The purpose of chapter 111 is to establish standards and requirements for the provision of sanitary sewer infrastructure by all development. This chapter contains requirements for sanitary sewer systems, wastewater lift stations and wastewater treatment facilities.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Connection to live sewers.

1)

Any single-family or multi-family dwelling, commercial or industrial establishment shall be connected to public sewer when sewerage lines are available for connection.

2)

Connection shall be at the cost of the property owner.

B.

Availability shall be defined as follows:

1)

Sewerage shall be considered available to an existing single-family dwelling when the dwelling can be connected by gravity flow to a line in any public right-of-way or easement that passes the property at any point.

2)

Sewerage shall be considered available to any new single-family dwelling when the dwelling can be connected by the installation of 200 linear feet of gravity flow line from the nearest point of the property.

3)

Sewerage shall be considered available to any new subdivision when trunk sewers have been extended into the drainage basin. Sewerage shall also be considered available when trunk sewers are constructed under a current funding program. Trunk sewers are those sewers recognized in the facilities plan, or other planning documents of the city. When trunk sewers are to be funded under future bond programs, sewerage will not be considered available.

C.

To determine the availability of sewerage to any multi-family dwelling, commercial or industrial tract the sewage effluent for the development will be converted to its equivalent number of single-family dwellings. For comparison purposes, a single-family dwelling generates an effluent of 400 gallons per day of sewage.

D.

Dry sewerage systems.

1)

In cases where the city is to expend bond funds within a drainage basin in two years but said sewers are not available at present, the developer will be required to install dry lines to serve any structure to be built in the development. These lines will collect at a single point at the property line at the lowest point on the property or at a point designated by the Engineer. The installation of dry lines does not in any way relieve the requirements of the Cherokee County Health Department for approving septic tanks in the development.

2)

No dry sewers shall be used until such time as trunk sewers are constructed to an acceptable treatment facility.

3)

No pumping and hauling of sewage is allowed.

4)

Septic tanks placed on the lots shall be located at a point to facilitate future connection of the home to the tap provided.

E.

Sewerage not available.

1)

Connection to a public sanitary sewer system is required in each zoning district unless noted in chapter 112 of this UDC.

2)

If sewerage is not available nor shall be available in a zoning district that does not require a connection to a public sewer system, a 20-foot permanent and 60-foot construction sanitary sewer easement shall be shown on the plans and dedicated to the City of Canton for future use, in those areas where a proposed subdivision is adjacent to a creek or branch whose drainage area is 200 acres or greater. The City of Canton may at its option require additional easements.

3)

Minimum easement widths to be dedicated are 20 feet for permanent easements and 60 feet for construction easements, with the construction easement centered on the permanent easement. Also, in the event that a trunk or interceptor greater than 15 inches is expected to pass through the development, the construction easement width shall be increased to the amount required for construction of the expected sewer.

a.

All easements are to be checked in the field and must be adequate for the purpose they are dedicated. Also, consideration must be given for expected building locations and the easement shall be located for the least possibility of conflict before the sewer may be constructed.

b.

No structures shall be built on dedicated easements and the city will not be responsible for the removal of fences that are placed on dedicated easements in the event the sewer is constructed. Septic tanks in these type developments shall be placed in a location to facilitate tie -on of structure to the sewer.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Building sewers are used to convey wastewater from the buildings to lateral sewers, or any other sewer except another building sewer. These sewers are privately funded. Typically, these lines extend from the building to the property line where they tie into a lateral system.

B.

Lateral sewers form the first element of the public wastewater collection system and are usually in streets, rights-of-way, or special easements. They are used to collect wastewater from building sewers and convey it to a main sewer. The minimum lateral sewer size is eight inches. In new subdivisions these sewers are privately funded.

C.

Main sewers are used to convey wastewater from one or more lateral sewers to trunk sewers or to intercepting sewers. These sewers are a minimum of eight inches in diameter and can extend beyond the property boundaries of subdivisions.

D.

Trunk sewers are large sewers that are used to convey wastewater from main sewers to treatment or other disposal facilities or to large intercepting sewers.

E.

Intercepting sewers are large sewers that are used to intercept a number of main or trunk sewers and convey the wastewater to treatment or other disposal facilities.

(Ord. No. 2014-18, § 2, 8-21-2014; Ord. No. 2018-0920-02, 9-20-2018)

A.

A connection fee shall be paid to the City of Canton before any structure is connected to the system. The connection fee shall be calculated as follows:

1)

The tap fee for single-family and multi-family dwellings shall be that which is in effect at the date that a building permit is purchased.

2)

The fee for all other uses shall be calculated based on a comparison of the expected sewage effluent of that user with a typical single-family residence. If the comparison results in an amount less than a single-family residence, the tap fee shall be the same as a single-family residence in that basin.

B.

For comparative purposes, a single-family residence is expected to generate 400 gallons per day (gpd) of sewage. The tap fees for the following common discharges will be calculated by comparing their flow based on the table of estimated flows (see table 111-1) with the flow expected from a single-family residence.

Table 111-1 Table of Estimated Flows

C.

The tap fee for any service will be determined by the best information available to the City of Canton. Any discharger of process waste will be responsible for furnishing estimates of the amounts and strength of the waste to be discharged. The tap fee for dischargers of process waste will be subject to an upward adjustment if it is found that the fee was underestimated. Dischargers of process waste will be responsible for the cost of an adequate number of tests to determine the average strength of their discharge.

D.

Sewerage service fees.

1)

The sewerage service rate shall be applicable only to residential service.

2)

Commercial and industrial rates may be adjusted according to strength of waste and other criteria.

3)

Prevailing rate schedules may be obtained from the city.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

General.

1)

All plans for sewerage works shall bear a suitable title showing the name of the project, the name of the sewer basin, and show the scale in feet, the north arrow, date, the name of the engineer, professional engineer signature, and his registration stamp. All engineers preparing construction plans and specifications must be registered in the State of Georgia as a professional engineer.

2)

The plans shall be clear and legible. They shall be drawn to a scale which will permit all necessary information to be plainly shown. The plans shall be submitted on 22-inch by 34-inch or 30-inch by 42-inch drawing sheets and shall be submitted concurrently in a "Cad" drawing format that is compatible with the city's GIS system. The datum used should be the elevation above sea level.

B.

Plans of sewers. Plans for sewers shall include a site plan, plan and profile sheets, sections and supplementary views, and design drawings for all special fixtures.

1)

Site plans.

a.

The site plan shall show land lot lines, district and north arrow, lot layout, and existing and proposed building locations. The site plan shall also show all existing and proposed streets and their names, all streams, water courses, and storm drains, and the discharge points for all drainage structures. The site plan shall show the topography with contour lines at suitable intervals. On the site plans, show the sewer layout with existing and proposed lines, line designations and direction of flow. Also show the size of all lines and the locations of proposed services.

b.

The design of cross country sewer lines and force mains shall be based on field run surveys. The site plan for cross country 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 shell show existing and proposed contours.

c.

In the event the subdivision is developed in phases, the final construction plans for sewers may be submitted in phases. However, at the time the first phase is submitted, the engineer will submit one copy of the preliminary layout of the entire seer system. This layout will show all lines required to serve any lots to be developed and any surrounding property that may be served through the property. The site plans for each phase shall contain a location plan showing the relationship of the phase to the total project and surrounding streets and sewer outfalls.

2)

Plan and profile sheets.

a.

Profiles should have a horizontal scale of not more than 100-foot per inch for cross country lines and 50-foot per inch for congested areas. The vertical scale shall ne be more than 10-foot per inch. The plan view should be drawn to the corresponding horizontal scale. The plan view should normally be shown on the same sheet as the profile. In any case, both plan and profile should have line designations, station numbers, manhole numbers and any other indexing necessary to easily correlate the plan and profile view.

b.

Plan and profile sheets shall show the following:

i.

Location of streets, sewers, and drainage easements.

ii.

Profile of ground surface, the grade of the sewer between each manhole, size and material of pipe, length between manholes, invert of sewer in and out of each manhole, and rim elevation of each manhole. All manholes shall be numbered on the plan and correspondingly numbered on the profile. Station numbers shall be shown for each manhole. The profile of adjacent parallel streambeds and of adjacent lake surfaces, low buildings, and lots shall be shown on the profile.

iii.

Locations of all special features such as connections to existing sewers, concrete encasements, collar walls, pipe sections, elevated sewers, piers, special manhole covers such as vented outfall covers or sealed covers, etc.

iv.

All known existing structures both above and belowground which might interfere with the proposed construction, particularly water mains, gas mains, storm drains, utility conduits, etc.

C.

Detail drawings. Special detail drawings made to scale to clearly show the nature of the design shall be furnished to show the following:

1)

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

2)

Details of special sewer joints and cross sections.

3)

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

D.

Plan approved.

1)

All plans must be submitted to the engineering department. Approval will be given to the design for construction at that time provided design meets the specifications of the city. Once plans are approved, three approved sets shall be submitted to the engineering department.

2)

The City of Canton Utilities Engineer may, if he feels it is in the best interest and future integrity of the city, modify or cause to be modified any plans.

3)

If a discrepancy occurs between the approved plans and the City of Canton sewer specifications, the specifications shall be the superseding document.

E.

Revisions to approved plans.

1)

When any deviations from approved plans affecting capacity, flow or operation of units are made, the utilities engineer shall be notified for authorization. Revised plans should be submitted as soon as possible to the city manager and/or his designated representative. Minor changes not affecting capacities, flows or operation may be allowed in the field during construction by the city manager and/or his designated representative.

2)

The utilities engineer shall have final authority as to what constitutes a minor or major change. "As-built" plans clearly showing changes shall be submitted to the utilities engineer at the completion of the work.

F.

As-built drawings.

1)

At the completion of the sewer lines and before the inspection, the contractor will furnish three sets of printed "as-built" plans and electronic files of the project.

2)

The "as-built" plans shall show all field changes made to the approved plans.

3)

In the event "as-built" drawings cannot be made available at the completion of the sewer line, the utilities engineer may authorize the continuation of the construction; however, the final inspection cannot be conducted and the conditional approval letter cannot be written until "as-built" drawings are received.

4)

In the event that the designer does not perform the field staking, the contractor must furnish certification from a licensed engineer or surveyor attesting to the accuracy of all elevations, grades, manhole locations, and service locations. This certification and the certification of the engineer/land surveyor preparing the "as-built" drawings must be shown on the drawings.

5)

"As-built" drawings shall include a site plan, plan and profile sheets, and any supplementary drawings and shop drawings. Stationing of the sewer gravity and force main alignments, manholes and service laterals shall be required on the "as-built" drawings as well as the construction drawings. The "as-built" drawings shall meet the same requirements as the construction plans for review.

6)

"As-built" drawings shall be submitted on 24-inch by 36-inch or 30-inch by 42-inch drawing sheets and shall be submitted concurrently in a "Cad" drawing electronic format that is compatible with the city's GIS system. The following are specific guidelines for the preparation of the "as-built" drawings:

a.

Sewer "as-built" shall be a separate plan.

b.

No contour lines.

c.

Approximate depth of lateral should be shown.

d.

Any lateral that does come out at a 90-degree angle shall show its distance from property pins.

e.

Road names shall be on plans.

f.

All measurements of laterals should be kept between manholes and both sides shall add up to the distance between manholes.

g.

The center of all manhole rims shall be located horizontally and vertically as described above.

h.

All lots are to be numbered.

i.

Printed "as-builts" are to be clear and legible.

j.

Profiles are to be included in all "as-builts."

k.

Roads shall be shown on all plans.

l.

"As-built" is to be in large clear print on plans.

m.

Scale no larger than one inch equals 20 feet, no smaller than one inch equals 100 feet for cross-country lines and one inch equals 50 feet for congested areas.

n.

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

o.

Line designation shall be used for correlation between profiles and plan view.

p.

Ground water and solid rock encountered during construction will be noted on "as-builts."

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Generally.

1)

Sewers shall be designed as separate sanitary sewers only in which rainwater from roofs, streets, and other areas and groundwater from foundation drains are excluded.

2)

Overflows from sewers shall not be permitted.

B.

Design period.

1)

Sewer systems should be designed for the estimated ultimate tributary population. Tributary population is considered to be all areas upstream of the discharge point of the system being designed.

2)

Sewers will be designed and installed to the uppermost property line of the development being served.

3)

Consideration shall be given to the maximum anticipated capacity of institutions, industrial parks, etc.

C.

Design factors.

1)

In determining the required capacities of sanitary sewers, the following factors shall be considered:

a.

Maximum hourly sewage flow.

b.

Additional maximum sewage or waste flow from industrial plants.

c.

Ground water infiltration.

d.

Topography of the area.

e.

Depth of excavation.

2)

New 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. Sewers should be designed to carry the per capita flow when flowing one-half full. Normally, all sewers shall be designed with a peaking factor of not less than 2.5 and this may be increased upon the direction of the reviewing engineer. When deviation from the foregoing per capita rates is demonstrated, a description of the procedure used for design shall be included.

D.

Details of design and construction.

1)

Size. No sewer shall be less than eight inches after leaving the uppermost property line to be served.

2)

Depth.

a.

Any sewers installed in the street shall be sufficiently deep to provide five 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.

b.

Any sewers on off street easements shall have a minimum of three feet of cover unless cast iron or ductile iron pipe is used. 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.

3)

Slope.

a.

All sewers shall be so designed and constructed to give mean velocities, when flowing full, of not less than two feet per second based on Kutter's formula using an "n" value of 0.013. Table 111-2 lists the minimum slopes which should be provided; however, slopes greater than these are desirable:

Table 111-2 Minimum Slope Requirements

b.

These minimum slopes will be used only when sufficient flows are expected to maintain a velocity of two feet per second and maintain a cleaning action in the line. Sewers shall be laid with uniform slope between manholes. Sewers on 20 percent slope or greater shall be cast iron or ductile iron pipe and shall be anchored securely with concrete anchors to prevent displacement by erosion or shock. Maximum slope of sewers shall be 30 percent and sewers shall be designed at less than 20 percent whenever possible.

4)

Increasing size. When a small sewer is connected to a large one at a manhole, the connection shall not be lower than matching the 0.8 depth point of both sewers to the same elevation. For example, when connecting an eight-inch pipe to a 60-inch pipe a point 6.4 inches above the invert of the eight-inch pipe shall not be lower than a point 48 inches above the invert of the 60-inch pipe. Match crowns of the two pipes whenever possible.

E.

Gravity sewer pipe.

1)

All sanitary sewer pipe up through 15-inch diameter must be polyvinyl chloride (PVC), ductile iron pipe (DIP), or steel pipe, except where DIP or steel pipe is designated.

2)

For 18-inch diameter pipe and above, the contractor may have the option of using either high-density polyethylene (HDPE), PVC, reinforced concrete pipe (RCP), DIP or steel pipe, except where DIP or steel pipe is specifically shown on the plans.

3)

All pipe shall be constructed with a minimum class "C" bedding.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Ductile iron pipe (DIP).

1)

General.

a.

Ductile iron sewer pipe shall be required at all utility crossings with less than two feet of clearance, in cross country locations where cover is less than three feet, in streets where cover is less than five feet, in fills, and where PVC sewer pipe has more than 18 feet of cover.

b.

Ductile iron pipe shall be designed in accordance with AWWA C-150. The thickness and class of the pipe shall be governed by AWWA C-150.

c.

Pipe shall be manufactured in accordance with AWWA C-151 and shall have an outside bitumastic coating per AWWA C151

d.

Pipe shall be coal tar epoxy lined and seal coated with approved bituminous seal coat in accordance with AWWA C151, latest revision.

2)

Lining material.

a.

The interior lining of the pipe and fittings for gravity sewer shall be a ceramic epoxy lining with a minimum thickness of 40 mils.

b.

The minimum standard for the lining shall be Induron Protecto 401. The listed product and manufacturer are given to identify the generic type, quality and general composition of the product. similar products may be used but are subject to the approval of the city.

c.

Both bare pipe and cement linings conforming to AWWA C104 are NOT allowed for any gravity sanitary sewer pipe.

3)

Joints. DIP joints shall be of the bell and spigot type with push-on joints, conforming to AWWAC-111 or mechanical joints.

B.

Polyvinyl chloride pipe (PVC).

1)

General. The contractor shall provide un-plasticized polyvinyl chloride (PVC) plastic gravity sewer pipe meeting the requirements of ASTM D3034 (latest revision) in the sizes shown unless otherwise indicated on the contract documents.

2)

Materials.

a.

Pipe and fittings shall meet the requirements as specified under ASTM D3034 (latest revision) for pipe through 15 inches and ASTM F679 for pipe 18 inches through 27 inches.

b.

All pipe and fittings shall be suitable for use as a gravity sewer conduit.

c.

Bell joints shall consist of an integral wall section with elastomeric gasket joint that provides a watertight seal. Standard laying lengths shall be 20 feet (± one inch).

d.

The pipe shall be capable of passing all tests that are detailed in this specification.

e.

Minimum wall thickness shall be as shown in table 111-3:

Table 111-3 Minimum Wall Thickness (PVC Pipe)

3)

Fittings.

a.

All fittings and accessories shall be manufactured and furnished by the pipe supplier.

b.

Fittings shall have bell and/or spigot configurations compatible with that of the pipe and shall have an equivalent wall thickness.

4)

Pipe and fittings tests.

a.

The contractor will be required to furnish a written outline of the manufacturer's quality control program for the engineer's approval prior to shipping any pipe to the project.

b.

Before installing any pipe the contractor shall furnish written certification that all pipe through 15 inches meets ASTM Specification D3034 and for 18 inches through 27 inches must meet ASTM F679.

c.

At least one sample from each 100 pieces of pipe furnished shall be subjected to each test outlined under section 8 of ASTM D3034. The samples will be tested by an independent laboratory approved by the city engineer, and a certified copy of results will be furnished to the city engineer.

d.

If any test is not met, then nine additional tests of that property will be ordered, and if any of those nine tests are not met, the manufacturer will not be allowed to furnish materials for this project.

e.

The cost of all testing shall be included in the contractor's bid proposal and no pipe shall be installed until the testing is complete and approved by the city engineer.

5)

Pipe stiffness.

a.

Minimum "pipe stiffness" (F/Y) at five percent 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 Plat Loading."

b.

There shall be no evidence of splitting, cracking, or breaking at a deflection of up to 30 percent of the original diameter.

6)

Fusion 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."

7)

Joint tightness.

a.

Pipe and fitting joints shall comply with ASTM D3212 (latest edition) for "Joints for drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals."

b.

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.

8)

Installation.

a.

PVC pipe will be installed in accordance with ASTM D2321 (latest revision).

b.

In any area where the pipe is below existing ground water level, the contractor will embed PVC pipe in sand or graded gravel. No special compaction requirements will be necessary; however, the sand or gravel must extend from six inches below the pipe to 12 inches above the pipe, and the material must be firmly placed under the pipe haunches.

c.

When embedding PVC pipe in friable, compressible soils (e.g., silt, clay, sandy clay, silty clays, etc.), special care must be exercised to provide a uniform (undisturbed or fully compacted) trench bottom. Additionally, the backfill must be compacted to 95 percent standard proctor in six- to eight-inch lifts to 12 inches above the top of the pipe. Initial backfill shall be compacted to the densities outlined in D2321. The engineer may require up to ten 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 at no additional cost to the owner, and the engineer shall then have the right to additional compaction tests at the expense of the contractor to insure compliance with D2321.

d.

The contractor shall use SDR-35, for pipe with zero to 20 feet of fill. PVC pipe cannot be used with more than 20 feet of fill.

9)

Deflection limit.

a.

Vertical deflection of installed pipe shall not exceed seven and one-half percent of the un-deflected diameter as defined in table X1.1 of ASTM D3034.

b.

Each segment of line (except service lines) will be tested at the end of each month just prior to submitting for payment on that segment. Upon completion of the pipe laying, and at least 30 days after installation (to allow for settling), the pipe will be tested again for final acceptance. The test shall be performed by the contractor pulling a mandrel of specified dimensions through the pipeline.

C.

High density polyethylene pipe (HDPE).

1)

General.

a.

This subsection covers the requirements of high density polyethylene profile wall gravity sewer and drain pipe fittings in nominal sizes 18 inches through 96 inches with integral bell and spigot gasketed and welded joints.

b.

HDPE pipe is acceptable only for trenchless technology applications and for small diameter (less than four-inch) force mains. HDPE pipe shall not be specified for open-cut gravity sewers.

2)

Classes.

a.

Class selection for high density polyethylene profile wall sewer pipe shall be a minimum of class 160 for pipe with zero to 20 feet of fill.

b.

Polyethylene pipe cannot be used over 20 feet deep.

3)

Material.

a.

Pipes and fittings shall be manufactured from high density polyethylene resin compound which shall meet the requirements of type III, class C, category 5, grade P 34 per ASTM D 1248. Materials meeting the requirements of ASTM D3350 with a cell classification PE 334433C or higher are also suitable. The pipe shall contain a minimum of two percent carbon black as an ultraviolet inhibitor.

4)

Pipe dimensions.

a.

The average inside diameter and the minimum wall thickness of the waterway of the pipe shall comply with ASTM F894 for RSC class 160 pipe.

5)

Joints.

a.

The pipe shall be produced with bell and spigot end construction. Joining shall be accomplished by use of neoprene rubber gaskets complying with the physical requirements as specified in ASTM F477.

b.

Joints shall be in accordance with ASTM D3212 and withstand an internal operating pressure of 50 psi.

6)

Pipe stiffness.

a.

The profile wall shall be substantially strong to protect against any diametrical deformation.

b.

All polyethylene profile wall pipe shall have a minimum specific pipe stiffness of 46 psi at a deflection of five percent of the internal diameter when tested and calculated in accordance with ASTM D24212 (latest edition).

7)

Retest and rejection.

a.

If the results of any tests do not meet the requirements of this specification, the tests may be conducted again in accordance with agreement between purchaser and seller.

b.

In retesting, the product requirements of this specification shall be met and the test methods designated in this specification shall be followed. If upon retest failure occurs, the quantity of product represented by the tests shall be rejected.

8)

Deflection limit.

a.

Vertical deflection of installed pipe shall not exceed seven and one-half percent of the un-deflected diameter as defined in table X1.1 of ASTM D3034.

b.

Each segment of line (except service lines) will be tested at the end of each month just prior to submitting for payment on that segment. Upon completion of the pipe laying, and at least 30 days after installation (to allow for settling), the pipe will be tested again for final acceptance. The test shall be performed by the contractor pulling a mandrel of specified dimensions through the pipeline.

D.

Reinforced concrete pipe (RCP).

1)

General. The work included in this subsection includes furnishing all labor, equipment, and materials required to install, test, and inspect reinforced concrete (ASTM C-76) pipe sewers, including all risers, plugs, fittings, and bedding, as shown on the drawings and/or specified herein.

2)

Quality assurance.

a.

The contractor must submit to the owner and engineer 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 the minimum following requirements:

i.

A full-time quality control technician.

ii.

A complete and working quality control laboratory capable of testing and recording the requirements set forth in these specifications for concrete pipe.

iii.

Written documentation of the concrete pipe manufacturer's performance on a recent sewer project. The performance results must be from a tested and approved installation of the pipe material set forth in this specification from either the owner and/or engineer stating that the pipe tested and met the requirements.

iv.

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.

v.

Provide the services of a competent factory representative of the pipe manufacturer for purposes of supervising and/or inspecting the installation of pipe. This service shall be for the duration of the project.

vi.

Provide equipment and labor to air test each joint of pipe (30-inch diameter and larger) as it is installed. Joint tester shall be "Cherne Large Diameter Joint Tester" or equal. This testing shall in no way relieve the contractor from the responsibility of performing infiltration/exfiltration tests.

3)

Testing of concrete pipe.

a.

Concrete gravity pipe (ASTM C-76) used on this Project shall meet all materials and testing requirements of ASTM C-76, ASTM C-443, and ASTM C-497 (except where modified herein). Manufacturer shall secure the services of an independent testing laboratory to conduct the tests. Testing laboratory shall be approved by the Engineer prior to conducting any tests. All testing costs shall be paid for by the pipe manufacturer.

b.

Testing shall be in job lots (a job lot is a continuous run of one size of pipe for this project) for a maximum of six percent of pipe quantity or a minimum of five percent of pipe quantity. The test specimen will have a minimum of two joints for pipe of 16-foot laying length. For pipe of 12-foot laying length, the maximum number of joints shall be seven and the minimum number shall be two. Bulkheads will be included in this joint count.

c.

A representative of the owner will be present to witness all tests that are conducted at the manufacturer's site and shall record all results. Manufacturer shall notify the engineer at least 48 hours prior to conducting any tests.

d.

The following test shall be required:

i.

Pipe barrels shall be subjected to an internal hydrostatic pressure of ten psi for ten minutes. Pipe joints shall be subjected to an internal hydrostatic pressure of 13 psi for ten minutes. The testing of the joints will be in the straight and deflected alignment.

ii.

The manufacturer shall conduct three external load crushing strength tests per job lot. This test shall be by the three-edge bearing method. The test may be taken to ultimate load.

iii.

Absorption tests shall be conducted as per ASTM C-497. The absorption rate of the sample from the pipe wall shall not exceed six percent.

e.

If any test specimen fails to pass any of the above tests, two additional test specimens shall be chosen at random from the job lot and tested. If either of those two specimens fails the test, then the entire job lot is subject to rejection. If the manufacturer requests further testing, then every section of pipe in the job lot must be tested.

f.

In addition to the above tests, manufacturer shall conduct tests to determine alkalinity of cover concrete.

g.

Each pipe shall be clearly marked as required by the governing ASTM standard specifications to show its class, date of manufacture, and the name of trademark of the manufacturer.

h.

Any pipe or specials which have been broken, cracked or otherwise damaged before or after delivery or which have failed to meet the required tests, shall be removed from the site of the work and shall not be used therein.

4)

Guarantee.

a.

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.

5)

Material.

a.

All concrete pipe and fittings 12 inches in diameter and larger shall be reinforced concrete sewer pipe conforming to the latest requirements of ASTM C-76 with the following modifications:

i.

All concrete pipe with zero to 20 feet of fill shall be a minimum of class III with 4,500 psi concrete.

ii.

All pipe with 20 to 30 feet of fill shall be class IV with 4,500 psi concrete.

iii.

All pipe with 30 feet of fill and over shall be class V with 5,500 psi concrete.

b.

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. Reinforced concrete 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 eight feet, except where short lengths are required for construction conditions. Reinforced concrete pipe shall have bell and spigot joints suitable for the use of a rubber gasket to be provided as a part of this item.

c.

Concrete pipe for sanitary sewers 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 type gasket to be provided as part of this item.

d.

Bell and spigot joints consisting of self-centering steel joint rings shall have the joint rings securely attached to the pipe reinforcing steel. The rings which 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.

i.

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.

ii.

The bell ring shall be flared to permit gradual deformation of the gasket when the joint is assembled. Minimum thickness of bell rings shall be three-sixteenths-inch. Bell rings one-fourth-inch or thicker shall conform to ASTM A-283, grade A, or ASTM A-306, grade 50. Bells less than one-fourth-inch thick shall conform to ASTM A -570, Grade A.

iii.

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

6)

Lining.

a.

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

b.

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.

c.

Sandblasting shall result in a clean dry surface free of oil, grease, or other contaminants. Any air pockets over one-fourth-inch in diameter and one-eighth-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.

d.

Any steel surfaces to be painted should 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 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.

e.

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.

f.

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

E.

Steel pipe.

1)

Steel pipe shall meet the requirements of ASTM A-139 grade B, AWWA C-200 and shall be coal tar lined three thirty-seconds-inch in accordance with AWWA C-203. The outer coating shall be sand/grit blasted, primed to Federal Specification TTP-86C. Pipe shall have a minimum wall thickness of 0.250 inches.

(Ord. No. 2014-18, § 2, 8-21-2014; Ord. No. 2019-0516-02, 5-16-2019)

A.

General.

1)

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 to the typical manhole details as shown on the standard detail drawings in chapter 112 of this UDC.

2)

The wall thickness shall not be less than five inches.

3)

Manholes over 12 feet deep shall be placed on a reinforced slab.

4)

Flat top manholes will be approved only if the need for such can be demonstrated by the design engineer.

5)

All manholes shall be water tight when completely built.

6)

Safety platforms shall be constructed in manholes in accordance with OSHA regulations and the details in these specifications.

B.

Manhole sections. Precast manhole sections shall be manufactured, tested, and marked in accordance with latest provisions of ASTM C478.

C.

Manhole sections joints. Joints of the manhole sections shall be of the tongue-and-groove type, sections shall be joined using O-ring gaskets, flexible plastic gaskets conforming to the applicable provisions of ASTM C433, latest revision, or an approved bituminous mastic joint material.

D.

Life holes.

1)

Each section of the precast manhole shall have not more than two holes for the purpose of handling and laying.

2)

These holes shall be sealed with cement mortar using one part portland cement to two parts clean sand, meeting ASTM C144, latest revision.

E.

Manhole steps.

1)

Manhole steps conforming to the applicable provisions of ASTM C478, latest edition, shall be of #4 steel reinforcing bars covered with Polypropylene Plastic or rubber and shall be supplied with depth rings and other necessary appurtenances.

2)

Steps shall be similar to and of an equal quality to the "PS1-PF" by M. A. Industries, Inc. of Peachtree City, Georgia.

3)

The step shall be factory built into the precast sections.

4)

See the standard details in chapter 112 for a typical manhole step detail.

F.

Pipe holes.

1)

Holes in precast bases to receive sewer pipe shall be precast at the factory at the required locations and heights.

2)

Knocking out of holes in the field is not permitted, however holes can be cored in the field with a coring machine.

3)

All man holes shall have Kor-N-Seal (or equal) rubber boots for all pipe entries/exits.

G.

Bases and inverts.

1)

Manhole bases and inverts shall be constructed of 2,500 psi concrete in accordance with details on standard detail drawings in chapter 112 of this UDC and the trough shall have the same cross-section as the sewers which it connects.

2)

The manhole base and invert shall be carefully formed to the required size and grade by gradual and even changes in sections.

3)

Changes in direction of flow through the sewer shall be made to a true curve with as large a radius as the size of the manhole will permit.

4)

The minimum drop through a manhole shall be 0.1 foot.

H.

Manhole foundation. The manhole base shall be set upon a six-inch compacted (minimum thickness) mat of #57 crushed stone.

I.

Brick.

1)

Brickwork required to complete the precast concrete manhole shall be constructed using one part portland cement to two parts clean sand, meeting ASTM C144, thoroughly mixed to a workable plastic mixture.

2)

Brickwork shall be constructed in a neat and workmanlike manner.

3)

Cement mortar shall be used to grout interior exposed brick joints and faces.

4)

No more than three courses of brick with nine-inch maximum total depth of bricks may be used to adjust manhole covers.

J.

Frame and cover.

1)

The cast iron frame for the manhole cover shall be set at the required elevation and properly anchored to the masonry.

2)

Frames and covers shall be Neenah R-1776 or equal in compliance with the latest edition of ASTM 48.

3)

Where manholes are constructed in paved areas, the top surface of the frame and cover shall be tilted, if necessary, to conform to the exact slope, crown and grade of the existing adjacent pavement.

4)

In areas where manhole tops may be submerged by street runoff or high flood waters, the manhole lid shall be "self-sealing."

5)

All covers shall have "SEWER" printed on them.

K.

Masonry work.

1)

Masonry work shall be allowed to set for a period of not less than 24 hours.

2)

All loose or waste material shall be removed from the interior of the manhole. The manhole cover then shall be placed and the surface in the vicinity of the work cleaned off and left in a neat and orderly condition.

L.

Location.

1)

Manholes shall be installed, as follows:

a.

At the end of each line.

b.

At all changes in grade, size, or alignment.

c.

At all intersections.

d.

At distances normally not greater than 350 feet.

2)

Spacing for eight-inch sewers can be more than 350 feet but not more than 400 feet and will be allowed only in isolated cases when, in the opinion of the reviewing engineer, it is impractical to install an additional manhole and when the extra distance will not impede maintenance of the line. Manhole spacing in sewers ten inches and larger will conform to Ten State Standards. In no circumstance will a spacing of greater than 300 feet be allowed when the slope exceeds ten percent cleanouts may be used only 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.

M.

Drop manholes.

1)

A drop pipe shall be provided for a sewer entering a manhole at an elevation of more than two feet above the manhole invert.

2)

The drop pipe shall be of ductile iron materials.

3)

All out-side 90 degree elbows shall have thrust block poured below the elbow.

4)

"Outside drop manhole" will be noted on the construction plans at any time the drop exceeds two feet. Where the difference in elevation between the incoming sewer and the manhole invert is less than two feet, the invert shall be sloped to prevent solids deposition.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Steel casing pipe shall be used for all cased piping where the carrier pipe is eight inches or greater in size.

B.

Steel casing pipe shall have 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 coating. The casing pipe diameter shall be six to eight inches greater than the "bell" diameter of the carrier pipe. Minimum wall thickness shall be as shown in table 111-4.

Table 111-4 Minimum Wall Thickness (Steel Casing Pipe)

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Trench excavation.

1)

It is the responsibility of those installing sanitary sewers, lift stations, waste treatment plants, and related appurtenances to conform to OSHA regulations, 29 CFR part 1926, subpart P, paragraph 1926.650 through 1926.653 during trench excavation. The city assumes no liability or responsibility for unsafe trench conditions.

2)

Pipe trenches shall be cut straight and true to the lines and grades and in the location shown on the 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 which case the excavation shall extend to the bottom of the bedding or cradles as shown on the plans.

3)

Bell holes shall be excavated at proper intervals so the barrel of the pipe will rest for its entire length upon the bottom of the trench and the pipe weight shall not rest on the bells. Bell holes shall be large enough to permit proper installation of all joints in the pipe.

4)

Pipe trenches shall not be excavated more than 100 feet in advance of pipe laying, and all work shall be performed to cause the least possible inconvenience to the public. Adequate temporary bridges or crossings shall be constructed and maintained where required to permit uninterrupted vehicular and pedestrian traffic.

5)

All excavations shall be adequately guarded with barricades and lights in compliance with all OSHA, Cherokee County and the Georgia Department of Transportation requirements so as to protect the public and workers from hazard.

6)

Excavations adjacent to existing or proposed buildings and structures or in paved streets or alleys shall be adequately protected by the use of trench boxes, sheeting, shoring and bracing to prevent cave-ins of the excavation, or the undermining or subsequent settlement of adjacent structures or pavements. Underpinning of adjacent structures shall be done when necessary to maintain structures in safe condition.

7)

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

8)

Whenever water is present in the trench, it shall be removed in a manner satisfactory to the city and enough backfill shall be placed on the pipe to prevent floating. Any pipe that has floated shall be removed from the trench and re-laid later during dry conditions. No pipe shall be laid in wet trench conditions that preclude proper bedding, or on frozen trench bottom, or when, in the opinion of the city the trench conditions or the weather are unsuitable for proper installation.

9)

Construction occurring around active sewer systems shall be done in such a way so as to prevent the passage of wastewater onto the ground. Absolutely no wastewater shall be allowed to spill onto the ground.

10)

During the sewer line construction an effort shall be made to minimize the cutting of trees.

B.

Rock excavation.

1)

Drilling and blasting operations shall be conducted with due regard for the safety of persons and property in the vicinity and in strict conformity with requirements of all ordinances, laws and regulations relative to the handling, storing and use of explosives. Rock excavation near existing pipelines or other structures shall be conducted with the utmost care to avoid damage, injury or damage to structures or property shall be promptly repaired by the contractor to the satisfaction of the city and property owner.

2)

Rock in trenches shall be excavated over the horizontal limits of excavation and to depths as shown in table 111-5:

Table 111-5 Depth of Excavation Below Bottom of Sewer Pipe

3)

The space below grade for pipe lines shall then be backfilled with #57 and smaller crushed rock, gravel, subgrade stabilizer or other approved bedding material and compacted.

C.

Backfilling trenches.

1)

Backfill material shall consist of fine, loose earth containing sufficient but not excessive moisture content for thorough compaction. Material that is too dry for adequate compaction shall receive a prior admix of sufficient water to secure adequate moisture content. Material having excessive water content shall not be placed at any time. Backfill material shall be free of large clods, stones, vegetable matter, debris, and other objectionable material. All unsuitable excavated material and excess material must be properly disposed of in a manner that will not adversely affect the environment.

2)

All backfill beneath roads, sidewalks, or other critical areas shall be compacted to 95 percent standard proctor or as otherwise required by the DOT or other such agency having jurisdiction using mechanical tamping equipment in six-inch lifts. It shall be the responsibility of the contractor to demonstrate to the city that 95 percent compaction has been obtained.

D.

Installation of sewer pipe.

1)

Pipe and accessories shall at all times be handled with care to avoid damage. Whether moved by hand, skidways or hoists, material shall not be dropped or bumped. The interior of all pipe 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.

2)

All such material that is defective in manufacture or has been damaged in transit or after delivery shall be removed from the job site.

3)

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. 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.

4)

When pipe laying is not in progress, the open ends of installed pipe shall be plugged by approved means to prevent entrance of trench water into the line.

5)

No special laying conditions are required for ductile iron pipe (DIP) other than haunching and soil compaction to 12 inches above the spring line and any other conditions which are stipulated elsewhere in these specifications.

6)

Bell holes shall be provided of sufficient size to allow ample room for making the pipe joints properly. The bottom of the trench between bell holes shall be carefully graded so that the pipe barrel will rest on a solid foundation for its entire length as shown on the plans. Each joint shall be laid so that it will form a close concentric joint with adjoining pipe and in order to avoid sudden offsets or inequalities in the flow line.

7)

Water shall not be allowed to run or stand in the trench before the trench has been backfilled. The contractor at no time shall open up more trench than his available pumping facilities are able to dewater.

8)

The following laying conditions shall be followed with PVC pipe:

a.

By embedding PVC pipe in sand or graded gravel, no special compaction requirements will be necessary. However, the sand or gravel must extend from six inches below the pipe to twelve inches above the pipe and the material must be firmly placed under the pipe haunches. See the standard details in chapter 112.

b.

When embedding PVC pipe in friable, compressible soils (e.g. silt, clay, sandy clay, silty clays, etc.), special care must be exercised to provide a uniform (undisturbed or fully compacted) trench bottom. Additionally, the backfill must be compacted to 95 percent Standard Proctor in six inch lifts to twelve inches above the top of the pipe.

9)

All sewer installations shall be installed with tracer wire attached to the sewer pipe.

E.

Railroad crossings.

1)

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 railroads 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 will furnish the railroad with such additional insurance as may be required, cost of same to 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 imposed by the railroad.

F.

Highway crossings.

1)

The contractor shall be responsible for the coordinating and scheduling of all construction work in the state highway right-of-way with the Georgia Department of Transportation.

2)

Work along and across Georgia State Highway right-of-way shall conform to Georgia DOT Standard Specifications for Construction of Roads and Bridges.

3)

The contractor is required to obtain all necessary permits. Traffic control within the state of Georgia right-of-way shall comply with section 107.09 of the State of Georgia DOT Standard Construction Specifications, or sections 104.05 and 107.07 of the U.S. Manual on Uniform Traffic Control Devices for Streets and Highways, latest editions.

G.

Stream crossings.

1)

Stream crossing shall be done in compliance with the federal, state and local laws and permit requirements. The methods described in this subsection are subject to change due to more recent regulations implemented by the varying government agencies. General requirements include the following:

a.

The contractor is liable for knowing and complying with the most stringent regulations in force at the time of construction.

b.

The suggested method of crossing a river, stream, creek, impoundments, or wet weather ditch is with a bore under the creek or river with a minimum of two feet of cover between the lowest point in the stream and the top of outside diameter of the casing.

c.

Casings and ductile iron pipe are required for all stream crossings and shall extend a minimum of 20 feet beyond the vegetative buffer (state or city buffer, whichever is wider) on each side.

d.

An open cut of the stream is allowable if no endangered species are affected and if the Developer obtains written permission from the various governing agencies. Written permission shall be submitted to the City of Canton. If the stream is open cut, concrete collars or encasement must be provided at all joints for ductile iron pipe with less than three feet of cover. Design engineer is responsible for checking and designing against floatation. Where streams are allowed to be open cut by variance, the construction in stream beds shall follow the following guidelines:

i.

Construction in and around stream beds must adhere to the current regulations of the Georgia EPD, the Corps of Engineers, City of Canton Engineering and the U.S. Department of Fish and Wildlife. The design engineer and contractor are responsible for knowing, coordinating and complying with these regulations.

ii.

All necessary permits and buffer variances must be acquired by the Developer prior to the final approval of the plans by the city.

iii.

Any item published within this UDC that is in conflict with the EPD's stream bed protection regulations is hereby deemed invalid, unless the specification herein is considered more stringent by the reviewing agency.

2)

Fording of live streams with construction equipment will not be permitted, unless specifically approved in writing. Unless, otherwise approved in writing, mechanized equipment shall not be operated in live streams except as may be required to construct temporary diversion structures, and temporary or permanent structures.

3)

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

H.

Jack and bore.

1)

Jacks for forcing the casing pipe through the roadbed shall have a jacking head constructed in such a manner as to apply uniform pressure around the ring of the pipe. The pipe to be jacked shall be set on guides, braced together, to properly support the section of the pipe and direct it to the proper line and grade. In general, roadbed material shall be excavated just ahead of the pipe, the excavated material removed through the pipe, and the pipe then forced through the roadbed into the excavated space.

2)

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.

3)

The use of water or other fluids in connection with the boring operation will be permitted only to the extent necessary to lubricate cuttings. Jetting will not be permitted.

4)

The diameter of the excavation shall conform to the outside diameter and circumference of the casing pipe as closely as practicable. Any voids which develop during the installation operation shall be pressure grouted.

5)

The pipe shall be jacked from the low or downstream end. At each end of the casing pipe the void between the carrier pipe and casing shall be sealed with brick and mortar. Any pipe damaged in jacking operations shall be removed, and replaced by the contractor at his expense.

6)

After the steel casing pipe has been installed, the DIP carrier pipe shall be installed in the casing pipe. Care shall be exercised at all times to protect the coating and lining of this pipe and to maintain tight, full-seated joints in the carrier pipe.

I.

Replacement of pavement.

1)

Contractor shall fully restore and replace all pavement, curbs, gutters, sidewalks and other surface structures removed or disturbed, to a condition that is equal to or better than the original condition in a manner satisfactory to the city.

2)

Pavement cuts. All pavement cuts on city roads shall be made by sawing prior to excavation to eliminate uneven and ragged edges.

3)

Where sewer lines are installed in existing paved streets, the streets in which the sewer lines are installed shall receive a full width asphalt repaving in accordance with these specifications.

J.

Location and protection of existing underground utilities.

1)

It is the responsibility of the contractor to locate and protect all underground utilities and structures.

2)

Utilities shall not be moved or disturbed without the approval of the utility company.

3)

Any damage caused by sewer line installation to any utility or structure shall be immediately reported to the city and repaired at the contractor's expense.

K.

Protection of water supply and other utilities.

1)

The City of Canton has an established cross-connection program to prevent the entry of contaminants or pollutants into any area of the potable water supply through the control of cross connections. The following requirements shall apply. See also the cross-connection control program section in chapter 110 of this UDC.

a.

It is illegal to introduce any substance into or to have any cross connections with the potable water supply.

b.

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 water supply.

2)

A horizontal separation of at least ten feet is required between water mains and existing or proposed sanitary sewer mains (measured edge to edge). Should conditions prevent a separation of ten feet, the lines shall be laid in separate trenches. In either case, the elevation of the crown of the sewer shall be at least 18 inches below the invert of the water main.

3)

When sewers cross under water mains, the sewer shall be laid so that 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 when clearance is less than two feet.

4)

In the rare circumstance when the 18 inches clearance between the water and sewer mains cannot be maintained, the mains shall be installed as described in the paragraph above with the joints as far apart as possible and be constructed of ductile iron pipe.

5)

When sewers are laid within public streets, the manholes and sewer lines shall normally be laid along the centerline of the street at a depth of not less than six feet from the pavement surface to the top of the pipe. 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 with less than a two-foot clearance and at other times when directed by the city.

L.

Sewer services.

1)

A sewer service shall be provided for every existing or proposed lot or building. All services shall be shown on the construction and as-built drawings. A common service shall not be allowed for two or more buildings. The service shall extend to the property line of the lot being served and shall normally be within ten feet of the lower corner of the lot. Each service shall terminate with a six-inch PVC clean-out stubbed out of the ground and sealed with a temporary PVC cap.

2)

After the curb and gutter are installed, a letter "S" shall be placed on the curb directly above the service. This shall be done by either casting the letter while the concrete is green or by saw cutting it into the curb. The letter shall be four inches to six inches tall.

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 the service. Also, unless noted on the final plat, the service shall be low enough to serve the first floor elevation at building line.

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 covered by construction.

5)

No plumber or contractor will be allowed to connect to the sewerage system except to the end of the service provided for his connection. Also, any service provided will be utilized without the installation of additional services. The builder will be responsible for replacing the temporary PVC cap with a traffic rated brass cap flush with grade.

6)

All dumpster pads shall drain to the sanitary sewer system and shall be covered to prevent storm water to enter the sanitary sewer system. All food establishment dumpsters shall be routed through grease trap along with the above requirements.

M.

Clean-up.

1)

The contractor shall remove all unused material, excess rock and earth, and all other debris from the construction site as closely behind the work as practical.

a.

If the contractor fails to maintain clean-up responsibilities as directed by the city's representative, the city may choose to use their own forces to do so, followed by an invoice to the developer for the city's work.

b.

All trenches shall be backfilled and tamped before the end of each days work.

2)

Prior to requesting the "completion of sewer main construction" inspection, the contractor shall do the following:

a.

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.

b.

Repair or replace any work, trees, lawns, shrubs, fences, flower beds, drainage culverts or other property damaged by the sewer line construction. All items damaged beyond repair shall be replaced with the same kind of material as existed prior to the damage occurring.

c.

All easement areas shall be cleared of trees, stumps and other debris and left in a condition such that the easement can be maintained by bush-hog equipment.

d.

All shoulders, ditches, culverts, and other areas impacted by the sewer line construction shall be at the proper grades and smooth in appearance.

e.

All manhole covers shall be brought to grade.

N.

Grassing.

1)

A uniform stand of grass is required over all construction easements and sanitary sewer easements prior to the city's acceptance of the sewer.

a.

Grass shall be as defined and installed or constructed in conformity with the temporary and permanent disturbed area stabilization of the Manual for Erosion and Sediment Control in Georgia, latest edition.

b.

The grassing shall be maintained for by the contractor or developer until final acceptance of the sewer line and appurtenances by the city.

2)

Grass seed shall be selected based on the type of seed suitable to the area and season of year. Refer to the Manual for Erosion and Sediment Control in Georgia for grass growing schedule, selection of grass seed, fertilizers, lime, inoculants, mulching, etc.

3)

The contractor shall provide water for irrigation from the nearest available metered source. The soil must be thoroughly wet to a depth that will insure germination of the seed. Water must be applied at a rate not causing runoff or erosion. Growth and coverage on areas grassed shall be considered in reasonably close conformity with the intent of this requirement when a viable stand of grass covers at least 98 percent of the total area with no bare spots exceeding one square foot and the ground surface is fully stabilized against erosion. The contractor shall repeat all work, including plowing, fertilizing, watering, and seeding as necessary to produce a satisfactory stand.

4)

The contractor or developer 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 water 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 seed.

O.

Easement acquisition and utility encroachment permits.

1)

It shall be the responsibility of the engineer and developer to obtain any off-site easements required to connect the project to existing public sewers. Assistance can be furnished by the authority if requested. This process must be started early enough to allow construction of the sewer before any building construction is to begin. Building permits or sewer tap applications will not be issued until off-site sewers have been constructed and accepted. This condition shall override any provision for speed-up of house starts such as furnishing a bond to guarantee completion of the streets and other appurtenances.

2)

All easements shall allow adequate room to construct the sewer and appurtenances. Permanent easements shall be a minimum of 20 feet wide, ten feet on each side of the line, and construction easements shall be a minimum of 60 feet wide, 30 feet on each side of the line.

3)

The engineer shall furnish easement drawings prior to approval of the sewer plans. The drawings shall be either eight and one-half inches by 11 inches or eight and one-half inches by 14 inches. The drawings must be clear and legible for printing. The drawings shall be at a reasonable scale and shall not be a reduced copy of the plan sheet. The drawing will show property lines, the name of property owners with the length of line encroaching on each property, size of line, line designation, manhole numbers and stations, width of permanent and construction easement, scale of drawing, north arrow, land lot and district numbers, and a tie to the nearest land lot corner. Any streets or other existing easements shall also be shown.

4)

The engineer shall furnish appropriate drawings for submittal to the owner of any state or federal highways, railroads, power lines, water lines, gas lines, petroleum lines, or any other utility lines on which the sewer construction will encroach. The drawing shall normally be eight and one-half inches by 11 inches or eight and one-half inches by 14 inches and shall show a plan view and profile view. The drawing will show the same information required for easement drawings. Also, the drawing will show the right-of-way of the existing street or utility, the owners' designation of the line, the name and number of the nearest intersection or milepost or tower number and the distance to that appurtenance. The clearance distance between the street surface, or the bottom of the rail, or the utility and the sewer will be shown. The drawing will show the type of material used for the sewer and the method of construction to be used. The drawing will also contain any other special information required by the owner of the facility on which the sewer is encroaching. Five copies of the utility encroachment drawing will be furnished with the plans when they are submitted for approval. Normally the encroachment permit will be obtained by the authority but costs incurred shall be paid by the developer. Construction permits will not be issued until the utility encroachment permit has been obtained and until any special conditions such as insurance requirements have been complied with.

P.

Construction permits.

1)

Construction will not be allowed until a permit has been issued by the city.

2)

The contractor shall submit one copy of the approved construction plans which have been stamped approved. The contractor shall furnish his name and address, telephone number, certificate of liability insurance, and proof of his city business license to do this type of work. He shall also furnish the name of the person in charge of the project and 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 manager and/or his designated representative a minimum of 24 hours prior to doing 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 periods of inactivity which make it hard for the chief inspector to keep up with his activity.

Q.

Inspection.

1)

Inspections will be scheduled as received by the city. The development inspector must be notified 24 hours prior to any construction.

2)

Upon request, the contractor shall furnish the development inspector with appropriate copies of the manufacturer's certification that the materials to be used meet the materials requirements of these specifications. The development inspector may reject any materials not meeting specifications or any faulty or damaged materials. Any materials so rejected must be removed from the project immediately and must be prominently marked so that they can be spotted on this or any other project.

3)

Authorized representatives of the city, which may include appropriate county, state or federal agencies, shall have access to the site for inspection at any time.

4)

The development inspector shall be notified a minimum of 24 hours before specific inspections are required so that the inspection time can be scheduled.

5)

The development inspector may at any time direct that he be allowed to see any foundation, bedding, pipe work, manhole or other appurtenance. No connections to manholes, nor wyes, bends, service laterals or service stoppers shall be backfilled without the approval of the development inspector.

6)

The contractor shall complete the project and shall have cleaned up the job site prior to requesting a final project inspection. The development inspector may terminate the inspection and direct further work at any time he feels that the project is not substantially complete and ready for inspection.

7)

Manholes and lines shall be clean and free of all mud and debris at the time of inspection. The contractor shall furnish adequate personnel to open manholes and give whatever other assistance is needed by the development inspector.

8)

The development inspector will normally visually inspect all manholes and lines for conformance to the specifications and will check the measurements shown on the "as-builts" for accuracy. The development inspector will perform low pressure air test to insure all lines are sealed. Any of the following tests may also be required at the discretion of the inspector and engineer:

a.

Measurement of infiltration.

b.

Smoke test.

c.

Mandrel test.

d.

Velocity test.

e.

T.V. inspection.

f.

Compaction test.

g.

Ball test.

9)

Any defects found by these tests must be corrected before construction of the project may proceed.

10)

A punch list shall be issued for corrective work if needed. However, the development inspector shall not perform the contractor's work by finding all of his problems before the project is reasonably complete.

11)

In no circumstances shall any buildings or plumbing fixtures be connected to the line until directed by the development inspector.

R.

Tests.

1)

All sanitary sewer lines, including both gravity sewers and force mains, shall be successfully tested before being eligible for acceptance by the city. Any of the following tests may be run at the discretion of the development inspector. All sewer mains shall also be subject to the material-specific tests listed in section 111.02.06, Materials, under each type of pipe material acceptable for sanitary sewers.

2)

Measurement of infiltration.

a.

The contractor shall furnish an adequate number of plugs of the proper size and acceptable weirs to measure infiltration into the system.

b.

In no case will an infiltration rate greater than 100 gallons per inch diameter of pipe per mile of sewer per day be allowed. All visible or audible leaks must be dug up and repaired unless it is found to be in a joint and the city has authorized it to be repaired by chemical grouting. Any flow increase between two adjacent manholes must be corrected.

c.

Measurements of flow shall be performed on any lines with a visible flow of water.

3)

Low pressure air test.

a.

After completing backfill of a sewer line section, conduct a low pressure air test of all pipe constructed, using methods and devices acceptable to the engineer.

b.

Perform such tests using the following general procedures:

i.

Temporarily plug line segment between two manholes using plugs having air tight fittings through which low pressure air can be introduced into the pipe segment being tested.

ii.

Introduce low pressure air into the test pipe segment until the internal air pressure reaches 4.5 psig above ground water pressure, if any.

iii.

Wait at least two minutes for air temperature in the test segment to stabilize while internal air pressure remains no less than 3.5 psig above ground water pressure.

iv.

Bleed internal air pressure to exactly 3.5 psig above ground water pressure.

v.

Accurately determine the elapsed time for internal pressure to drop to 2.5 psig above ground water pressure.

vi.

The air test is acceptable if elapsed time is no less than shown by table 111-6.

Table 111-6 Elapsed Time Requirements

4)

Mandrel test. The mandrel test shall be performed in accordance with the following procedure for testing sewer pipe for maximum allowable deflection:

a.

Completely flush the line making sure the pipe is clean of any mud or trash that would hinder the passage of the mandrel.

b.

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).

c.

After the rope is threaded through the sewer line, connect the pull rope to the mandrel and place the mandrel in the entrance of the pipe.

d.

Connect a second rope to the back of the mandrel. This will enable the mandrel to be retrieved if excessive deflection is encountered.

e.

Remove all the slack in the pull rope by gently pulling the rope at the far manhole. After the slack has been removed, place a tape marker on the rope, close to the pipe opening where the mandrel will exit. If mandrel encounters excessive deflection, the marker will provide a means of measuring the travel distance of the mandrel so that the deflected area can be located.

f.

Pull mandrel through the sewer line.

g.

An increasing resistance to pull is an indication of excessive deflection. If this occurs, measure the distance from beginning marker on rope to manhole. Locate section and replace bedding or pipe if visual examination reveals damage.

h.

Retest until acceptable.

5)

Velocity test.

a.

On lines installed at minimum grade and at any time the development inspector suspects that a problem with flow will occur, a velocity test of the suspected section may be required.

b.

The contractor will add sufficient water at a point upstream of the suspect section. After flow has reached a steady state, dye or some type of floating object such as a ping pong ball or fishing float will be passed through the line.

c.

The float will be timed as it passes through the section. Any line in which a velocity of two feet per second cannot be obtained will not be acceptable.

6)

TV inspection.

a.

All sewer lines shall be televised and a film of the inspection made before the final plat is signed and again before the final acceptance of the sewer lines. The films must be stored on DVD or other approved digital form. Prior to televising, the mains shall be flushed with water so that sags are apparent.

b.

Any faulty pipe noted such as sagged pipes, broken pipes, bad joints, etc., will be dug up and will be corrected. Internal grouting to repair new lines will not be allowed. After correction of the discrepancies, the line will be re-televised.

7)

Compaction test.

a.

All trenches shall be subject to compaction testing after backfilling and shall meet the compaction requirements.

b.

Any trench failing to meet compaction requirements shall be excavated and re-compacted and retested. This process shall continue until a passing test is achieved.

c.

All costs of compaction testing shall be the responsibility of the contractor.

8)

Ball test. The procedure for ball test is as follows:

a.

Clean lines.

b.

Place ball that is not more than ½ inch in diameter less than diameter of pipe to be tested in the end of section to be tested. For example: Ball not less than seven and one-half-inch in diameter for test of eight-inch diameter pipe.

c.

Ball should travel freely through the section being tested.

S.

Force main pressure and leakage test.

1)

After all piping has been placed, the main shall be tested by the developer's contractor in the presence of the development inspector or his designated representative and tests shall be continued until all leaks have been made tight to the satisfaction of the city. The contractor shall furnish all necessary meters, pumps, gauges, bulkheads, and other materials and appliances necessary to conduct the test as herein required. Every precaution must be taken to valve-off or otherwise protect control equipment in or attached to the pipe line to prevent damage thereto.

2)

Before applying the specified test pressure, all air shall be expelled from the pipe. If air release valves are not available at the high places, the contractor shall make the necessary taps at points of highest elevation before the test is made and insert plugs before the test has been completed.

3)

Prior to the pressure test, 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 to the satisfaction of the inspector.

4)

The city will furnish the necessary water for the testing of the force mains; however, any water lost through breakage of lines or unnecessary or excessive flushing of lines will be charged to the contractor at the current residential rate. All lines shall be tested to a pressure of 200 PSI. Test duration shall be two hours. However, test pressure shall not exceed pipe, valve and/or thrust-restraint design pressures. Test pressure shall not vary by more than + five psi for the duration of the test which may require periodic pumping (in which case the added water will be counted as part of the leakage). The rate of leakage shall not exceed 15 gallons per 24 hours per inch diameter per mile of force main. (See table 111-7.)

Table 111-7 Leakage Tabulation

5)

Any section of the line not meeting the above test shall have the leaks found and corrected at once and re-tested until the leakage falls within the limits specified above. Leakage testing must be witnessed and approved by the city.

T.

Acceptance.

1)

The city may issue a letter certifying the completion of the sewer system when the contractor has completed the work items shown on the plans to the satisfaction of the City of Canton Engineering Department representative.

2)

On projects contracted with the city, this letter shall signal the start of the 12-month warranty period which is required of the contractor.

3)

On projects for private development, this letter will allow the developer to apply for a permit for the next phase of development.

4)

In no case will the completion letter be considered as final acceptance of the project, nor will the contractor and developer be relieved of their responsibility to protect and maintain the system until final acceptance is given. A completion letter may be issued for sewer lines in a subdivision before offsite sewers are complete, but this will be noted in the letter and building permits will not be issued before completion of the entire sewers.

5)

Upon completion of all work items in a private development including water and sewer lines, streets, storm drains and all other utilities, the subdivision inspection team will re-inspect all phases of the development. During this inspection, the sewers will be checked for any cut lines, shifted manholes, excessive infiltration, cleanliness of lines, adjustment of manholes, and any damage by other construction.

6)

The curbs will be checked for markings of services and off street sewers will be checked for settling and erosion and for proper landscaping.

7)

Upon satisfactory completion of any discrepancies noted during this inspection, the developer will begin the 12-month maintenance period required for all phases of the development.

8)

At the end of 12-months, the subdivision inspection team will again re-inspect the entire development. When all discrepancies have been corrected, the city will begin perpetual maintenance of the sewerage system.

U.

"As-built" drawings. At the completion of the sanitary sewer lines and when requesting the final project inspection, the contractor will furnish two sets of printed "as-built" plans and electronic data prepared in accordance with the following requirements:

1)

The plans shall show all sewer information "as-built" in the field and any field changes made to the approved plans. In the event that the designer does not perform the field staking, the contractor must furnish certification from a licensed engineer or surveyor attesting to the accuracy of all elevations, grades, manhole locations, and service locations. This certification and the certification of the engineer/land surveyor preparing the "as-builts" must be shown on the drawings.

2)

"As-built" drawings shall include a site plan, plan and profile sheets, and any supplementary drawings and shop drawings. Stationing of the sewer gravity and force main alignments, manholes and service laterals shall be required on the "as-builts." The "as-built" drawings shall meet the same requirements as the construction plans for review.

V.

Grease traps and sand/oil traps.

1)

The city has developed and implemented a sewage pretreatment program to limit the amount of grease, sand and oil entering the sewer system from restaurants, service stations, feed mills, car wash operations and any other establishment where such devices are necessary for the proper handling of liquid wastes containing sand, grease, oil, flammable wastes or other harmful ingredients.

2)

The developer is required to meet with the city's pretreatment coordinator to determine the need for such a device. The city requires all such establishments to include a grease trap and/or a combination sand/oil trap as part of their sewage collection system, located between the business and the tap into the city's sewer line.

3)

The standard details in chapter 112 include a typical design for these structures, but the size and dimensions of the trap and piping are dependent on the quantity of flow from the business. The design engineer will be responsible for sizing the structure and the piping and submitting design calculations with the plans. (Minimum size = 1,500 gallons) the city will review the design and calculations for minimum requirements prior to approving the construction plans.

4)

The city will require that the traps be maintained and cleaned out on a regular basis at intervals determined by the city's policy. Sanitary sewage from the facility's toilets shall not route through the grease trap.

W.

Dumpster pad requirements.

1)

Dumpster pads shall be a minimum of five-inch thick reinforced concrete slabs on grade. The concrete for the pads shall be 4,000 psi concrete reinforced with six-inch by six-inch welded wire fabric. The dumpster pad shall be placed on a sub-base of 12 inches of graded aggregate base. The pad shall be sloped to drain to the back of the pad at a rate of one-quarter-inch per foot. Stop posts are to be placed in front of the pad drain so the dumpster or other objects will not block access to the drain. Dumpster pads shall have six-inch concrete retaining curbs on three sides. Where required or desired, a concrete block concealment wall may substitute for the retaining wall.

2)

Dumpster pad drains for single or multiple dumpster installations shall be ZURN Model ZN 415 8" grate with solid hinged lid or alternate acceptable to the city. All drains shall have either a separate or a built in trap to prevent the escape of sewer gas.

3)

All drain piping shall have a minimum diameter of four inches. Piping of four inches and greater under the slab or other paved areas shall be ductile iron pipe. Piping that is not under the slab or other paving and not greater than 36 inches in depth may be PVC. Clean-outs shall be installed at all changes in piping direction. Piping shall be sloped to drain by gravity. Minimum slope of four-inch pipe is 2.5 percent.

4)

Dumpster pad drains shall be connected to and routed through the grease trap. City approval will be required for any connection varying from this requirement.

X.

Industrial sewage pretreatment.

1)

Wastewater connections from industrial processes shall not be made until the city's pretreatment coordinator has approved the deposit of the sewage into the system. Industrial wastewater may need to be pretreated on site before the city will accept the wastewater from certain processes. This need for pretreatment will be reviewed in the first stages of the preliminary plan review process.

2)

Sanitary sewage from the facility's toilets shall not route through the pretreatment process. The city has developed a set of "sewer use and industrial wastewater control regulations." Developers are required to meet with the city's pretreatment coordinator to determine if the project will be required to meet the additional requirements specified in this document.

3)

If the city determines that the sewage does need to be pretreated, the designer will be responsible for the design of the pretreatment process and related calculations. The design engineer will be responsible for designing the process and the piping and submitting the design and calculations with the plans. The city will review the design and calculations prior to approving the construction plans.

(Ord. No. 2014-18, § 2, 8-21-2014; Ord. No. 2018-0920-02, 9-20-2018; Ord. No. 2022-0317-01, 3-17-2022)

A.

The City of Canton reserves the right to make any changes in these requirements as may be deemed necessary. The design of the lift station shall be based on the future build out of the drainage basin upstream of the station.

B.

Lift stations having a capacity less than 500 gpm (per pump) shall utilize two submersible centrifugal pumps each having a capacity of the design flow.

C.

Lift stations having a capacity of 500 gpm or greater shall be reviewed on an individual basis and may have requirements differing from those outlined herein.

D.

Grinder-type centrifugal pumps shall be used for pumps with a capacity of 100 gpm or less.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Submittal of construction plans shall include the following lift station information:

1)

Capacity calculations.

a.

Use one gpm capacity per house on residential developments of less than 200, except that the minimum pump capacity shall be 30 gpm.

b.

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

2)

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

3)

Wet well volume calculations and cycle time at design conditions.

4)

Storage volume.

a.

Calculations showing volume of storage available in the event of a power outage.

b.

The storage zone shall be delineated on plan and profile drawings of the sewer system. (See standby power paragraph below)

5)

Surge relief calculations showing whether surge control valves are necessary.

6)

Buoyancy computations showing that structures are protected against flotation.

B.

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

1)

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

2)

Similar catalog data for controls, valves, hatches, yard hydrants, precast wet well and other manufactured items.

C.

Certification.

1)

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 city verifying that all work has been done in accordance with approved plans.

2)

After acceptance of the work by the city engineer, a factory representative shall inspect and start up the system certifying rotation, capacity; amperage draw, lack of vibration and other standard check points.

3)

This certification shall state the beginning date of the warranty and include a copy of the warranty.

D.

Operations and maintenance manuals.

1)

On or before the date of start-up, five sets of factory operations and maintenance manuals shall be delivered to the city.

2)

These shall include the name of the contractor (or whoever's name the purchase was under), the serial numbers of pumps, telephone number and address for purchase of parts and detailed wiring schematics.

E.

After construction is complete "as-built" drawings shall be furnished, as follows:

1)

Provide electronic files in pdf format and in a "Cad" format that is compatible with the city's GIS system.

2)

Provide four sets of full size prints and one set of half-size prints.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Manufacturers meeting approved standards include Wilo, Flygt, and KSB. Others meeting these standards may be approved. The city reserves the right to review each application on an individual basis.

B.

Lift stations with pumps up to 25 HP shall be supplied with a complete spare pump at the request of the city. A total rebuild kit, spare impeller and a complete set of manufacturer's recommended spare parts shall be required with all pump stations.

C.

All submersible pumps shall be provided with stainless steel chains connected to each pump to facilitate the removal of the pump from the wet well for maintenance.

D.

Pump operation shall be by pressure transducer and programmable controller with a 4-20MA output for SCADA. A spare pressure transducer and controller or a redundant level control system shall be supplied at the city's request.

E.

A pump operation and elevation schedule shall be provided on the design drawings. This schedule shall call for pump operation elevations, ground water elevations and minimum liquid level in the wet well. The minimum levels of control are as follows:

1)

Low level alarm.

2)

Pumps off.

3)

Lead pump on.

4)

Lag pump on.

5)

Lag-lag pump on (triplex and quadplex only).

6)

Lag-lag-lag pump on (quadplex only).

7)

High level alarm.

F.

The pump horsepower, pump model and impeller size shall be clearly shown in bold print on the plans next to the drawing of the pumps and wet well. Future impeller cuts and pumping rates must be shown on the plans.

G.

Upon installation, all pumps shall be checked by a manufacturer's representative for proper rotation, pumping capacity, amperage draw, lack of vibration, and other checks as may be deemed necessary to assure proper operation. All submersible pumps shall be pulled out of and reinstalled in the wet well in the presence of a representative of the city to assure proper clearances for easy removal of the pumps for maintenance. (Minimum two day start-up time for all lift stations.)

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Wet wells shall be a minimum diameter of six feet. Rectangular wet wells shall be allowed upon approval of the city. Sizing of wet wells shall be as follows:

1)

For lift station pumping, V _min = T _min × Q/4, where:

a.

V _min = The minimum effective wet well volume in gallons. This effective volume is the volume between the "pumps on" and the "pumps off" elevations. The "pumps on" elevation shall be a minimum of two feet below the invert of the inflow pipe.

b.

T _min = The minimum cycle time in minutes. All lift stations shall be sized based on six starts per hour or T _min = ten minutes. Although most pumps are rated at much higher starts per hour, the size is set at six starts per hour due to the limited number of starts per hour allowed by the electrical hardware. Ideal cycle time is achieved when the pump capacity (Q) is two times the inflow.

c.

Q = Pump capacity in GPM.

B.

The wet well subgrade must have a minimum 95 percent Std. proctor and a 24-inch minimum thickness of #57 stone base.

C.

All wastewater lift stations shall be designed so that the base elbow to the submersible pumps be mounted on a grout shelf approximately one foot above the base slab or to the pump manufacturer's recommendations. The base elbow shall be anchored to the base slab with four and three-quarters-inch stainless steel bolts — 5,000 pound pull-out each. Bolts shall be threaded into concrete a minimum of 8 inches. Anchor inserts shall be cast into the invert. Carbon steel bolts shall not be accepted.

D.

All miscellaneous metals inside the wet well shall be stainless steel. Typical wet well pipe supports shall be constructed of stainless steel with stainless steel mounting hardware. Bracket shall be a minimum of three-inch by three-inch by five-sixteenths-inch. Pipe strap shall be minimum three-inch by five-sixteenths-inch with minimum ½-inch stainless steel bolts. Base of support shall be constructed of five-sixteenths-inch stainless steel plate mounted with three-quarters-inch stainless steel bolts.

E.

A vent for the wet well shall be supplied constructed of ductile iron pipe. The vent shall be a minimum of six-inch diameter floor pipe, FL. x P.E., shall be cast in place and shall extend six inches up from the top of the wet well. A one foot long D.I.P. FL. x FL. spool shall be connected to the floor pipe and two six-inch diameter 90 degree bends shall be mounted to the spool to complete the vent pipe. A stainless steel bird screen shall be attached to the open end of the bend.

F.

For wet wells larger in area than a ten-foot diameter well, squirrel cage type ventilator fans shall be supplied and shall have enough capacity to provide a minimum of six air changes per hour. The fan shall include mounting curb, bird screen and explosion-proof motor. Acceptable manufacturers are Penn, Acme and Twin City Blowers or alternate acceptable to the city.

G.

A lift station wet well access ladder shall be provided. The ladder is to be constructed of materials not likely to be affected by the corrosive atmosphere of the wet well. The ladder is to be permanently mounted in the wet well to provide access for maintenance. Cast-in concrete steps will not be acceptable as an access ladder. The ladder steps shall be roughened to deter foot slippage. Minimum ladder width shall be 18 inches. Ladder shall be equipped with "safety-climb" and must be easily accessible.

H.

Odor control equipment is required on all new sewer lift stations. Proposed odor control equipment is subject to review and approval by the city on a case by case basis.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Lift station check valves, isolation valves, and surge control valves (if required) shall be housed in a concrete valve pit adjacent to the lift station. Check valves provided shall be slow-closing check valves. Floor drain (three-inch diameter minimum) for the valve pit shall be provided and connected to the wet well. A P-trap shall be installed in the floor drain to block sewer gases from the wet well. Valve pits must be large enough for easy maintenance operations, with two feet to three feet clearance on all sides and with bottom of piping two feet to two feet six inches off of the concrete floor. Valve pits shall be no deeper than eight feet deep. Valve pits must have easy access. A hatch opening must be placed directly over the steps so that the steps are not recessed back away from the hatch opening.

B.

Acceptable manufacturers are as follows:

1)

Check valves.

a.

Golden-Anderson.

b.

Crispin.

c.

Alternate acceptable to the city.

2)

Isolation valves.

a.

Dezurik.

b.

Val-Matic.

c.

M&H.

d.

Alternate acceptable to the city.

3)

Surge relief valves.

a.

Golden-Anderson.

b.

Alternate acceptable to the city.

4)

Air release valves.

a.

Hawle.

b.

Alternate acceptable to the city.

C.

The discharge pipe inside the check valve vault shall be tapped for a discharge pressure gauge. The gauge shall be Ashcroft Type 1009 or alternate acceptable to the city, liquid-filled, three and one-half-inch dial, zero to 200 psi range with a diaphragm seal suitable for wastewater service. An isolation valve or corporation stop shall be installed on the tap to allow removal of the gage.

D.

All pipes in the valve vault shall be supported by either flanged pipe supports or concrete pier pipe supports. All piping in the valve vault shall be restrained using stainless steel threaded rod.

E.

A quarter turn plug valve shall be installed on the force main just outside the valve vault but within the chain linked fenced area of the lift station. Valve must be accessible by valve key. Valve port must be 100 percent of pipe diameter. Manufacturers shall be DeZurik 100 percent port eccentric (PEF), Val-Matic model 5600R 100 percent ported eccentric, or alternate acceptable by the city.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

For lift stations less than 100 HP, controls and electrical components shall be housed incompletely weather proof stainless steel metal cabinets (NEMA 4X stainless steel). The cabinets shall be provided with condensate heaters, spare fuses and spare bulbs of each type that is used in the electrical/control system. Soft start starters shall be acceptable in NEMA 3R ventilated or air-cooled panels.

B.

For lift stations that are 100 HP or larger, an electrical building shall be provided to house the electrical distribution equipment. NEMA 1A enclosures shall be used in buildings. The buildings must be provided with a heat pump for climate control within the building.

C.

The pump motor starters shall be provided by the pump manufacturer. Starters for motors less than 20 horsepower shall be full voltage, non-reversing, NEMA rated. Starters for 20 horsepower and larger motors shall be Square D Altistart, Allen Bradley, Solid State Reduced Voltage or alternate acceptable to the city.

D.

The developer shall furnish a pump controller with all necessary controls including, but not limited to, the following:

1)

Provide starters for each pump.

2)

HOA switches.

3)

Pilot lights.

4)

Power indicator lights.

5)

Other lights as required.

6)

Alarm silence push button.

7)

Alarm reset button.

8)

Elapsed time indicators.

9)

Control transformers — 480-volt to 120-volt step downs shall not be mounted inside the control panel for heat control purposes.

10)

Strip heater and thermostat.

11)

Alarm horn and wiring — 120-volt.

12)

NEMA 4x red alarm light and wiring — 120-volt.

13)

Phase under voltage monitor with time delay.

14)

Moisture sensing seal failure relays with indicator.

15)

Provide alarm outputs for high water alarms and pump trouble for each pump. Coordinate with SCADA unit manufacturer for types of outputs required. Note: the pump trouble outputs are to have no time delay added.

16)

Provide relays for phase failure and phase unbalance protection.

17)

Provide lag pump on delay timer relay, zero to 60 seconds for each pump, such that the pumps cannot start at the same time.

18)

Provide pump failure alarm output for each motor to include motor overload, motor thermal cutout and leak seal failure conditions.

19)

Only the high level and low level alarms are to be wired to the alarm horn and red light. No pump failures shall be wired to the horn and light circuit.

20)

Breakers for security lighting, generator block heater, and battery charger. Add two spare 120-volt breakers.

21)

Provide terminal blocks for all connections into and out of the panel.

E.

Phase converters will not be used on lift station electrical power supply. Lift station power shall be 240 VAC/3 phase or 480 VAC/3 phase and control circuits shall be 120 VAC/1 phase.

F.

All 480 volt circuit breakers in the pump control panel shall be rated a minimum of 14 KAIC and all 240 volt and 120 volt circuit breakers shall be rated a minimum of 10 KAIC.

G.

All wiring shall be done in rigid galvanized steel conduit. Conduit installed below grade shall be painted with two coats of asphaltum paint. Schedule 40 PVC conduit may be used for conduit runs underground. All PVC conduit shall be installed in concrete duct banks per NEC. Concrete ducts shall be poured monolithically with steel reinforcement as necessary.

H.

A main circuit breaker shall be installed to disconnect power to the entire station.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

The control panel manufacturer shall coordinate with the pump manufacturer and the generator manufacturer, such that the SCADA system can be installed into the control panel. The control panel shall be sized such that there is adequate space for this equipment. The control panel manufacturer shall coordinate the receipt and installation of the SCADA equipment in the control panel. Make all connections between the SCADA equipment and the pump controls as required by the SCADA manufacturer.

B.

Each lift station shall be provided with a remote terminal unit (RTU) to communicate with the city's SCADA System as provided by Dexter Fortson Associates, Inc. Each RTU at a minimum will provide the following monitoring/control points:

1)

Each phase voltage, current, and power factor for each pump in the station.

2)

Station voltage phase to phase and phase to neutral and current in each phase at the line side of the main disconnect switch and at the emergency power input to the ATS.

3)

Manual on/off control for each pump from a remote signal to the RTU.

4)

Status of each pump - on/off.

5)

Pump trouble alarm for each pump with 20-second time delay.

6)

Station operation — simplex, duplex, triplex or quadplex.

7)

Station on normal power.

8)

Station on emergency power.

9)

Generator running.

10)

Generator alarm.

11)

Maintenance shutdown.

12)

SCADA control off.

13)

Low wet well alarm.

14)

High wet well alarm.

15)

Manual off/on.

16)

Provide alternator for the operation of pumps (triplex and quadplex only).

17)

ATS open (normal power) and closed (emergency power) indication.

18)

Control voltage alarm.

19)

Status of control voltage to the RTU.

C.

Line power shall be provided with a quick disconnect and a transient voltage surge suppressor at the main service entrance. Disconnects shall utilize a solid state circuit breaker.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Flooding.

1)

Lift stations shall remain fully operational and accessible during the 25-year flood.

2)

All electrical controls shall be above the 100-year flood level.

3)

All motors and mechanical equipment shall be protected against physical damage from the 100-year flood.

B.

Access road.

1)

Access roads to any lift station shall be paved.

2)

Roads shall have a minimum of eight inches of graded aggregate base topped with a minimum of tow inches of asphalt Type "B" or six inches of reinforced concrete with control joints every ten feet.

3)

Roads shall be a minimum of 12 feet wide.

4)

A paved area inside the fencing shall be provided to facilitate service vehicle access to the pumping station wet well and other facilities.

5)

A paved turn around area shall be provided at each pumping station.

6)

All paved areas shall be contiguous with the paved access driveway.

C.

Ownership.

1)

Both the lift station site and the access road right-of-way shall have ownership dedicated to the city, and this shall be indicated on the subdivision plat.

2)

The dedicated space for the lift station shall include sufficient space for parking of two trucks, plus turn-around, plus slope maintenance.

3)

The dedicated width on road right-of-way shall be 30 feet minimum.

D.

Fencing.

1)

Lift station sites shall be fenced with a minimum of six-foot high chain link fencing topped with three strands of barbed wire.

2)

Access gates shall be a minimum of 15 feet in width.

E.

Water supply.

1)

A metered water supply line (three-quarter-inch minimum size) shall be installed to the site, and a freeze-proof yard hydrant located near the wet well.

2)

The hydrant shall be equipped with a suitable backflow preventer (Watts No. NF8 or approved equal).

F.

Lighting.

1)

All lift stations shall be provided with security lighting.

2)

Security light must be mounted on a hinged pole with winch. Standard pole shall be a galvanized steel hinged square pole, General Electric No. ASHS-(XX)-2T-4.011 GV, 16 to 20 feet in height, with a General Electric No. M180 Winch/Chain and a No. RBSU2H6 GV Bracket. The security light attached to the top of the pole shall be a General Electric No. M2RR-07-S-1-H-2-LN-PEC1TL (Typ. for 2 lights) or alternate acceptable to the city.

G.

Screening. Where natural screening is not present to screen the site from view of residences, special plantings shall be installed to screen the site.

H.

Ground covers. All ground areas inside the fence and extending four feet beyond the fence shall be treated with a herbicide and covered with a geotextile fabric, followed with a four-inch thick layer of #57 stone. The geotextile fabric shall be a non-woven polypropylene weighing eight oz./S.Y. with a minimum burst strength of 250 psi, such as Amoco Type 4553 or equal.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

The force main shall be sized for a minimum velocity of two and one-half feet per second with one pump operating.

B.

Force mains of four-inch diameter or larger shall be ductile iron pipe. Smaller force mains may be used only with grinder pumps and shall be PVC pipe, SDR-21 with gasket joints. PVC pipe shall not be exposed to sunlight or freezing temperatures. Buried PVC pipe shall be marked continuously with metallized locator tape.

C.

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

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

Regardless of the manufacturer's warranty terms, the developer will be responsible for all repairs necessary within 18 months from the date the station is completed and approved by the city.

B.

The developer will be required to furnish such assurances to the city as deemed appropriate by the city to ensure prompt action.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

The minimum requirement for the provision of emergency power for lift stations shall be that each station shall be provided with an emergency generator capable of starting and running the appropriate number of pumps necessary to meet and/or exceed the maximum daily demand of the pump station and other ancillary devices. The generator shall be diesel powered with an automatic transfer switch (ATS) and provisions for an automatic exercise cycle. The contractor shall set the ATS transfer delay from utility to generator at a 30 second delay.

B.

The generator set shall be manufactured by Kohler, Cummins Onan, Katolight, Caterpillar or alternate acceptable to the city.

C.

The generator pad thickness shall be a minimum of 12 inches installed such that the bottom of the pad is six inches below grade and the top of the pad is six inches above grade.

D.

The person responsible for sizing the KW rating of the standby generator must supply a letter to the developer, contractor and city, stating that they guarantee the unit will operate the lift station pumps and other electrical demands with no greater than a 20 percent voltage dip. This letter must be signed and delivered before the day of scheduled start up.

E.

This specification defines the requirements for an emergency or standby electric generator set:

1)

The generator set shall consist of an engine directly coupled to an electric generator, together with the necessary controls and accessories to provide electric power for the duration of any failure of the normal power supply.

2)

The generator set shall have the following characteristics:

a.

Voltage: 480 VAC or 230 VAC.

b.

Phase: 3.

c.

Connection: Y.

d.

Wire: 4.

e.

Hertz: 60.

f.

Power Factor: 0.8.

F.

The generator set shall be capable of starting and running the necessary loads without exceeding the maximum voltage and frequency variations specified herein, or the maximum temperature limitations of the engine and generator.

G.

The horsepower rating of the engine shall take into account the generator efficiency and all parasitic losses such as fan, battery charger, etc. The generator set shall be capable of producing the required KW (without overload) for the duration of the power outage (standby rating), under the following ambient conditions:

1)

Altitude, feet 1,000.

2)

Ambient temperature range, zero degrees to one hundred degrees Fahrenheit.

3)

Humidity at maximum ambient temperature, 80 percent.

H.

The following engine protective devices shall be provided, and an indicating light shall be supplied for use with each device specified:

1)

Alarm system for high water temperature.

2)

Alarm system for low oil pressure.

3)

Automatic engine shutdown for high water temperature.

4)

Automatic engine shutdown for low oil pressure.

5)

Alarm and shutdown system for high water temperature.

6)

Alarm and shutdown system for low oil pressure.

7)

Engine over-speed automatic shutdown device.

8)

Engine failed to start indicator light (over-crank).

9)

Alarm for low coolant level.

10)

A shunt trip and under-voltage trip shall be incorporated to cause the circuit breaker to open simultaneously with any automatic shutdown of the engine.

I.

A dual wall sub-base fuel tank shall be supplied with the generator set, which will allow the generator to operate continuously under pump load for 72 hours, but shall not exceed 1,000 U.S. gallons. The following requirements shall be met:

1)

The tank shall be constructed of aluminized steel with all access ports and vents located on the top horizontal surface.

2)

The tank shall be pressure and load tested according to U.L. 142 and shall be U.L. listed.

3)

The tank shall be capable of supporting the weight of the generator, isolator, and enclosure, and shall have four lifting eyes capable of lifting the entire generator set package.

4)

Low level and leak detector float switches shall be provided, both wired to control panel alarm lights, and a tank mounted fuel gauge.

5)

The generator fuel storage tank shall be completely filled with fuel by the developer before start-up of the lift station and topped off after start-up.

J.

A generator main circuit breaker shall be provided. The interrupting capability shall be greater than the generator short circuit capability, but not less than 30,000 symmetrical amperes at 480 volts. The breaker continuous current trip rating shall be selected to provide overload protection for the generator. Main circuit breaker shall have GFCI protection per NEC. The breaker shall be provided with a shunt trip device. The generator starting circuit battery system will be used as the power source for the shunt trip circuit. The shunt trip coil voltage shall be suitable for use on the starting circuit. The breaker shall include three normally open and three normally closed auxiliary contacts. The breaker shall be a Square D Type MA, or alternate as manufactured by General Electric, Merlin Gerin, Eaton/Cutler-Hammer or alternate acceptable to the city.

K.

Automatic starting and stopping controls shall be furnished to start the engine automatically when the normal electric power fails or falls below specific limits and to stop the engine automatically after the normal power supply resumes. The signal for starting or stopping the engine shall be from an external auxiliary contact. The controls shall be capable of operating at 50 percent of normal DC system supplied voltage.

L.

It shall be possible to start the engine manually and run it unloaded by a manual pushbutton on the control cabinet that causes the engine to start, run and stop through the automatic start and stop controls.

M.

The following engine and generator instruments and controls shall be furnished and installed:

1)

AC ammeter.

2)

AC voltmeter.

3)

Voltage adjusting rheostat.

4)

Battery voltage meter.

5)

Governor speed adjusting control.

6)

Water temperature gauge.

7)

Oil pressure gauge.

8)

Manual start/stop control.

9)

Manual-off-auto mode switch.

10)

Voltmeter/ammeter phase selector switch.

11)

Generator "run" status dry contacts (SCADA USE).

12)

Common alarm dry contacts (SCADA USE).

13)

Elapsed time meter.

14)

Panel lights.

15)

Indicator lights for engine alarm.

16)

All wiring and interconnections shall be in accordance with commercial electrical standards.

N.

Weatherproof, sound attenuating, outdoor enclosure. 14-gauge steel construction. Includes two single access doors per side. Painted standard alkyd enamel finish. The city shall make the determination if the enclosure shall be sound attenuated for a commercial installation or residential installation. The city shall also make the determination as to the dBA level of attenuation required as each case may be unique. Sixty-five dBA at seven meters will be considered the standard starting point for attenuation. Exhaust roof dress cap, silencer mounting brackets, exhaust system assembly including the above mentioned silencer designed to go inside the enclosure with flex, elbow and rain cap. Painted standard alkyd enamel finish. Oil and water drains are extended to the exterior of the enclosure, each with identifying nameplate.

1)

The enclosure shall be provided with the following electrical accessories:

a.

Junction boxes for battery charger and jacket water heater connection.

b.

Connection for low alarm, high alarm, leak alarm, and fuel fill pump switch.

O.

An engine block heater shall be provided to keep the engine coolant at a temperature of 85 degrees Fahrenheit with the ambient temperature. The heater shall be suitable for operation at 120 volts ac, single phase. External only; no internal elements shall be inside the engine.

P.

All generators sitting on fuel tanks must have a painted steel or aluminum "catwalk" all the way around the unit for service.

Q.

The system supplier shall furnish three sets of operating, maintenance and parts manuals covering all components for the generator set. The supplier shall also instruct the city in operation and maintenance of the unit.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

The automatic transfer switch shall be manufactured by Kohler, ASCO, Zenith or alternate acceptable to the city.

B.

The transfer switch shall be rated for total normal and emergency system transfer for use on a 480 or 230 VAC, 3 phase, four-wire system.

C.

Each automatic transfer switch shall consist of a power transfer module and a control module, interconnected to provide complete automatic operation. The automatic transfer switch shall be mechanically held and electrically operated by a single-solenoid mechanism energized from the source to which the load is to be transferred. The switch shall be rated for continuous duty and be inherently double throw. The switch shall be mechanically interlocked to ensure only one of two possible positions, normal and emergency.

D.

The automatic transfer switch shall conform to the requirements of NEMA Standard ICS-2-447 and Underwriters' Laboratories UL-1008.

E.

The following time delays shall be provided:

1)

A time delay to override momentary normal source outages. The time delay shall be field adjustable from one-half to six seconds and factory set at one second.

2)

A time delay on retransfer to normal source. The time delay shall be automatically bypassed if the emergency source fails and normal source is available. The time delay shall be field adjustable from zero to 30 minutes and factory set at five minutes.

3)

An unloaded running time delay for emergency generator cool down. The time delay shall be field adjustable from zero to five minutes and factory set at five minutes.

4)

A time delay on transfer to emergency. The time delay shall be field adjustable from zero to five minutes for controlled timing of load transfer to emergency, and factory set at zero.

F.

The following features and accessories shall be provided:

1)

Independent single phase voltage and frequency sensing of emergency source. The pickup voltage shall be adjustable from 85 percent to 100 percent of nominal. Pickup frequency shall be adjustable from 90 percent to 100 percent of nominal. Transfer to emergency upon normal source failure when emergency source voltage is 90 percent or more of nominal and frequency is 95 percent or more of nominal.

2)

A contact that closes when normal source fails and one that opens when normal source fails, rated ten amps, 120 volts AC.

3)

A white signal light to indicate when the automatic transfer switch is connected to the normal source. A yellow signal light to indicate when the automatic transfer switch is connected to the emergency source.

4)

Two auxiliary contacts that are closed when the automatic transfer switch is connected to normal and two auxiliary contacts that are closed when the automatic transfer switch is connected to emergency. Rated ten amps, 120 volts, 60 Hz. AC.

5)

A test switch to momentarily simulate normal source failure.

6)

Reset switch to manually bypass time delay on retransfer to normal.

7)

A permissive start/stop feature to provide for start/stop of the generator from a remote site regardless of the presence of normal utility power.

G.

The automatic transfer switch shall be mounted in a NEMA 4X for outdoor installations or a NEMA 1A for indoor non-ventilated installations.

H.

Copies of installation drawings and complete wiring diagrams and interconnections shall be furnished to the city.

I.

Each automatic transfer switch shall be furnished with three sets of the operator's manual providing installation and operating instructions.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

All sanitary sewer treatment facilities shall be designed and constructed in accordance with the latest edition of "Rule and Regulations for Water Quality Control" from the Georgia Department of Natural Resources, Environmental Protection Division and the requirements of "The Ten States Standards." Where requirements conflict, the more restrictive of the requirements shall govern.

B.

Representatives from the City of Canton Engineering Department shall have the right to review and modify the design of the treatment facility if the modifications are in the best interest of the city. Any revisions to the design made during construction must be approved by the city.

C.

All reports, studies, plans and specifications submitted to the city must carry the seal of a professional engineer competent in the design of wastewater treatment facilities in the State of Georgia.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

The development inspector shall have the right to review and inspect all construction and may reject any work that does not meet the standards of the city.

B.

After completion of construction the city will provisionally accept the project for operation subject to the requirements of these specifications.

C.

The developer shall post a maintenance bond on the facility for an 18-month period after completion and acceptance of the facility by the city. The developer shall also post a payment bond on the facility for all subcontractors and material supplier work.

(Ord. No. 2014-18, § 2, 8-21-2014)

A.

The developer shall submit six copies of an EPD approved operation and maintenance manual for the facility to the city.

B.

It shall be the developer's obligation to provide all maintenance for an 18-month period after acceptance of the project by the city. At the end of the 18-month maintenance period, the development inspector shall inspect the facility and upon correction by the developer of all deficiencies noted, the city will accept the facility for operation.

C.

The developer shall post a maintenance bond on the facility for an 18-month period after completion and acceptance of the facility by the city. The developer shall also post a payment bond on the facility for all subcontractors and material supplier work.

(Ord. No. 2014-18, § 2, 8-21-2014)

If the developer wishes the city to consider allowing the relocation of an existing wastewater treatment facility, the following applies:

A.

All the rules outlined in other sections of these specifications apply.

B.

The consultant of the city will inspect the facility that is proposed to be relocated and prepare a deficiency list which must be corrected by the developer prior to acceptance by the city.

C.

All of the costs incurred by the city for the consultant's time will be borne by the developer as will the cost of correcting deficiencies noted in paragraph B.

(Ord. No. 2014-18, § 2, 8-21-2014)