickness with minimum yield strength of 35,000 psi and shall conform to the requirements of ASTM A139. The pipe shall be fully coated on the exterior and interior with a coal tar coating. The pipe diameter shall be 6 to 8 inches greater than the “bell” diameter of the carrier pipe.

2. Wherever steel casing is required, the carrier pipe shall be ductile iron pipe with push-on joints. Approved spacers made of stainless steel straps with nylon skids shall be used to center the carrier pipe; two spacers per section of pipe shall be used. A manhole shall be placed at each end of the cased section at a distance of five to 10 feet beyond the end of the casing. Ductile iron pipe shall be continuous from manhole to manhole.

LL. Protection of Water Supply - There shall be no physical connection between a public or private potable water supply system and a sanitary sewer which would permit the passage of any sewage or polluted water into the potable supply.

1. A horizontal separation of at least 10 feet is required between sanitary sewer lines and existing or proposed water mains (measured edge to edge). Should conditions prevent a separation of 10 feet, the lines shall be laid in separate trenches and sanitary sewers shall be ductile iron. Where sewer mains cross existing or proposed water lines, 18” vertical separation is required between the two mains (measured edge to edge).

2. Whenever possible, the elevation of the crown of the sewer shall be at least 18 inches below the invert of the water main. The two pipes shall be installed such that a full length of pipe will be centered over the crossing so that all joints will be separated as much as possible. Ductile iron pipe shall be installed for both mains at points where the two lines cross.

3. When sewers are laid within public streets, the manholes and lines shall normally be laid along the center of the street at a depth of not less than 7 feet below the road surface to the top of the pipe so that service laterals will have 6 feet of cover at the edge of the right-of –way. In curves and other areas where this is not possible, the lines and manholes are to be installed within the confines of the curb to avoid conflict with the curb and other utilities. Ductile Iron Pipe shall be used for sewer lines crossing storm sewers and at other locations specified by the City.

1. A sewer service shall be provided for every existing or proposed lot or building. All services shall be shown on the construction drawings. All service laterals shall be a minimum of 6” in diameter. A common service shall not be allowed for two or more buildings. The service shall extend to 5’ inside the property line of the lot being served and normally be within 10 feet of the lower corner of the lot. The Contractor shall install a cleanout at the right-of-way and extend the PVC cleanout to a height of 3’ above the finished grade. The Contractor shall also place a 4”x4” pre-treated wood post painted green above the end of the service lateral to enable the builder to locate the service. All service laterals shall have minimum of 5’ of cover at the right-of –way. Where 5’ of cover cannot be achieved, services shall be ductile iron.

2. Six inch (6”) services shall be laid at a minimum grade of 1%. Service laterals tied directly to manholes shall enter the manholes through cored holes and shall be provided with a pre-molded rubber boot as described in Section 303.04.1. Laterals shall enter the manhole no higher than 6” above the table and shall be provided with a concrete flume to slope the flow into the manhole invert.

3. The developer shall be responsible for serving all lots developed. On any lot where the service cannot be found, the developer shall be responsible for payment of the cost of installation of another service lateral. Also, unless noted on the final plat, the service shall be low enough to serve the first floor elevation at the building line. The builder shall be responsible for the location of the services prior to the pouring of the foundation, driveway or other appurtenance. The City will not be responsible for any house built too low to be served or for any service covered by construction.

4. No plumber or contractor will be allowed to connect to the sewerage system except to the end of the service provided for this connection, when proper permit is issued. After the service is run from the end of the lateral provided by the sewer line contractor to the house plumbing, the cleanout at the right-of-way may be cut down to a level six inches below the finished grade. The cleanout shall be provided with a cast iron ferrule with a brass screw plug to enable the cleanout to be located with a metal detector. Plastic plugs are not allowed.

1. If an existing trunk line must be extended to serve the property, the developer may be required to pay all of the initial costs. If the line extension would serve other developments within a one-year period, the City may negotiate with the initial developer for a pro rata share participation from future developers who wish to connect to the extension during the one-year period. This on-year period would begin upon final acceptance of the line by the City, at the end of the two-year developer maintenance period.

2. Sewer line extensions shall be sized in accordance with the requirements of Section 707. If the size of the trunk main extension required is larger than the minimum size required to serve the development, the Developer may be able to recapture some of the initial costs through negotiations with the City for the cost of the betterment in accordance with the Section above.

OO. Polyethylene Encasement - Ductile iron pipe shall be provided with polyethylene encasement whenever the sewer line either crosses or is in close proximity to a steel gas main.

1. Permanent sanitary sewer easements of 20 feet in width shall be provided for all sanitary sewer lines not located within the right-of-way. Permanent easements shall be reserved adjacent to the right-of-way for sewer lines located within 10 feet inside of the right-of way, thereby giving the City 10 feet of accessible property on each side of the sewer line. If sanitary sewer lines are excessively deep, wider easements may be required to maintain a 1:1 open cut slope.

2. Easements for sanitary sewer lines and drainage purposes may be combined, but must be a minimum of 30 feet wide if designed for combination.

3. Sewer easements off the street right-of-way shall be clearly defined on the plat of the individual property owner and said property owner will be required to keep the easement free of all obstacles.

4. All easements shall be cleared of debris, excess dirt and other materials. The ground shall be smoothed down and grassed within 10 days of completing construction work. The use of sediment control measures will be required to protect the area until a vegetative cover is obtained.

5. Where the developer does not contemplate installation of sewers to the most upstream property line of drainage basins running through the development, a 20 foot wide permanent easement and 60 foot wide construction easement will be required for future use of the City. These easements must be shown and recorded on the final development plat.

QQ. Joint Restraint Inside Casing - Inside of casings, the sewer line joints shall be slip joint restrained by using U.s. Pipe “Field-Lok” gaskets or approved equal.

RR. Wastewater Lift Stations - A registered professional engineer licensed in the State of Georgia shall do lift station design. The following minimum requirements apply to wastewater lift stations:

1. Lift stations having less than 500 gpm capacity (per pump) shall utilize two submersible centrifugal pumps each having a capacity equal to the design flow. Lift stations having a capacity of 500 gpm or more shall be reviewed on an individual basis and may have requirements differing from those outlined herein.

2. Grinder type centrifugal pumps shall be used for pumps having a capacity of less than 100 gpm. Force mains shall be sized to provide a velocity of at least two (2) feet per second.

3. The design shall allow for each removal of any pump or equipment item without the need to shutdown the entire lift station. Lift assembly shall be provided for pump or equipment removal.

4. The design engineer shall consult with the City Manager or his/her designee after preliminary design data has been developed for information on approved pump manufacturers. The City reserves the right to review each application on an individual basis and to reject the use of non-approved manufacturers.

1. In addition to the information requested in Chapter 300, construction plans shall also include the following lift station information:

a. System head calculations; tabulated and plotted on the pump curve, along with a plot of force main velocity.

b. Standard drawings, details and specifications sufficient to ascertain compliance with these regulations.

c. Calculations showing determination of wet well volume and cycle time at design conditions. Wet well volume should be sufficient to provide a cycle time of no less than five (5. minutes from a pump “on” to the next pump “on” time. In addition to short cycles, the design engineer should endure that cycles times will not be too long and create a nuisance condition.

d. Backup power must be provided for pump stations in the event of a power outage.

e. Construction drawings and specifications in sufficient detail to ascertain compliance with these regulations.

f. Buoyancy computations showing that structures are protected against flotation.

2. Shop Drawings - After construction plan approval, but before purchasing any lift station equipment, shop drawings shall be submitted to the City including the following information:

a. Manufacturer’s catalog sheets, performance curves, installation drawings, specifications and list of options for the specific pump that is offered for approval.

b. Similar catalog data for controls, valves, hatches, yard hydrants, pre-cast wet well and other manufactured items.

3. Certification - After installation and before placing the system into full operation, the work must be inspected by the Developer’s Engineer who must then issue a certification to the Department of Water & Wastewater verifying that all work has been done in accordance with approved plans. This certification shall include all construction of the lift stations and force mains. After acceptance of the work by the engineer, a factory representative shall inspect and start up the system certifying rotation, capacity, amperage draw, lack of vibration and other standard checks. This certification shall state the beginning date of the warranty and include a copy of the warranty. The pump shall have a minimum manufacturer’s warranty of five (5) years with no prorating.

4. Operation & Maintenance Manuals - On or before the date of start-up, five (5) sets of factory O & M Manuals shall be delivered to the Department of Water & Wastewater. These manuals shall include the name of the purchaser, the serial numbers of pumps, detailed wiring schematics, telephone number and address for purchase of parts.

5. After construction is complete as-built drawings shall be furnished including one (1) set of mylar sepias plus four (4) sets of prints.

a. Spare Parts per Manufacturer’s Recommendations Lift stations with pumps of five (5) HP or smaller shall be supplied with a spare complete pump. Lift stations with pumps above five (5. HP shall be supplied with an extra impeller and set of bearings plus a complete set of manufacturer’s recommended spare parts.

b. Standby Power Each lift station shall be provided with a permanent in-place emergency generator for standby power. The only exception to this requirement is if the power supply in the project area of the City has a dual feed. Generators shall not be required where there is a dual feed. Where generators are required, the generator shall be diesel powers with an automatic transfer switch and provisions for an automatic exercise cycle. Specifications for the generator shall be submitted to the City for review and approval.

1. Flooding - Lift stations shall be designed to remain fully operational and accessible during the 25-year flood event. All electrical controls shall be designed to be above the 100-year flood elevation. All motors and mechanical equipment shall be protected against physical damage from the 100-year flood.

2. Access Road - Access roads shall be paved with a 12-foot wide surface of either concrete (4-inch thick with wire mesh) or asphalt (6-inch graded aggregated base plus 2-inch Type E asphalt).

3. Ownership - Lift station sites and the access roads shall be dedicated to the City. The land dedicated for lift stations shall include sufficient space for parking of two trucks, plus turn-around and slope maintenance. The dedicated width for access roads shall be a minimum of 30 feet.

4. Fencing - Lift station sites shall be fenced with a minimum of 6-foot high chain link fencing topped with three (3) strands of barbed wire. Access gates shall be a minimum of 15 feet in width. The area inside the fencing shall be large enough to facilitate service vehicle access to the pumping station, wet sell, and other facilities. A paved turn-around area shall be provided whenever the access road length exceeds 200 feet or when the access road grade exceeds 10%.

5. Water Supply - A metered water supply line (1” minimum size) shall be installed to the site, and a freeze-proof yard hydrant located near the wet well. The hydrant shall be equipped with a suitable backflow preventer (Watts No. NF8 or approved equal.. If City potable water is unavailable to the location of the lift station, a well may be supplied.

6. Lighting - One pole-mounted, 150-watt mercury vapor security light shall be installed. It shall be photocell controlled and equipped with a manual on/off switch (located in the main control panel. to override the photocell control.

7. Hoist – Submersible pumping stations shall include a hoist capable of lifting the pump form the wet-well and placing it on the bed of a truck.

1. The force main shall be sized for a minimum velocity of two (2) feet per second with one pump operation.

2. Force mains of four (4)-inch diameter or larger shall be ductile iron pipe (except for temporary installations where PVC pipe, SDR17, may be allowed for force mains of six (6.-inch diameter or smaller). Force mains smaller than four (4)-inches may be used only with grinder pumps and shall be PVC pipe, SDR 17 with gasket joints. PVC pipe shall not be exposed to sunlight or freezing temperatures. Buried PVC pipe shall be marked continuously with metallized locator wire.

3. The force main profile shall slope continuously upward where practical. If high points occur where air could be trapped in the pipe, an air release valve (of the type made for sewage applications) shall be installed (in a manhole) at the high points.

1. Lift station controls and electrical components shall be factory-wired in weatherproof stainless steel metal cabinets (NEMA 4X stainless steel). The cabinet shall be provided with condensate heaters. Spare fuses of each type used in the electrical/control system shall be furnished.

2. A main circuit breaker shall be installed that is designed to disconnect power to the entire station.

3. Three-phase power shall be provided for all motors exceeding five (5) horsepower. Phase converters will not be allowed.

5. The panel shall be equipped with a ground bus and neutral bus. The terminal shall be suitable for either aluminum or copper wire. All internal panel wiring shall be copper.

6. Motors shall be suitable for either 230 or 460-volt operation. The design engineer shall consult with the City of Porterdale Electric Department to verify specifics pertaining to electrical power availability.

7. Four sealed float switches shall control the wet well level. All floats shall be provided with 25-feet of Type SJO flexible cord and shall be attached to a bracket mounted at the top of the wet well. Float functions shall be as follows:

i. The wiring shall be neatly tied and number coded to facilitate maintenance and a schematic diagram furnished with the panel;

j. A 120V GFCI type electrical receptacle shall be located at the control panel;

k. Pump stations shall be equipped with a remote transmitting unit and telemeter circuitry connected to the City’s SCADA system; and

l. Manufacturer’s warranties to be supplied with a minimum of 100% coverage for five (5) years with no pro-rating.

9. Warranty - Regardless of the manufacturer’s warranty terms, the developer will be responsible for all repairs necessary within two (2) years from the date the station is completed and approved by the City. The Developer will be required to furnish such assurances to the City as deemed appropriate by the City to ensure prompt action.

1. Ductile iron pipe shall be required at all utility crossings with less than two (2) feet of clearance (above or below), in locations where cover is less than four (4) feet, at stream crossings, where slopes exceed 20%, and where PVC sanitary sewer pipe has more than 16 feet of cover.

2. Ductile iron pipe shall be designed and manufactured in accordance with AWWA C150. Minimum wall thickness for 4” – 12” diameter pipe shall be Pressure Class 350; Minimum wall thickness for 14” – 20” diameter pipe shall be Pressure Class 250; Minimum wall thickness for 24” diameter pipe shall be pressure Class 200; Minimum wall thickness for pipe larger than 24” in diameter shall be Pressure Class 150. Pipe shall be manufactured in accordance with AWWA C151. Wall thicknesses greater than the minimums called for above may be required due to greater depths or varying bedding requirements.

3. All D.I.P shall be subject to inspection and approval by the City after delivery. No broken, cracked, imperfectly coated or otherwise damaged or unsatisfactory pipe or fittings shall be used. The pipe interior shall be Polybond, Polyline, polyurethane or Protecto 401 ceramic epoxy lined with a minimum thickness of 40 mm. The exterior shall be seal coated with an approved bituminous seal coat in accordance with AWWA C151.

4. Pipe joints shall be push-on joints conforming to AWWA C111, latest revision, unless specified otherwise on plans. Were called for, mechanical joints shall conform to AWWA C111.

1. The contractor shall provide unplasticized PVC gravity sanitary sewer pipe meeting the requirements of ASTM D3034, or latest revision, in the sizes shown unless otherwise indicated in the contract documents.

2. All PVC pipe and fittings through 15” shall meet the requirements as specified under ASTM D3034. PVC pipe 18” in diameter shall meet the requirements of ASTM F679. All pipe and fittings shall be suitable for use as a sanitary sewer conduit. Bell joints shall consist of an integral wall section with elastomeric gasket joint which provides a watertight seal. Standard laying lengths shall be 13.0 – 18.0 feet (± 1 inch). The pipe shall be capable of passing all tests which are detailed in this specification. Minimum wall thickness for pipe through 15” in diameter shall be as specified under SDR 35 in ASTM D3034. Minimum wall thickness for 18” diameter pipe shall be as specified under T-1 in ASTM F679. PVC sewers with more than 12 feet of cover may require wall thicknesses greater than SDR 35 or T-1. PVC is not allowed for sewers greater than 18” in diameter or more than 14 feet of cover.

3. Each length of pipe shall be marked with the manufacturer’s name, trade name, nominal size, class, hydrostatic test pressure, manufacturer’s standard symbol to signify it was tested and the date of manufacture. Each rubber ring shall be marked with the manufacturer’s identification, the size, the year of manufacture and the classes of pipe with which it can be used.

4. All PVC fitting and accessories shall meet the requirements specified under ASTM D3034 or F679 and shall be manufactured and furnished by the pipe supplier. They shall have bell and/or spigot configurations compatible with that of the pipe and shall have an equivalent wall thickness.

C. Pipe and Fittings Tests - All shipments of pipe and/or fittings shall be tested and certified to by an approved independent testing laboratory. Up to 0.5 percent of the number of pipe of each size furnished shall be tested (except that in no case shall less than two specimens be tested). The contractor shall be responsible for providing three (3) certified copies of the test results obtained by the testing laboratory under provisions for testing in the applicable test procedures listed below. Testing shall be done at the contractor’s expense and no pipe shall be installed until the testing is complete and the results approved by the City.

D. Minimum “pipe stiffness” (F/Y) at 5% deflection shall be 46 psi for all sizes, when tested in accordance with ASTM Standard Method of Test D2412 (latest edition), to determine the “External Loading Properties of Plastic Pipe by Parallel-Plate Loading”. There shall be no evidence of splitting, cracking or breaking at a deflection of up to 30% of the original diameter.

E. Extrusion Quality - There shall be no evidence of flaking, swelling, or disintegration when the pipe material is tested in accordance with ASTM D2152, “Quality of Extruded Poly (vinyl chloride) pipe by Acetone Immersion”.

F. Joint Tightness - Pipe and fitting joints shall comply with ASTM D3212 (latest edition) for “Joints for drain and Sanitary Sewer Plastic Pipes Using Flexible Elastomeric Seals”. Joint assemblies shall not leak when subjected to both an internal and external hydrostatic test at equivalent pressures of 10.8-psi gauge for a period of one hour. Pipes shall be tested in straight alignment, axially deflected position, and by shear load test as otherwise defined in Paragraphs 7.2, 7.3 and 7.4 of ASTM D3212. All conduit entering the pump station should be sealed air tight at the wet well and at the motor control center.

G. Impact Resistance - Pipe shall comply with impact resistance test conducted in accordance with ASTM D2444, “Test for Impact Resistance of Termoplastic Pipe and Fittings by Means of a Tup (Falling Weight).”

H. Installation - PVC pipe will be installed in accordance with ASTM D2321 (latest revision). Class “B” bedding is the minimum bedding requirement for PVC pipe. In any area where the pipe is below existing ground water level, the contractor will embed PVC pipe in sand or graded gravel must extend from six (6) inches below the pipe to 12 inches above the pipe, and the material must be firmly placed under the pipe haunches. Initial backfill shall be compacted to the densities outlined in D2321. The City may require up to ten (10) random compaction tests to insure compliance with D2321. If any material tested is less than the required density, the contractor shall re-compact said material and the city shall then have the right to additional compaction tests at the expense of the developer or his contractor to insure compliance with D2321.

I. The City may require up to ten (10) random compaction tests to insure compliance with the above requirement. If any material tested is less than the required density, the contractor shall re-compact said material and the city shall then have the right to additional compaction tests at the expense of the developer or his contractor to insure compliance with D2321.

J. Deflection Limit - Vertical deflection of installed pipe shall not exceed 5% of the undeflected diameter as defined in table X1.1 of ASTM D3034. Upon completion of the pipe laying, and at least 30 days after installation (to allow for settling), the pipe will be tested for final acceptance. The contractor, pulling a mandrel of specified dimensions through the pipeline, shall perform the test.

K. Locator Wire -All buried PVC Pipe shall be marked continuously with metallized locator wire.

L. Polyethylene Pipe (HDPE) - HDPE shall be considered by the City Manager in consultation with the City Engineer on a case-by-case basis.

1. General - The use of reinforced concrete pipe for sanitary sewers will be subject to approval on a case-by-case basis depending upon size of the sanitary sewer and site conditions. When approved for use, concrete gravity sanitary sewer pipe shall meet all materials and testing requirements of ASTM C-76, ASTM C-443 and ASTM C-497 (except where modified herein).

2. Quality Assurance - The contractor must submit to the City the concrete pipe manufacturer’s evidence of a working Quality Control Program for approval, prior to any pipe being manufactured. The program and standards of manufacturing must be established and well defined. The program must include: a full time Quality Control Technician, a complete and working Quality Control Laboratory capable of testing and recording the requirements set forth in these specifications for concrete pipe, and a zero defect program for daily material testing and finished product testing to assure quality control as the pipe is being manufactured and shipped for this particular project

3. Guarantee - The contractor shall provide a guarantee against defective materials and workmanship in accordance with the requirements of the section entitled “Guarantees and Warranties” of these specifications.

4. All concrete pipe and fittings 12 inches in diameter and larger shall conform to the latest requirements of ASTM C076 with the following modifications: pipe with 0 to 14 feet of fill shall be a minimum of Class III with 4500 psi concrete, pipe with 14 to 24 feet of fill shall be Class IV with 4500 psi concrete and pipe with 24 feet of fill or more shall be Class V with 5500 psi concrete.

5. Pipe shall have circumferential reinforcement as required for the particular class of pipe furnished. The bell and spigot of the joint shall contain circumferential and longitudinal reinforcement. The pipe shall be centrifugally cast or vibrated, horizontally or vertically cast or made on a Packerhead machine and shall be furnished in lengths not more than 20 feet and not less than 8 feet, except where short lengths are required for construction conditions. The pipe shall have bell and spigot joints suitable for the use of a rubber gasket to be provided as a part of this item.

6. RCP shall have bell and spigot joints consisting of self-centering steel joint rings securely attached to the pipe reinforcing steel. The steel joint rings shall be suitable for use with a rubber O-ring gasket to be provided as part of this item. The joints shall have the joint rings securely attached to the pipe reinforcing steel. The rings that form the joint shall be made so that they will join with a close, sliding fit. The joint surfaces shall be such that the rubber gasket shall be confined on all sides and shall not support the weight of the pipe.

a. The spigot ring shall have an external groove accurately sized to receive the gasket. Special section steel for spigot rings shall conform to ASTM A-283, Grade A, or ASTM A-306, Grade 50.

b. The bell ring shall be flared to permit gradual deformation of the gasket when the joint is assembled. Minimum thickness of the bell rings shall be 3/16 inch. Bell rings ¼ inch or thicker shall conform to ASTM A-283, Grade A, or ASTM A-306, Grade 50. Bell rings less than ¼ inch shall conform to ASTM A-570, Grade A.

c. Each ring shall be precisely sized by expansion beyond the elastic limit of the steel and then gauged on an accurate template. A corrosion-resistant coating of zinc applied by an approved metalizing process after proper cleaning shall protect all exposed surfaces of both rings.

N. Lining - The coal tar epoxy system shall be Koppers 300 M, Porter Tarset, Wise Chem CTE 200, Amercoat 78, Protecto 101 or equal.

1. The interior concrete or mortar surfaces of pipe and fittings are to be sandblasted and painted with one coat of a high-build, coal tar epoxy system, or two coats of a standard coal tar epoxy system. The dry film thickness of the total system shall be 16 mils minimum on concrete or mortar surfaces and on steel joint ring surfaces.

2. Sandblasting shall result in a clean dry surface, free of oil, grease, and r other contaminants. Any air pockets over ¼-inch in diameter and 1/8-inch deep appearing on the concrete surface after sandblasting will be filled with an epoxy sand patching material such as those sold by Sherwin-Williams, Glidden or Moran. The epoxy sand patch should be troweled prior to the application of the coal tar epoxy.

3. Any steel surfaces to be painted shall be sandblasted, solvent cleaned or wire brushed prior to painting. Application of the coal tar epoxy shall be by brush, roller or spray system using equipment recommended by the manufacturer of the coal tar epoxy system. The temperature during application and curing of the coal tar epoxy shall be as recommended by the manufacturer of the coal tar epoxy. Time between coats (if applicable) shall be as recommended by the manufacturer of the coal tar epoxy.

4. If the inside joint recess will be mortared and painted with coal tar epoxy in the field, the pipe supplier shall not paint the inside vertical surfaces at the ends of the pipe. When the inside joints will not be mortared in the field, the pipe supplier shall paint the inside vertical concrete or mortar surfaces at each end of the pipe.

5. The paint shall be extended continuously over the front lip of the steel spigot ring and a minimum of 2-inches onto the sealing surface of the unrestrained bell rings so that all interior joint surfaces that can be exposed to the fluid inside the pipe are coated.

1. Distance Between Manholes - Maximum distance between manholes shall be 40 feet.

2. Depth - Any sanitary sewers installed in the street shall be sufficiently deep to provide five (5) feet of cover at the inlet end of all service laterals at the street right-of-way, and over any part of the main or service within the street right-of-way. Any sanitary sewers in off-street easements shall have a minimum of four (4) feet of cover unless cast iron or ductile iron pipe is used. Filling over the pipe to obtain minimum cover is not allowed.

3. Drop Across Manhole - For manholes where the change in pipe horizontal direction (deflection) is less than 45 degrees, the normal pipe slope can be maintained across the manhole. Where the deflection is 45 degrees or more, a vertical drop across the manhole (between in and out pipes) of 0.1 feet is required.

1. All contractors who work on sanitary sewer systems that will be owned by the City of Porterdale must be licensed in accordance with State of Georgia law and local ordinance. Compliance with applicable safety regulations is the responsibility of each company engaged in the work. The City assumes no responsibility for the actions of others on the job site. It is the responsibility of those installing sanitary sewers, lift stations and related appurtenances to conform to OSHA regulations, 29 CFR Part 1926, Subpart P, Paragraph 1926.650 through 1926.653. Publications from OSHA can be obtained by contacting OSHA Publications Distribution, Washington, D.C.

2. Contractors performing sanitary sewer system installations must be approved by the City and shall be required to be completely familiar with the procedures and contract requirements associated with this type project.

3. Unsatisfactory work may result in the loss of privilege to obtain a permit for future work in the City of Porterdale.

1. No construction shall begin until the City of Porterdale Department of Development Services has issued all applicable permits. A pre-construction conference will be required prior to the commencement of construction.

2. The contractor shall submit one copy of the approved construction. The contractor shall furnish his name and address, telephone number, proof of his Georgia License to do this type of work, name of the person in charge of the project, list of any subcontractors and the name and telephone number of a responsible person who can be contacted in case of emergencies during nonworking hours.

3. The contractor (whose name shall appear on the approved contractor’s list) shall furnish his construction schedule and shall notify the City 24 hours prior to beginning any work. Once the contractor begins work, he shall proceed in a workmanlike manner and shall complete the work in a reasonable time without undue off days and period of inactivity which makes it hard for the City to keep up with his activity.

1. Any revisions to approved final plans that affect the approved site or subdivision plan, shall require formal City review and approval prior acceptance of the project by the City and issuance of any Certificates of Completion or Occupancy. Revisions shall be submitted and process in accordance with Section 306.D of these Regulations.

2. Any major changes to the approved system plans, not affecting the approved site or subdivision plans shall require the design engineer to submit revised drawings to the Development Department prior to construction of the change. Such request shall include an explanation of the reason for the change. Any deviation from City’s standards will be considered a major change, as will any change that will affect capacity, longevity, operation or maintenance of the facility. Any deviation from approved materials will be considered a major change.

3. Minor field changes may be made by the design engineer only with prior approval of the City and the changes documented in writing. The written documents must be submitted to the City Water & Wastewater Department for review and approval.

1. Sanitary sewer lines shall normally be installed by open-cut trench excavation. Trenches shall be cut true to the lines and grades shown on the approved plans. The bottom of the trench shall be cut carefully to the required grade of the pipe except where bedding materials or cradles are shown. In such cases the excavation shall extend to the bottom of the bedding or cradles as shown on the approved plans. Minimum pipe cover shall be as shown on the approved plans.

2. Trenches shall have a minimum width of 12-inches plus the diameter of the outside of the bell of the sewer main and the maximum trench width at the centerline of the pipe shall not be more than the nominal diameter of the pipe plus two (2) feet. In unpaved areas, the trenches may have a greater width than this, beginning at one foot above the top of the pipe and extending to the ground surface, if such width is necessary or desirable; however, in paved areas, the width of the trench from top to bottom shall not exceed the nominal diameter of the pipe plus two feet.

3. In cases where water mains cross above sanitary sewers, there shall be a minimum clearance of 18 inches vertical separation between the water and sewer mains. In cases where a sanitary sewer crosses above a water main, there shall be a minimum clearance of 18 inches vertical separation between the mains, plus the sanitary sewer shall be encased in concrete. Both mains shall be D.I.P. At crossings, one full length of sewer pipe must be located so that both joints are as far from the water main as possible. In cases where sanitary sewer mains parallel water mains, there shall be a minimum of ten (10) feet horizontal separation maintained between the mains. These distances are measured edge to edge.

4. No excavation shall be made under highways, streets, alleys or private property until satisfactory arrangements have been made with the State, City, County or owners of the property to be crossed. All excavated material shall be placed so as to not interfere with public travel on the streets and highways along which the lines are laid. Not more that 100 feet of trench shall be opened on any line in advance of pipe laying.

5. When possible, all crossings of paved highways or driveways by pipeline shall be made by boring or jacking the pipe under the pavement and shall be done in such manner as not to damage the pavement or foundation, unless the casing or pipe is in solid rock, in which case the crossing shall be made by the open cut method or by tunneling.

6. Wherever streets, roads or driveways are cut, they shall be immediately backfilled and compacted after the pipe is laid and shall be maintained in first-class condition as passable at all times until repaved.

7. Backfilling, compaction, dressing and clean-up shall be kept as close to the line laying crew as is practical and negligence in this feature of the work will not be tolerated.

8. In excavation and backfilling and laying pipe, care must be taken not to remove or injure any water, sewer, gas or other pies, conduits or other structures without an order from the Designer. When an obstruction is encountered, the Contractor shall notify the Designer, who will have the Owners of the obstruction adjust same or make necessary changes in grade and/or alignment to avoid such obstruction. Any house connection, drains or other structures damaged by the Contractor shall be repaired or replaced immediately.

9. All excavation shall be placed on one side of the trench, unless permission is given by the City to place it on both sides. Excavation materials shall be so placed as not to endanger the work and so that free access may be had at all times to all parts of the trench and to all fire hydrants or water valve boxes, etc. All shade trees, shrubs, etc. shall be protected.

10. The excavation for manholes shall extend to a firm, acceptable foundation and leave not less than 24 inches in the clear between their exterior surface and the embankment or timber that may be used to protect it.

11. The Contractor shall furnish, install and maintain such sheathing, bracing, etc. as may be required to support the sides of the excavation and to prevent any movement that might injure the pipe, or cause sloughing of the street or trench, or otherwise injure or delay the work or interfere with adjoining structures.

12. All materials shall be considered as rock which cannot be excavated except by drilling, blasting or wedging. It shall consist of undecomposed stone in solid layers or of boulders of not less than ½ cubic yard. Wherever rock is encountered in the excavation, it shall be removed by suitable means. If blasting is used for removal of rock, the contractor shall take all proper safety precautions. He shall comply with all rules and regulations for the protection of life and property that may be imposed by any public body having jurisdiction relative to the handling, storing and use of explosives. He is fully responsible for fining for and acquiring any blasting permits which may be required by those agencies with such jurisdiction. Before blasting, the Contractor shall cover the excavation with heavy timbers and mats in such a manner as to prevent damage to persons or the adjacent property. Rock excavation near existing pipelines or other structures shall be conducted with the utmost care to avoid damage. The Contractor shall be wholly responsible for any damage resulting from blasting, and any injury or damage to structures or property shall be promptly repaired by the Contractor to the satisfaction of the City and property owner.

13. Rock in trenches shall be excavated over the horizontal limits of excavation and to depths as follows:

Size of Pipeline (inches)	Depth of Excavation Below Bottom of Pipe (inches)
4 and less	4
4 to 6	6
8 to 18	8
18 to 30	10
Over 30	12

The undercut space shall then be brought up to grade by backfilling with subgrade stabilizer stone.

14. In rock excavation, the backfill from the bottom of the trench to one foot above the top of the pipe shall be finely pulverized soil, free from rocks and stones. The rest of the backfill shall not contain over 75% broken stone and the maximum sized stone placed in the trench shall not weigh over 50 pounds. Excess rock and fragments of rock weighing more that 50 pounds shall be loaded and hauled to disposal. If it is necessary, in order to comply with these specifications, selected backfill shall be borrowed and hauled to the trenches in rock excavation. Sides of the trench shall be trimmed of projecting rock that will interfere with backfilling operations. Rock excavation by blasting shall be at least 75 feet in advance of pipe laying.

15. Construction occurring around active sanitary sewerage systems shall be done in such a way so as to prevent the spillage of sewage.

1. Construction stakeout shall be required prior to construction of sanitary sewer lines. As a minimum, the horizontal alignment will be staked at 100-foot intervals and each manhole will be located with a centerline stake and two offset hubs. “Cuts” to invert elevations will be shown for each manhole entry and exit pipe. A copy of the stakeout notes will be provided to the Water & Wastewater Department.

2. Pipe and accessories shall be handled with care at all times to avoid damage. Whether moved by hand, skidways or hoists, material shall not be dropped or bumped. The interior of all pipes shall be kept free from dirt and foreign matter at all times. Each joint of pipe shall be unloaded opposite or near the place where it is to be laid in the trench.

3. All pipe and specials shall be of the dimensions and laid to the line and grade as shown on the plans and as established by the design professional and as approved by the City. Wyes and/or service connections and stubs from manholes shall be placed where shown on plans and as approved by the City. All such connections shall be blanked off with suitable stopper and made watertight with jute and cement mortar.

4. The preferred order of construction is to connect to existing sanitary sewers after all other construction is complete and conditionally accepted by the City. Connection to existing sanitary sewers can be done at the beginning of construction, however, the new main shall be plugged where it entered either the existing manhole or the new doghouse manhole over an existing sanitary sewer and the plug shall remain in-place until the project is conditionally accepted.

5. Sanitary sewer pipes shall be joined by “push-on” joints using elastomeric gaskets to affect the pressure seal. The ends of pipe to be joined and the gaskets shall be cleaned immediately before assembly and the assembly shall be made as recommended by the pipe manufacturer. Lubricant used must be non-toxic and supplied or approved for use by the pipe manufacturer. Sanitary sewer pipes shall be laid in the uphill direction with the bells pointing upgrade. Any variation from this procedure shall require approval from the City.

6. Bell holes shall be provided of sufficient size to allow ample room for making the pipe joints without putting any load on the bell of the pipe. The bottom of the trench between bell holes shall be carefully graded so the pipe barrel will rest on a solid foundation for its entire length as shown on the plans. Each joint shall be laid so it will form a close concentric joint with adjoining pipe and in order to avoid sudden offsets or inequalities in the flow line.

7. When pipe is not actively being laid, the open ends of installed pipe shall be plugged with a watertight plug to prevent entrance of trench water into the line.

8. All D.I.P. or R.C.P. pipe shall have a minimum of Class “C” beddeng. All PVC pipe shall have a minimum bedding as described below and shown in the Standard Details (402.17). Wherever water or wet soil is encountered, Class “B” bedding shall be provided for D.I.P. or R.C.P. If specifically designated on the plans, Class “A” or “B” bedding may be required. A description of Class “A”, “B” and “C” bedding is as follows:

a. Class “A” Bedding – Class “A” bedding refers to bedding with concrete cradle, arch or encasement. The Contractor shall conform to details shown in the detailed drawings when Class “A” bedding is required.

b. Class “B” Bedding – The pipe shall be bedded in crushed granite material, conforming to Section 303.08, “Subgrade Stabilizer Stone”, or other suitable materials approved by the City. The bedding shall be placed on a flat trench bottom with a minimum thickness beneath the pipe of one-eighth the outside pipe diameter, but not less than 6 inches (150 mm) and sliced under the haunches of the pipe with a shovel or other suitable tool to the height of one-half the outside pipe diameter, or to the horizontal centerline. The initial backfill shall be hand placed to a level of 12” (300 mm) over the top of the pipe and shall consist of finely divided materials free from debris, organic material and large rocks or stones.

c. Class “C” Bedding – The pipe shall be bedded in subgrade .stabilizer stone placed on a flat trench bottom. The bedding material shall have a minimum thickness beneath the pipe of 6” (150 mm) or one-eighth of the outside diameter of the pipe, whichever is greater and sliced under the haunches of the pipe with a shovel or other suitable tool to a height of one-sixth of the outside diameter of the pipe. The initial backfill shall be hand placed to a level of 12” (300 mm) over the top of the pipe and shall consist of finely divided materials free from debris, organic material and large rocks or stones. Bedding materials shall be as described in Section 303.08, “Subgrade Stabilizer Stone”.

d. Special Bedding for PVC Pipe – The pipe shall be bedded in crushed granite material, conforming to Section 303.08, “Subgrade Stabilizer Stone”, or other suitable materials approved by the City. The bedding shall be placed on a flat trench bottom with a minimum thickness beneath the pipe of one-fourth of the outside pipe diameter, but not less than 6” (150 mm) and sliced under the haunches of the pipe with a shovel or other suitable tool to a height of two-thirds of the outside diameter of the pipe. The initial backfill shall be hand placed to a level of 12” (300 mm) over the top of the pipe and shall consist of finely divided materials free from debris, organic material and large rocks or stones.

9. Pipe grades shall be obtained by use of a laser and double checked with a surveying level and rod. Completed sewers shall be tested between manholes with lanterns or reflected light and shall show at least 80% of the full circle of the pipe from manhole to manhole without obstruction

10. Sewers shall be laid tight and the rate of infiltration in any section of line between adjacent manholes shall not exceed 100 G.P.D. per inch diameter of pipe per mile of line when the trenches are saturated with water.

11. No length of pipe shall be laid until the one preceding it has a sufficient quantity of fine earth tamped around t to hold it firmly in place.

12. The Contractor shall do all necessary pumping or bailing, build all drains and do all other work necessary at his own expense to keep the trenches clear of water during the progress of the work. No structure shall be built or pipe shall be laid in water and water shall not be allowed to flow over or rise upon any concrete, masonry or pipe until the same has been inspected and the concrete or joint material has thoroughly set. The installed pipe shall not be used for draining water from the ditch. All water pumped, bailed or otherwise removed from the trench or other excavation shall be conveyed in a proper manner to a suitable place of discharge where it will not cause injury to the public health, or the public or private property, or to work completed or in progress, or to the surface of the streets, or cause any interference with the use of same by the public.

a. After the pipe has been laid, backfilling shall be done in two (2) distinct operations. In general, all backfill beneath, around and to a depth of 12 inches (12”) above the top of the pipe shall be placed by hand in four -inch (4”) layers for the full width of the trench and thoroughly compacted by hand with vibrating equipment. The remainder of the backfill shall be placed in 6” layers and compacted to the top of the trench, either by pneumatic hand tamps, hydro-tamps or other approved methods. Care shall be taken so the pipe is not laterally displaced during backfilling operations. The backfill lifts shall be placed by an approved method in accordance with that hereinafter specified. Backfill materials shall be the excavated materials without bricks, stone, foreign matter or corrosive materials, where not otherwise specified or indicated on the plans.

b. Backfill under permanent concrete or bituminous pavement or floors and as elsewhere specified or indicated on the plans shall be approved bank-run sand or gravel or crushed stone, free from large stones and containing no more than 10% by weight of loam or clay. This backfill shall be compacted to 100% as determined by the Modified Proctor test for the top two (2) feet of trench and 95% by the Modified Proctor test from pipe bedding to two (2) feet below trench top. Mechanical vibrating equipment shall be used to achieve the required compaction.

c. Backfill under gravel or crushed stone surfaced roadways and low-type bituminous surfaced roadways shall be the approved suitable excavated material placed in 6-inch (6”) layers thoroughly compacted for the full depth and width of the trench, conforming to the compacting, density compaction method and materials as specified above.

d. Backfill in unpaved areas shall be compacted with mechanical vibrating equipment to 90% as determined by the Modified Proctor Test. Backfill material from pipe bedding to ground surface by shall be excavated earth free from large stones and other debris.

e. The contractor shall fully restore and replace all pavement, sidewalks, landscapes, surface structures, etc. removed or disturbed as part of the work to a condition equal to that before the work began to the satisfaction of the City.

f. Where sheeting is used in connection with the work, it is in no case to be withdrawn before the trench is sufficiently filled to prevent damage to banks, road surfaces, adjacent pipes, adjacent structures or adjacent property, public or private.

g. All costs associated with the compaction tests shall be the responsibility of the developer.

14. Backfill Compaction - All backfill beneath proposed lots, roads, sidewalks or other critical areas shall be compacted to 95% Standard Proctor, except for the top 12” in roadways where the compaction requirement is 100% of standard Proctor. The compaction shall be done using mechanical tamping equipment in six-inch (6”) lifts. Moisture control of the backfill material and/or hauling in of select material may be required to achieve this compaction percentage. Compaction testing and certification by an independent soil testing company will be required in these areas. The test results shall be submitted for review to the City Manager or his/her designee.

15. Railroad Crossings - All railroad crossings shall conform to the requirements of the American Railway Engineering Association Manual for Railway Engineering, Part 5. The contractor shall secure permission from the railroad to schedule the work so as not to interfere with the operation of the railroads. The contractor shall be held responsible for any delays or damages occurring to the railroads. The contractor shall furnish the railroad with such additional insurance as may be required, cost of the insurance shall be borne by the contractor, together with the costs for flagmen, watchmen, temporary work of any nature, safety devices and any other items that may be required by the railroad.

16. Highway Crossings - All construction work in a State highway right-of-way shall be approved by the Georgia DOT.

a. The preferred method for crossing rivers, streams, creeks, impoundments or wet weather ditches is with a minimum of six-inches (6”) of cover between the lowest point in the stream and the top outside diameter of the pipe. Ductile iron pipe is required for all stream crossings and shall extend a minimum of ten (10) feet beyond the top of bank on each side. Concrete collars or encasement must be provided at all joints for ductile iron pipe with less than three (3) feet of cover.

b. The stream bed and sides at the crossing point shall be protected from erosion with the use of rip-rap, as defined and sized in the Manual for Erosion and Sediment Control in Georgia, Appendix C – Construction Materials, 1992 or most current revision.

c. Aerial Crossings will require detailed plans and will be allowed only when, in the City’s opinion, there is no reasonable alternative.

d. Erosion control measures shall be installed prior to installing pipe across any stream. All work should be performed when stream flows are at their lowest, and as quickly and safely as possible. As soon as conditions permit, the streambed shall be cleared of all false-work, debris, and other obstructions placed therein or caused by the construction operations.

e. Erosion control measures can include, but not be limited to, the following items: type A, B, and/or C silt fencing, erosion control beck dams, channel diversion through temporary storm drain pipe, rock filter dams. The construction and installation of these various structures are detailed in the Manual for Erosion and Sedimentation Control in Georgia or the Georgia DOT Standards and Construction Details.

1. Where pipe is required to be installed under railroads, highways, streets or other facilities by jacking or boring methods, construction shall be done in a manner that will not interfere with the operation of the facility, and shall not weaken the roadbed or structure.

2. Casing pipe shall be installed at the locations shown on the plans. Unless directed otherwise, the installation procedure shall be the dry bore method. The hole is to be mechanically bored and cased through the soil by cutting head on a continuous auger mounted inside the casing pipe. The installation of the casing and boring of the hole shall be done simultaneously by jacking. The diameter of the bore shall conform to the outside diameter and circumference of the casing pipe as closely as practicable. Any voids that develop during the installation operation shall be pressure grouted. Each segment of the casing pipe shall be welded (full circumference butt weld) to the adjoining segment. The completed casing shall have no sags or crowns that cause the grade for any segment to be less than the minimum slope for the size pipe being installed.

3. Excavation material will be removed and placed at the top of the working pit. Backfill material and methods of backfilling and tamping shall be as required under Section 304.07. Carrier pipe shall be D.I.P. and shall be inserted within the casing by use of approved casing spacers. Inside of casings, the sewer main joints shall be slip joint restrained by using U.S. Pipe “Field-Lok” gaskets or approved equal.

4. The annular space between the carrier pipe and the casing shall be pressure grouted after the carrier pipe is sufficiently secured on grade to prevent floating during grouting. The carrier pipe should be filled with water prior to grouting to aid in the prevention of floating. At each end of the casing pipe, the void between the carrier pipe and casing shall be sealed with brick and mortar.

G. Replacement of Pavement - The contractor shall fully restore and replace all pavement, curbs, gutters, sidewalks and other surface structures removed or disturbed by the construction, to a condition that is equal to or better than the original condition in a manner satisfactory to the City (see standard details).

H. Location/Protection of Existing Underground Utilities. - It shall be the responsibility of the contractor to locate and protect all underground utilities. The contractor, at his own expense, shall repair utility lines or services damaged by the contractor.

1. The City has an established Cross-Connection Program (1985) to prevent the entry of contaminants of pollutants into any area of the potable water supply. Therefore, it is illegal to introduce any substance into, or to have any cross connections with, the potable water supply. There shall be no physical connection between a public or private potable water supply system and a sanitary sewer that permits the passage of any sewage or polluted water into the potable water supply.

2. Whenever possible, sanitary sewers shall be laid at least ten (10) feet distance horizontally from any existing or proposed water main. Should conditions prevent this separation, the lines shall be laid in separate trenches and the sanitary sewers shall be ductile iron. In either case, the elevation of the crown of the sanitary sewer shall be at least 18 inches below the invert of the water main.

3. When sanitary sewers cross under water mains, the sanitary sewer shall be laid so the top of the sanitary sewer is at least 18 inches below the bottom of the water main. If conditions prevent this minimum vertical separation, the sanitary sewer shall be ductile iron and shall be encased in concrete.

1. A sewer service shall be provided for every existing or proposed lot or building. All services shall be shown on the construction drawings. All service laterals shall be a minimum of 6” in diameter. A common service shall not be allowed for two or more buildings. The service shall extend to 5’ inside the property line of the lot being served and normally be within 10 feet of the lower corner of the lot. The Contractor shall install a cleanout at the right-of-way and extend the PVC cleanout to a height of 3’ above the finished grade. The Contractor shall also place a 4”x4” pre-treated wood post painted green above the end of the service lateral to enable the builder to locate the service. All service laterals shall have 6’ of cover at the right-of –way. Where 6’ of cover cannot be achieved, services shall be ductile iron.

4. The builder shall be responsible for the location of the service prior to the pouring of the foundation, driveway or other appurtenance. The City will not be responsible for any house built too low to be served, nor for any service made inaccessible.

5. No plumber or contractor will be allowed to connect to the sewerage system except to the end of the service provided for this connection, when proper permit is issued. After the service is run from the end of the lateral provided by the sewer line contractor to the house plumbing, the cleanout at the right-of-way may be cut down to a level six inches below the finished grade. The cleanout shall be provided with a cast iron ferrule with a brass screw plug to enable the cleanout to be located with a metal detector. Plastic plugs are not allowed.

1. Fittings shall be placed where shown on the plans. Fittings shall be properly braced to insure they will not be blown off or broken loose under the greatest possible working pressure. All fittings shall be mechanical joints unless specified otherwise. In situations where there is insufficient undisturbed earth to act as a bearing surface or where otherwise directed by the City, fittings shall be restrained by the use of threaded rods or other method acceptable to the City.

2. Prior to blocking any joint or fitting with concrete, the joint or fitting shall be wrapped with polyethylene film in such a manner that the concrete will not stick directly to the pipe but so the load bearing capacity of the blocking will not be affected..

1. Whenever the condition of the ground is such that it is necessary to protect the work, the street, the roadway or the workmen, the sides of the trench shall be supported with suitable bracing, sheeting and/or shoring to be furnished by the contractor at his own expense.

M. Locations and Protection of Existing Underground Utilities - It is the responsibility of the contractor to locate the underground utilities and to protect same. The contractor shall repair utility lines or services he damages at his own expense.

1. The developer’s private contractor shall make all required connections to the City’s sewer system. The City’s Inspector will supervise the connection and all associated work. The contractor shall give the City a minimum of 48 hours notice prior to any sewer system work.

2. The Contractor will provide proper traffic control devises and certified personnel to direct traffic if required.

3. All connections to existing manholes shall be properly cored with a coring machine; “Knocking-out” of a hole in the manhole for a connection is not permitted.

4. The timing of the Developer’s connection to the City’s system shall be pre-arranged with the City.

1. All paved roads will be bored and cased. A bore must be attempted before consideration will be given to cutting the street.

2. Existing roadways shall not be open cut unless written permission is granted by the governing authority or owner (e.g. City of Porterdale, Newton County, GA DOT, etc.)

3. Submittal of an authorization letter from the D.O.T. or the NCRD is required.

4. One lane of traffic shall be maintained open at all times. Construction work shall be limited to time between 9 a.m. and 4 p.m.

5. The Contractor shall furnish traffic control devices and person(s) to direct traffic, if required.

6. The above requirements may be altered with the written approval of the City in extenuating circumstances.

7. Assuming that a road bore has been attempted and failed, or that the Developer has received permission to open cut a road, pavement replacement shall adhere to the following guidelines:

a. Removing and replacing pavement shall consist of removing the type of pavement and base encountered and replacing same to its original shape, appearance and riding quality, in accordance with the detailed plans. Where possible, all pipe under existing paved driveways will be either free bored or installed in casing. Free bores under driveways will be made with D.I.P. Casing will be required where the installation is under any roadway. Carrier pipe shall be D.I.P.

b. Concrete pavement shall be replaced with pavement of a thickness equal to that removed, or 6” for driveways and 8” for roads, whichever is thicker. The concrete shall meet the specifications of the D.O.T. for concrete paving.

c. Where bitumastic paving is replaced, a base course of 3000 psi concrete shall be placed over the ditch line. The concrete shall be 6” thick for driveways and parking lots and 8” thick for public roads. The top of this base course shall be left with a rough float finish 1 ½” below the surface of the existing paving. After the concrete has attained its strength, a tack coat of AC-15 or equal shall be applied at the rate of .25 gallons per square yard, and a plant mix surface course applied over this, and finished off level with existing pavement.

d. Unless otherwise directed in writing, all pavement will be removed to a width of the trench plus 12” on each side as shown on the detailed drawings. Under normal circumstances, the maximum allowable trench width shall be the nominal diameter of the pipe plus 24 inches.

P. Standard Drawings - Installation sewer mans, service laterals, manholes, casings, cleanouts, etc. shall be made in accordance with the applicable Standard Design Drawings in this Manual.

1. Prior to requesting the “completion of sanitary sewer construction” inspection, the contractor shall remove and dispose of in an acceptable manner all shipping timbers, shipping bands, spacers, excess materials, broken material, crates, boxes and any other material brought to the job site.

2. Any work areas, within the public right-of-way or on private property outside of the development, that were damaged by the sanitary sewer construction shall be repaired or replaced with the same kind of material as existed prior to the damage occurring. All easement areas shall be completely cleared of trees, stumps and other debris and left in a condition such that the easement can be maintained by bush-hog equipment.

3. All shoulders, ditches, culverts and other areas disturbed by the sanitary sewer construction shall be brought to the proper grades and left smooth in appearance.

5. A uniform stand of grass or mulch for erosion protection, as defined in the Manual for Erosion and Sediment Control in Georgia, is required over all construction easements and sanitary sewer easements prior to the City’s acceptance of the sanitary sewer.

6. Streets, sidewalks, landscaping and other public and private property disturbed in the course of the work shall be restored as near to original condition as possible or better in a manner satisfactory to the City.

7. Trenches shall be kept free of water by pumping or well pointing, as determined by the contractor. No structure shall be built, or pipe shall be laid, in water. Water shall not be allowed to flow over or rise upon any concrete, masonry or pipe until the same has been inspected and the concrete or joint material has thoroughly set. All water pumped, bailed, or otherwise removed from the trench or other excavation shall be conveyed in a proper manner to a suitable place of discharge. Such discharge shall not cause injury to public health, property, work completed, work in progress or to any street surface, or cause any interference with the use of it by the public.

R. Barricades - The Contractor shall provide, erect and maintain all necessary barricades, suitable and sufficient red lights, danger signals and necessary precautions for the protection of the work and the safety of the public. Streets closed to traffic shall be protected by effective barricades on which shall be placed acceptable warning signs Barricades shall extend completely across the street which is to be closed, and shall be illuminated at night by lights not farther than five feet apart and lights shall be kept burning from sunset to sunrise.

1. All areas outside structures and along pipelines where earth is disturbed shall be grassed. After the soil has been properly prepared, the see shall be planted. After the seeds have been planted, the moisture content of the soil shall be maintained at the optimum amount to insure germination of the seed and growth of the grass.

2. Immediately after the initial watering of seeded areas, the Contractor shall apply a mat of hay or rye, wheat or oat straw over the area at a uniform rate of not less than 1 ½ ton of mat to the acre. The minimum depth of the straw shall be two inches (2”) and the maximum depth of 3 inches (3”). After placing mat or hay or straw, emulsified asphalt shall be sprayed over the mat at a uniform rate of 0.15 gallons per square yard. After the grass has shown a satisfactory growth (approximately 30 days after planting), nitrate of soda shall be applied at a uniform rate of 100 pounds per acre, followed by sufficient water to dissolve the fertilizer.

3. The Contractor shall do all maintenance work necessary to keep all planted areas in satisfactory condition until the work is finally accepted. This shall include mowing, repairing washes that occur, reseeding and watering as required to produce a healthy and growing stand of grass. Mowing will be required to remove tall and obnoxious weeds before they go to see.

4. It is the intent of these specifications to produce a stand of grass that is alive and growing, without any bare spots larger than one square foot. The Contractor shall repeat all work, including plowing, fertilizing, watering and seeding as is necessary to produce a satisfactory stand.

1. The developer’s contractor is responsible for the quality, accuracy and workmanship of his completed work.

2. The City may employ the services of an engineer for the inspection of the project. If a consulting engineer is used, the City has the option of billing the developer the same rate or amount that the City has been billed or invoiced by their consulting engineer.

3. City personnel or their authorized representative will visit the job site on a periodic basis and will make spot checks, as they deem appropriate. The City shall have the right to review and inspect all construction and may reject any work that does not meet quality control standards.

B. Access to Project - Authorized representatives of the City that may include, but is not limited to, City employees, City consultants, state or federal agencies shall have access to the site for inspection at any time.

1. All written communications regarding sanitary sewer construction shall be directed to:

2. The developer, contractor(s) and the developer’s professional responsible for inspection will be required to attend a pre-construction conference with the City. At the pre-construction conference, the contractor will submit to the city, in writing, the date they propose to begin construction. The contractor shall provide notification by phone any time the work is to be vacated and will provide notice by phone prior to resuming work.

3. The City inspector may have informal verbal communications with the contractor, foreman or superintendent at any time during construction. The City inspector will not direct the actions of the contractor’s workmen.

D. Concealed Work - The City inspector may direct that the contractor notify the City and receive inspection approval prior to concealing certain work such as manhole foundations, pipe bedding, wyes, bends, service laterals or other appurtenances.

E. Minimum Required Inspections - The following inspections shall be the minimum to be performed and certified in writing by the professional engineer employed by the developer for quality control checking of the construction work:

1. Distances - Horizontal location measuring “as-built” distances between manholes and bearings from manhole to manhole to check horizontal location of the line.

2. Elevation and Slope - Elevation of each invert and top of manhole shall be measured and recorded. Actual pipe slope shall be computed and any segment having less than minimum allowable slope shall be rejected and re-done.

3. Manhole Construction - Every manhole shall be visually inspected to check for plugging of lift holes, use of connection boots, use of joint material, leakage, proper invert construction, and the proper setting of frame and cover. In addition, vacuum testing of the manhole will be required at the City’s discretion.

4. Pipe Straightness - Every section of sanitary sewer line shall be visually checked for straightness. For a section to pass must show at least 80% of a full circle when observed from one end. Any section that fails this visual test shall have water run through it sufficient to fill any sag that may exist. It shall also have a television camera pulled through it to check for sags. Any sag holding more than 1 ½-inches of water shall require the pipe be removed and replaced to proper grade. Following the replacement, the section shall be televised again to verify correction at which time the section is evaluated by the City or their designated representative.

5. Video - The video of the televised lines shall be furnished to the City prior to issuance of the Certificate of Occupancy. Sections of lines in the video shall be identified by manhole numbers corresponding to those on the plans. In addition, all service wyes shall be identified by station number on the video.

6. Infiltration - The allowable limit of infiltration, for any section from manhole to manhole, shall be 50 gallons per day per inch of pipe diameter per mile of pipe. If any infiltration is present at the most downstream point, then it will be measured using a specially made weir and measurements also made at each upstream manhole that has any visible flow of water. Any individual segment that exceeds the allowable infiltration shall be corrected to within allowance limits.

7. Compaction of Backfill - Compaction testing shall be required for construction in paved areas or where pavement is planned. A minimum of five (5) tests per 1,000 feet of sanitary sewer shall be conducted at varying depths. If any of these tests show failing results, the failing backfill shall be removed, re-compacted and re-tested, and one additional area shall also be tested.

F. Additional Testing Requirements - The contractor shall also perform the tests listed below during the presence of the developer’s professional. The City must be notified at least two (2) days prior to these tests being conducted to afford the City the opportunity to be present.

1. Mandrel Test for Gravity Sanitary Sewer PVC Pipe - The procedure for testing PVC sanitary sewer pipe for maximum allowable deflection shall be generally as follows (see ASTM specs for mandrel dimensions and more detail):

Completely flush the line making sure the pipe is clean of any mud or trash that would hinder the passage of the mandrel. During the final flushing of the line, attach a floating block or ball to the end of the mandrel pull rope and float the rope through the line (a nylon ski rope is recommended). After the rope is threaded through the line, connect the pull rope to the mandrel and place the mandrel in the entrance of the pipe. Connect a second rope to the back of the mandrel. This will enable the mandrel to be retrieved if excessive deflection is encountered. Draw the mandrel through the sanitary sewer line. An increasing resistance to pull is an indication of excessive deflection. If this occurs mark the rope to note the location. Televise the sanitary sewer section to identify the extent of the problem and develop a plan, subject to City approval, for correcting the problem. A retest shall then be undertaken.

a. The contractor, to check for leaks, shall conduct a low-pressure test of each gravity sanitary sewer line section. The following general procedures will apply:

Temporarily plug the line segment between two (2) manholes using plugs with airtight fittings through which low-pressure air can be introduced into the pipe segment being tested. Introduce low-pressure air into the test pipe segment until the internal air pressure reaches 4.5 psig above ground water pressure, if any. Wait at least five (5) minutes for air temperature in the test segment to stabilize while internal air pressure remains at least 3.5 psig above ground water pressure. Bleed internal air pressure to exactly 3.5 psig above ground water pressure. Accurately determine the elapsed time for the internal pressure to drop to 2.5 psig above ground water pressure. The air test is acceptable is elapsed time is no less than shown on Table 7-4 below.

b. Excessive leakage shall be permanently corrected and the test repeated until the developer’s professional witnesses a successful test on each line segment.

c. Air leakage time is based on the pipe being damp. If pipe and joints are dry, dampen line if helpful in meeting air test time requirement.

e. Upon request, the City may allow substitution of an exfiltration test in lieu of the air pressure test. If used, the exfiltration test shall be conducted with a minimum water head of two (2) feet above the groundwater table and the allowable exfiltration shall be limited to 50 gallons per day per inch diameter of pipe per mile of pipe.

3. Force Main Pressure Testing - Before applying the specified test pressure, all air shall be expelled from the pipe. All pipe laid in trenches shall be backfilled adequately to secure the pipe during the test. Any observed leakage shall require corrective measures to pipe lines and/or joints as otherwise provided for in these specifications and to the satisfaction of the City. The City will furnish the necessary water for testing the force main. However, any water lost through breakage of lines or unnecessary or excessive flushing of the line shall be charged to the developer. The force main must be flushed and tested at a pressure of 200 PSI for two (2) hours. When testing at the specified pressures, the rate of leakage shall not exceed 25 gallons per 24 hours per inch diameter per mile of line (see Table 700-4 below). If the force main does not meet this test, the leaks shall be found and corrected at once and re-tested until the leakage falls within the limits specified.

Size of Pipe (inches)	Gallons per Hour Per 100 Feet	Gallons Per Day Per 100 Feet
14	0.276	6.624
12	0.237	5.688
10	0.197	4.728
8	0.158	3.792
6	0.118	2.832
4	0.079	1.896

1. No buildings or plumbing fixtures shall be connected to the sanitary sewers until inspected and approved by the City.

2. The professional responsible for inspection of the construction shall provide the City with an engineering statement after he completes his inspection, testing and submittal of as-built drawings and easements. This statement must certify that all specified inspections and tests have been made and successfully passed, and that the work has been completed in substantial accordance with the approved plans and specifications. After receipt of this statement, the City will schedule a final inspection. A representative of the developer’s professional and the contractor shall be present during this final inspection.

3. After any discrepancies are corrected, the City will issue a letter certifying conditional acceptance of the system. This letter shall commence the start of the 24-month warranty period that is required of the contractor.

4. At the end of the warranty period, the subdivision inspection team will again inspect the entire development. When all discrepancies have been corrected, the City will issue an acceptance letter and will begin perpetual maintenance and operation of the system.

H. Maintenance and Payment Bond - The developer shall post a maintenance bond on the facility, in accordance with Section 315 of these Regulations, for a two (2)-year period after completion and conditional acceptance of the facility by the City. In addition, the developer shall post a payment bond on the facility for all subcontractor and material supplier work.

I. Maintenance Until Final Acceptance - It shall be the developer’s obligation to provide all maintenance for a two (2)-year period after conditional acceptance of the project by the City. The developer must notify the City three months prior to the end of the 2-year period to schedule the final inspection. The City shall inspect the sewer system, and upon correction by the developer of all deficiencies noted by the City, the City will accept the system for operation.

Land Use Category	Density (SU/Ac.)	Unit*	Flow/Unit (gpd/Unit)
Residential : Low Density	2	DU	400
Residential : Medium Density	5	DU	375
Residential : High Density	9	DU	350
Neighborhood Commercial	--	Acre	2,000
Office/Professional	--	Acre	2,000
Commercial	--	Acre	2,000
Light Industrial	--	Acre	1,500
Office/Distribution/Technology	--	Acre	1,750
Heavy Industrial	--	Acre	2,000
Quasi-Public/Institutional/Churches	--	Acre	2,000
Public Land	--	Acre	**