Water and sewer systems shall be designed according to engineering standards as may be adopted by the City. The following standards shall be followed:

At project closeout, as-built and record drawings shall be provided in accordance with the following:

(a)

As-built drawings shall be provided by the contractor to the City at least three weeks prior to final inspection. All as-built data shall be provided by a Florida Licensed Surveyor, signed, sealed, and dated by the responsible party.

(b)

All record drawings shall be prepared by the contractor in ACAD format using construction plan sheets provided by the engineer. As-built information shall be field verified, measured, added to the ACAD files of the construction plan sheets provided by the engineer, and certified, signed and sealed by the contractor's licensed surveyor who will be responsible for the accuracy of all dimensions and elevations. Sheet sizes and the scale of the record drawings shall match sheet sizing and scale of the construction plans. Add blowup details if necessary.

(c)

The x, y and z location based on the coordinate system Florida East Zone State Plane coordinate feet NAD 83, of all valves (center of pipe), manholes, inlets, valve boxes (grade), hydrants (grade), blow offs (grade), sample points (grade), and meter boxes (grade) etc. shall be clearly shown. Acceptable position accuracy shall be sub-meter or better for compatibility with global positioning system (GPS) equipment. The vertical datum used shall be NAVD 88 unless otherwise shown on the construction plans.

(d)

The surveyed as-built location of the newly constructed facilities shall be in an ACAD overall base drawing which is in state plane. Providing "paper space" views that are not in state plane of the constructed facilities is not acceptable. Providing northing and easting point tables on separate new sheets added to the construction plans is not acceptable. The as-built northing and easting data must be on the individual construction plan sheets to which the data applies.

(e)

The as-built information is to include, but not be limited to, the following:

(1)

Horizontal locations and vertical elevations for all utility and storm structures including but not limited to manholes, inlets and cleanouts, including structure top and invert elevations.

(2)

Distance along pipelines between structures.

(3)

Stormwater pond top of berm and pond bottom elevations and horizontal dimensions measured at a minimum of ten locations per pond, at locations designated by the engineer. Top of pond horizontal dimensions are also to be tied to property corners, easements, and rights-of-way.

(4)

Stormwater control structure dimensions and elevations, including all weirs, slots, orifices, grates, and skimmers.

(5)

Stormwater conveyance systems including dimensions, elevations, contours, and cross sections.

(6)

Horizontal locations and vertical elevations of all utility valves, fittings, connection points, etc.

(7)

Vertical elevations of all pipelines at crossings of potable water mains (whether the water main is existing or new) in order to document that the minimum required vertical separation has been met.

(8)

Grade elevation above utility pipeline where vertical elevations are required at all utility valves, fittings, connection points, etc.

(9)

Utility pipeline tied horizontally to edge of pavement and right-of-way lines, located every 200 feet plus all changes in horizontal offset.

(10)

Vertical elevations of the top of casing and top of carrier pipe measured at each end of crossings that have been jack and bored.

(11)

Horizontal locations (state plane coordinates and stations and offsets) of each end of steel casing pipe (also provide distance from edge of pavement and adjacent right-of-way lines).

(12)

Pipeline that is directional bored is to be horizontally and vertically located every twenty (20) feet along the bore. Provide this information by submitting boring logs and by drawing the as-built vertical and horizontal locations of the bored pipeline on the record drawings based on the boring logs. Provide state plane coordinates at each end of directional bored pipeline.

(13)

Pavement width and elevations at the centerline and edge of pavement every 200 feet plus at all changes in longitudinal slope, cross slope, inlet locations, and at all driveway and street intersections. For parking lots, record centerline and edge of pavement elevations along all drive aisles and islands.

(14)

All parking areas and sidewalk ramps designated for handicap access shall contain horizontal and vertical measurements in order to verify required widths and slopes have been met.

(15)

Horizontal and vertical data for any construction that deviates from the approved engineering drawings.

(16)

Where the plans contain specific horizontal location data, such as station and offset, the as-built drawings are to reflect the actual horizontal location.

(17)

Where the plans contain specific vertical elevation data, the as-built drawings are to reflect the actual measured vertical elevation

(f)

Complete signed and sealed record drawings are required to be delivered to the City prior to final inspection of the project. Final inspections will only be scheduled upon receipt of signed and sealed record drawings that have been reviewed by the project engineer and delivered by the project engineer to the City.

These standards shall apply to regulate development allowed by this LDC and the City Code. The intent of this chapter is to promote development that is aesthetically pleasing, compatible with the community character of the City, properly served with necessary public facilities and services, and compatible with neighboring uses. Design requirements are included for the following categories:

(a)

Drainage.

(b)

Roads.

(c)

Water and sewer.

(d)

Project closeout.

(a)

Phased Development. Each phase of any development shall be designed and improvements installed so that the phase can stand on its own if subsequent phases are not developed.

(b)

Maintenance. Maintenance of all improvements shall be the responsibility of the property owner until such time as the City explicitly accepts maintenance responsibility. Should the property owner fail to properly maintain any improvements, the City may, with notice, undertake the necessary maintenance and recover the cost of such maintenance from the property owner.

Protection of the water resources in Maitland is critical to the public health, safety, and welfare. Innovative approaches to stormwater management are encouraged and the concurrent control of erosion, sedimentation, and flooding is mandatory.

Development projects must be properly designed and engineered to handle drainage retention so as not to adversely impact off-site conditions in terms of both water quality and quantity. The following level of service standards are hereby adopted for drainage for new development and redevelopment:

(a)

Stormwater facilities shall be designed to accommodate the 25-year/24-hour or 25-year/96-hour storm design event and to meet the following water quality and quantity standards:

(1)

Water Quantity. Peak post-development runoff shall not exceed peak pre-development runoff rates for the applicable design storm.

(2)

Water Quality. Treatment of stormwater runoff shall be required of all development and redevelopment areas. The stormwater treatment system or systems can be project specific, serve subareas within the City or be a system to serve the entire City. Regardless of the area served, the stormwater treatment systems must provide a level of treatment which meets the requirements of Chs. 62-4, 62-301, 62-520, and 62-550, F.A.C., to ensure that the receiving water quality standards are met and to ensure that the receiving water bodies and their water quality are not degraded below the minimum conditions necessary to maintain their established classification.

(b)

Redevelopment projects must provide for a minimum of 1.0 inches of water quality volume or provide an equivalent treatment through other methods as approved by the Public Works Director.

(c)

A stormwater management system shall be designed and installed for the development that will contain features to provide for pollution abatement; recharge, where possible; and protection from flooding. The intent of these design standards is to encourage environmentally sound stormwater management practices; they should go beyond simply providing drainage facilities. Emphasis should be placed on the use of upland facilities for stormwater control and groundwater recharge. Developments that sacrifice recharge and upland controls in order to maximize numbers of lots will not be allowed. The City's stormwater management perspective includes the control of both water quantity and water quality.

(a)

Pollution abatement is required and shall be consistent with the requirements of the Saint Johns River Water Management District (SJRWMD).

(b)

Monitoring may be required by the City in any drainage system in order to provide assurance that the stormwater management facilities are functioning as designed and are not having adverse impacts on the water quantity or quality of receiving water bodies or water courses.

The City strongly endorses the practice of recharge, especially in upland areas to promote the long-term protection of the quantity and quality of potable water supplies in the Floridan Aquifer. Recharge in designated areas where the soils are compatible (Hydrologic Soils Group A as described by the USDA Soil Conservation Service) is required and must be accomplished by providing for retention of three inches runoff from all directly connected impervious areas within a project site. As an alternative, applicants may demonstrate that the post-development recharge capacity is equal to or greater than the pre-development recharge capacity.

Protection from flooding is required and must be accomplished by a design that will provide the following:

(a)

Areas contributory to land-locked areas with no positive outlet shall provide retention of the difference in pre- and post-development stormwater runoff volume from the 25-year, 96-hour storm event.

(b)

Areas that are not contributory to land-locked areas shall have their post-developed peak rate of discharge less than or equal to the pre-developed peak rate of discharge during the 25-year frequency, 24-hour duration storm event for each contributing subbasin within the site.

(c)

All proposed commercial, industrial, and residential structures are to be flood free during a 100-year frequency, 24-hour duration storm event. All proposed commercial, industrial, and residential structures shall comply with Section 5.7, Flood Damage Prevention.

No grading, cutting, or filling shall be commenced until erosion and sedimentation control devices have been installed between the disturbed area and water bodies, watercourses, and wetlands. Vegetated buffer strips shall be created or, where practicable, retained in their natural state along the banks of all watercourses, water bodies, or wetlands. The width of the buffer shall be a minimum of 25 feet on previously developed or platted lots and 50 feet on undeveloped or unplatted lots to prevent erosion, trap the sediment in overland runoff, provide access to the water body, and allow for periodic flooding without damage to structures.

All developments must treat the required pollution abatement volume prior to discharge to receiving waters. When pollution abatement volumes and detention volumes to reduce the peak rate of discharge are incorporated into one facility, the volume of water impounded to reduce peak discharges in excess of the pollution abatement volume must be discharged by a positive, nonfiltering system. Off-site easements for stormwater management facilities will be required when either of the following conditions exist:

(a)

The discharge is into any manmade facility for which the City does not have either a drainage easement or right-of-way; or

(b)

The discharge into a natural system is such that the rate or character (i.e., sheet flow vs. concentrated flow) of the flow at the property line has been changed. The easement will be required to a point at which natural conditions are duplicated and where no adverse impact outside the easement occur. In a situation where an easement already exists, engineering devices (such as skimmers) which are used to minimize the transport of floating debris, oil, and grease remaining in the detention volumes to reduce peak discharges will be incorporated into the design of the outlet control structure. The design of the system will make adequate provision to minimize erosion.

Development within the flood hazard area shall meet the requirements of Section 5.7, Flood Damage Prevention.

(a)

Methods of Computing Runoff Volume and Peak Rate Discharge. The design method used to establish runoff volume and peak rates of discharge must be by acceptable engineering techniques approved by the Public Works Director.

(b)

Minimum Design Storm.

(1)

The minimum storm design standards in Table 2.9(b): Minimum Design Storm Standards, apply throughout the City.

(2)

Storm sewers shall be designed for the 10-year storm. The Rational Formula methodology shall be required, rainfall intensities are to be obtained from the FDOT Rainfall Curves for Zone 7, and time of concentration values are to be obtained from the Federal Highway Administration Kinetic Wave Formula for sheet or overland flows, and from the Manning Equation for concentrated flows (e.g., gutter flow, ditch flow, pipe flow, etc.)

(3)

The design frequency for major drainage systems must be increased if deemed necessary by the Public Works Director to protect upstream or downstream properties or to comply with other regulations.

(c)

Storm Distribution. Rainfall distribution for stormwater management systems is to be in accordance with Soil Conservation Service Type II Florida Modified.

(d)

Detention/Retention Pond Criteria.

(1)

Design Criteria for Pollution Abatement Utilizing Retention with Percolation. Ponds used for the required retention with percolation may be designed as a separate facility, or pollution abatement may be combined into the design of the stormwater pond. All retention ponds will be designed as dry bottom ponds. The volume of stormwater impounded for pollution abatement will be recovered within a 72-hour time period. The bottom of a required retention pond shall be a minimum of two-feet above the seasonal high water table. Final design infiltration or permeability rates will be determined by a geotechnical engineer or professional geologist. A factor of safety of two is required for the permeability rates. All necessary calculations to support the above shall be submitted to the City.

(2)

Design Criteria for Pollution Abatement Utilizing Wet Detention.

(A)

Ponds shall be designed for the required detention may be designed as a separate facility, or pollution abatement may be combined into the design of the stormwater pond required.

(B)

The maximum depth of a wet pond shall not exceed 12 feet below the control water level and shall have a mean depth (pond volume divided by pond area at control elevation) between two and eight feet.

(C)

A wet detention pond's water storage volume below the outlet structure's control elevation shall provide a minimum residence time of 14 days.

(D)

A wet pond shall be designed with a littoral shelf in accordance with the following:

1.

The littoral zone shall be gently sloped at 6:1 (horizontal:vertical) or flatter. At least 25 percent of the wet detention system surface area shall consist of a littoral zone. The percentage of littoral zone is based on the ratio of vegetated littoral zone to surface area of the pond at the control elevation. Above the outlet structure's control elevation, the steepest side slopes shall be 4:1 (horizontal: vertical).

2.

The pollution abatement volume should not cause the pond level to rise more than 18 inches above the control elevation unless it is demonstrated that the littoral zone vegetation can survive at greater depths.

3.

Eighty (80) percent coverage of the littoral zone by suitable aquatic plants is required within the first 24 months of completion of the system.

4.

To meet the 80 percent coverage requirement, planting of the littoral zone is recommended. As an alternative, portions of the littoral zone may be established by placement of wetland top soils (at least a four-inch depth) containing a seed source of desirable native plants. When utilizing this alternative, the littoral zone must be stabilized by mulching or other means and at least the portion of the littoral zone within 25 feet of the inlet and outlet structures must be planted.

5.

In lieu of the littoral requirements in subsections 1 through 4 above, the applicant may increase the residence time to a minimum of 21 days.

(E)

The flow path through a wet detention pond must have an average length to width ratio of at least 2:1. The alignment and location of inlets and outlets should be designed to maximize flow paths in the pond. If short flow paths are unavoidable, the effective flow path should be increased by adding diversion barriers such as islands, peninsulas, or baffles to the pond. Inlet structures shall be designed to dissipate the energy of water entering the pond.

(F)

The bleed down structure invert elevations must be at or above the estimated post development normal water table elevation.

(G)

For ponds that accept drainage from public right-of-way, a permanent maintenance easement or other acceptable legal instrument to allow for access to and maintenance of the system, including the pond, littoral zone, inlets, and outlets must be provided by the developer.

(H)

Outlet structures shall be designed with a V-notch weir or an orifice designed to drawdown one-half (½) of the required pollution abatement volume within 24 to 30 hours following a storm event, but no more than half of this volume is to be discharged in the first 24 hours following a storm event. Outlet structures shall be designed to skim floating debris, oil, and grease from an elevation six inches below the control elevation of the outlet structure to an elevation six inches above the design high water level of the pond.

(3)

Ponds with Underdrains or Filters.

(A)

Ponds with underdrains or filters will only be allowed at the discretion of the Public Works Director. When allowed, the bottom of the pond shall be a minimum of three feet above the estimated seasonal high water table.

(B)

When allowed, underdrain/filter pipes shall include, at a minimum, a capped and sealed inspection and clean out ports which extends to the surface of the ground at the following locations of each drainage lateral:

1.

The terminus;

2.

Every 400 feet; and

3.

At any change in direction greater than 45 degrees.

(4)

Design Criteria for Off-site Areas. Off-site areas which discharge to or across a site proposed for development must be accommodated in the stormwater management plans for the development. The stormwater management system for the development must be capable of transporting existing off-site flows through or around the development without increasing stages or flows upstream or downstream of the development. The estimation of the off-site flows must be done separately from the estimation of on-site pre- and post-development flows (i.e., separate off-site and on-site hydrographs must be computed due to the typically significant differences in land use characteristics). It is strongly recommended that the project engineer meet with the City staff prior to generating final detailed design calculations in order to establish off-site design requirements for a particular project.

(e)

Open Channels or Retention/Detention Ponds.

(1)

Rights-of-Way/Easements. Outfall ditches and canals shall have sufficient right-of-way/easements for the facility plus an unobstructed maintenance berm on one or both sides if required by the Public Works Director. Said right-of-way/easement shall be contiguous to a public right-of-way/easement and shall allow for suitable access by maintenance equipment. Where the rights-of-way/easement is provided for access only, the minimum width shall be 20 feet. Maintenance berms shall be sloped no steeper than one-fourth (¼) inch per foot. Ponds shall have a sufficient right-of-way/easement to allow for installation plus an unobstructed maintenance berm all around the perimeter of the pond.

(2)

Maintenance Berms. The minimum requirement for maintenance berms is listed in Table Appendix A.2.9(e)(2): Maintenance Berm Minimum Standards.

(3)

Areas Adjacent to Open Channels and Ponds. Areas adjacent to open channels and ponds shall be graded to preclude the entrance of stormwater except at planned locations. Where retention/detention areas are located on the project periphery, the developer may be required to provide additional landscaping or screening to adequately protect abutting properties.

(4)

Maximum Side Slopes.

(A)

Open channels less than four feet deep: 4:1 (horizontal:vertical) maximum side slope.

(B)

Ponds: 4:1 (horizontal:vertical) maximum side slope.

(C)

The Public Works Director may approve pond side slopes greater than 4:1 (horizontal:vertical) provided the pond is secured by either a six foot decorative wrought iron or aluminum fence with brick pilasters.

(5)

Minimum Bottom Width. The minimum bottom width for ponds and open channels shall be four feet.

(6)

Erosion Protection.

(A)

The erosion protection standards in Table Appendix A.2.9(e)(6): Erosion Protection Standards, apply throughout the City.

(B)

A dense stand of grass is required to be established within all dedicated rights-of-way and easements.

(7)

Fencing. Fenced stormwater facilities are discouraged within the City and shall only be allowed if approved by the Public Works Director. Stormwater facilities require fencing due to steep side slopes which potentially endanger human life. Steep slopes and fences are discouraged. If a fence is the only option, then it must be designed in accordance with subsection (4)(A) above, and installed around entire perimeter including maintenance berms with an access for maintenance vehicles.

(8)

Freeboard—Open Channels and Ponds. One-foot minimum above design storm high water elevation.

(9)

Berms Constructed on Fill. Where berms are proposed that stage water above adjacent ground level, calculations supporting the stability of the berms are to be submitted by a geotechnical engineer.

(10)

Other Requirements. The requirements of this subsection (e) may be reduced at the discretion of the Public Works Director.

(a)

Roadway (Pavement) Design.

(1)

General. Good pavement drainage design consists of the proper selection of grades, cross slopes, curb types, inlet locations, etc., to remove the design storm rainfall from the pavement in a cost-effective manner while preserving the safety, traffic capacity, and integrity of the highway and street system. These factors are generally considered to be satisfactory, provided that excessive spreads of water are removed from the vehicular traveled way and that siltation at pavement low points is not allowed to occur. The guidelines included herein will accomplish these objectives.

(2)

Minimum Groundwater and High Water Clearances. All streets must be designed to provide a minimum clearance of two feet between the bottom of the base and the seasonal high groundwater table as established by a geotechnical engineer or professional geologist. Swales will be permitted only when the seasonal high groundwater table, as established by a geotechnical engineer or professional geologist, is a minimum of two feet below the invert of the swale. Swales shall be constructed to allow positive drainage from the pavement to the invert of the swale (i.e., no ponding of water at the edge of pavement). Underdrains are not allowed for the control of groundwater on new roadways.

(3)

Curbs and Gutters—Types.

(A)

All roadway drainage not considered suitable for swale and/or ditch type drainage shall be designed as one of the following:

1.

Miami curb and gutter section; or

2.

Standard curb and gutter section.

(B)

The design storm frequency to be utilized for the design of pavement drainage shall be as follows:

1.

Arterial Streets. 10-year, hydraulic gradient line 1.0 feet below the gutter line

2.

Collector and Local Streets. 10-year, hydraulic gradient line 0.5 feet below the gutter line

(4)

Runoff Determination. The peak rates of runoff for which the pavement drainage system must be designed, shall be determined by the rational method. The time of concentration, individual drainage areas, and rainfall intensity amounts shall be submitted as part of the drainage plans. Minimum time of concentration shall be according to FDOT acceptable methods.

(5)

Stormwater Spread into Traveled Lanes. Inlets shall be spaced at all low points, intersections, and along continuous grades to prevent the spread of water from exceeding tolerable limits. The acceptable spread of water limits for all City roadways are defined as approximately one-half (½) the traveled lane width.

(6)

Maximum Inlet Interception Rates. FDOT single type curb inlets shall be located such that a maximum of five cubic feet per second (cfs) is intercepted. FDOT full curb inlets shall be located such that a maximum of nine cfs is intercepted. Bypass flow is limited to a maximum of one cfs. Off-site flows from impervious areas of more than 0.5-acre shall be intercepted prior to the right-of-way line.

(7)

Inlet Types. Inlet types to be used shall be the latest version of the FDOT Standard Plans, or others approved by the Public Works Director.

(8)

Low Point Inlets. All inlets at low points shall be designed to intercept 100 percent of the design flow without exceeding the allowable spread of water onto the traveled lanes as defined above.

(b)

Storm Sewer Design.

(1)

Easements. A 20-foot easement centered on the storm sewer shall be conveyed to the City when the storm sewer is not located within dedicated rights-of-way when required by the Public Works Director. Easements shall be contiguous to public rights-of-way and shall allow for suitable access by maintenance equipment. For pipes in excess of 48 inches or for parallel runs of pipe, a wider easement may be required as determined by the Public Works Director.

(2)

Design Discharges. Storm sewer system design is to be based upon a ten-year frequency event as referenced in Sec. 2.9(b), Minimum Design Storm

(3)

Minimum Pipe Size. The minimum size of pipe to be used in storm sewer systems is 18 inches.

(4)

Pipe Grade. All storm sewers shall be designed and constructed to produce a minimum velocity of 2.0 feet per second (fps) when flowing full. No storm sewer system or portion thereof shall be designed to produce velocities in excess of ten fps. Outlet ends shall have sufficient energy dissipaters and erosion protection.

(5)

Maximum Lengths of Pipe. The maximum lengths of pipe that shall be used when spacing access structures of any type are listed in Table 2.10(b)(5): Maximum Lengths of Pipe.

(6)

Design Tail Water. All storm sewer systems shall be designed taking into consideration the tail water of the receiving facility or water body. The tail water elevation used shall be based on the design storm frequency.

(7)

Hydraulic Gradient Line Computations. The hydraulic gradient line for the storm sewer system shall be computed taking into consideration the design tail water on the system.

(8)

Allowable Materials. Allowable material for storm sewers and structures shall be in accordance with Florida Department of Transportation standards and specifications, others approved by the Public Works Director, and all other applicable City codes. However, all storm sewers constructed underneath City streets shall be reinforced concrete pipe.

(9)

Pipe Cover. Pipe burial depths shall be in conformance with the latest edition of the FDOT Drainage Manual.

(10)

Pipe Joints. Pipe joints shall be wrapped in accordance with the FDOT standard plans, latest edition.

(c)

Culvert Design.

(1)

Minimum Pipe Size. The minimum size of pipes to be used for culvert installations under roadways shall be 18 inches. The minimum size of pipes to be used for driveway crossings shall be 15 inches.

(2)

Maximum Pipe Grade. The maximum slope allowable shall be a slope that produces a 10.0-fps velocity within the culvert barrel. Erosion protection and/or energy dissipaters shall be required to properly control entrance and outlet velocities.

(3)

Maximum Lengths Between Structures. The maximum length of culvert conveyance structure without access shall be as allowed in the hydraulic design criteria.

(4)

Design Tail Water. All culvert installations shall be designed taking into consideration the tail water of the receiving facility or water body. The tail water elevation used shall be based on the design storm frequency.

(5)

Allowable Head Water. The allowable head water of a culvert installation should be set by the designer for an economical installation. When end walls are used, the head water should not exceed the top of the end wall at the entrance. If the top of the end wall is inundated, special protection of the roadway embankment and/or ditch slope may be necessary for erosion protection.

(6)

Design Procedure. The determination of the required size of a culvert installation can be accomplished by mathematical analysis or by the use of design nomographs.

(7)

Headwalls Requirement. Headwalls shall be required at all storm sewer or culvert inlets or outlets to and from open channels or lakes. Mitered end section or FDOT U-Type endwalls may also be used.

(a)

Stormwater Management Map. The project engineer shall include in the construction plans and/or stormwater calculations a master stormwater management map showing all existing and proposed features. The map is to be prepared at a scale not to exceed 1 inch = 400 feet. Listed below are the features that are to be included on the map:

(1)

Hydrologic boundaries, including all areas flowing to the proposed project.

(2)

Project's boundaries and area.

(3)

Sufficient topographical information with elevations to verify the location of all ridges, streams, etc. (one-foot contour intervals within the project's boundaries and for proposed off-site improvements). Topographical information shall be provided by the submittal of a topographic survey performed by a professional surveyor and mapper. The signed and sealed survey must be submitted with the appropriate City submittal.

(4)

High water data or critical flood elevations on existing structures upstream of, within, and downstream of the project.

(5)

Notes indicating sources of high water data and critical flood elevations.

(6)

Notes pertaining to existing standing water, areas of heavy seepage, springs, wetlands, streams, hydrologically sensitive areas, etc.

(7)

Existing stormwater management features (ditches, roadways, ponds, etc.). Existing stormwater management features are to be shown a minimum of one thousand (1,000) feet downstream of the proposed development unless the ultimate outfall system is a lesser distance.

(8)

Vertical datum.

(9)

Stormwater management features including locations of inlets, swales, ponding areas, and all works, etc.

(10)

Delineate retention/detention areas and ingress/egress areas for facilities maintenance.

(11)

General type of soils by subbasin (obtain from soil survey of Orange County) and location of soil borings.

(12)

The 10-, 25- and 100-year flood elevations for any areas in or within 100 feet of the property. The source of these elevations shall also be shown on the plans.

(13)

Description of current ground cover, land use, and imperviousness by subbasin.

(b)

Subsoil Investigation. A subsoil report shall be prepared and sealed by a geotechnical engineer or professional geologist experienced in the preparation of this type of report. The contents of the subsoil report as a minimum shall include, but not be limited to, soil borings which indicate American Association of State Highway and Transportation Officials (AASHTO) soil classifications, gradation, and determination of existing (24-hour test), and wet season water table. When recovery through infiltration is anticipated, field determined vertical and horizontal soils permeability rates, soils porosity values, and the depth of the relative impermeable soil layer for determining the duration of the vertical infiltration will also be required. A minimum of two borings will be taken per retention/detention area. Soil boring locations shall be included in the report. The subsoil report must have an issuance date within two years of the submittal to the City.

(c)

Stormwater Calculations. Stormwater calculations, sealed by a professional engineer for all stormwater works, including design high water elevations for all applicable storm events shall include the following:

(1)

Pre- and post-development stormwater flows and stages for the site and retention/detention ponds including, but not limited to the following:

(A)

Pre-development hydrograph, post-development runoff hydrograph to the stormwater pond, and the routed post development hydrograph discharged from the stormwater pond.

(B)

Pre-development and post-development runoff volumes.

(C)

Delineation and area of pre-development and post-development subbasins.

(D)

Stage-area-storage calculations for the stormwater pond.

(E)

Stage-discharge calculations for the outfall control structure, including tail water assumptions.

(F)

Treatment volume and recovery calculations for the stormwater pond and associated swales or works.

(G)

Soil storage or curve number calculations per subbasin, including impervious calculations.

(H)

Time of concentration calculations per subbasin.

(I)

100-year floodplain compensating calculations, if applicable.

(2)

Storm sewer, culvert, and open channel tabulations including, but not limited to, the following:

(A)

Location and type of structures.

(B)

Length of facility and dimensions including diameter, height, and/or width for pipes. Cross-sections for open channels.

(C)

Subbasin areas tributary to each structure.

(D)

Runoff coefficient or curve number per subbasin.

(E)

Time of concentration to the inlet of each structure.

(F)

Each stormwater flow to and from the stormwater structure or junction point.

(G)

Hydraulic gradient for the applicable storm event.

(H)

Estimated receiving water elevation with sources of information, if available.

(I)

Velocities for all facilities and details for provisions to control erosion.

(3)

Construction plans including, but not limited to, the following:

(A)

Overall project plan of roads, lots, and retention or detention facilities.

(B)

Cross-section of retention/detention facilities.

(C)

Typical swale, ditch, or canal sections.

(D)

Drainage rights-of-way.

(E)

Road plan and profile with groundwater elevation shown in profile.

(F)

An erosion control plan.

(G)

Overall project grading plan (at one-foot contours) and individual lot grading plans.

(H)

Density of the project.

The permittee must provide written documentation. If the entity is a governmental unit, the permittee must supply written proof in the appropriate form, by resolution, that the governmental entity will accept the operation and maintenance of all of the stormwater management system, including lakes, easements, etc., prior to staff report approval.

(a)

Homeowner's, Property Owner's, or Master Associations. If homeowner's, property owner's, or a master association is proposed, the permittee must submit the articles of incorporation for the association, and declaration of protective covenants or deed restrictions, as well as a reference map if referred to in documents. After these are approved, the permittee must furnish the certificate of incorporation and the recording information (official book and page number) for the declaration.

(b)

Condominium Association. If a condominium association is proposed, the permittee must supply the articles of incorporation for the condominium association, and declaration of condominium. After the documents are approved, it will be necessary for the permittee to forward a copy of the letter from the department of business regulation, bureau of condominiums stating that the documents are proper for filing.

(c)

Association Requirements. The association, be it either a nonprofit association or a condominium association, must comply with the applicable provisions of Florida laws, specifically Chs. 617 or 718, Fla Stat.

(1)

General Powers. The association must have the following general powers which are reflected in the articles of incorporation:

(A)

Own and convey property.

(B)

Operate and maintain common property; specifically, the stormwater management system as permitted by the City and the St. Johns River Water Management District, if required; including all lakes, retention areas, culverts, and related appurtenances.

(C)

Establish rules and regulation.

(D)

Assess members and enforce said assessments.

(E)

Sue and be sued.

(F)

Contract for services (if the association contemplates employing a maintenance company) to provide the services for operation and maintenance.

(G)

The association must have as members all the homeowners, lot owners, property owners, or unit owners.

(H)

The association shall exist in perpetuity; however, if the association is dissolved, the articles of incorporation must provide that the property consisting of the stormwater management system shall be conveyed to an appropriate agency of local government. If it is not accepted, then the stormwater management system must be dedicated to a similar nonprofit corporation.

(I)

All other powers necessary for the purposes for which the association is organized.

(2)

Required Association Stipulations. The declaration of protective covenants, deed restrictions, or declaration of condominium must set forth the following:

(A)

That it is the responsibility of the association to operate and maintain the stormwater management system.

(B)

The stormwater management system is owned by the association or described therein as common property.

(C)

That there be a method of assessing and collecting the assessment for operation and maintenance of the stormwater management system.

(D)

That any amendment which would affect the stormwater management system, including the water management portions of the common areas, must have the prior approval of Maitland and the St. Johns River Water Management District, if required.

(E)

That the declaration of covenants be in effect for at least 25 years with automatic renewal periods thereafter.

(3)

Phased Projects.

(A)

If a property owner's association is proposed for a project which will be constructed in phases, and subsequent phases will utilize the stormwater management system for the initial phase or phases, the association should be created with the ability to accept future phases into the association.

(B)

If the development scheme contemplates independent associations for different phases, a master association should be formed to include all of the various associations with the master association having the responsibility to operate and maintain the stormwater management system for the entire project.

The subdividing and development of any area subject to this Article shall be in conformity with the City's general goals, objectives and established City policies and plans.

(a)

The arrangement, character, extent, width, grade, and location of all streets shall conform to the general City plan and shall be considered in their relations to existing and planned streets, to topographical conditions, to public convenience and safety, and in their appropriate relation to the proposed uses of the land to be served by such streets.

(b)

Where such is not shown in the general City plan, the arrangement of streets in a subdivision may either provide for the continuation or appropriate projection of existing principal streets in surrounding areas, or conform to a plan for the neighborhood approved by the Planning and Zoning Commission (P&Z) and adopted by the City Council to meet a particular situation where such continuation would be inappropriate.

(c)

Minor streets shall be oriented to discourage through traffic.

(d)

Where a subdivision abuts on or contains an existing or proposed arterial street, the developer shall provide marginal access streets, reserve frontage with screen planting contained in a nonaccess reservation along the rear property line, deep lots with rear service alleys, or such other treatment as may be necessary for the adequate protection of residential properties and to afford separation of through and local traffic.

(e)

Reserve strips controlling access to streets shall be prohibited except where their control is definitely placed in the City under conditions prescribed by the P&Z and approved by the City Council.

(f)

Street jogs with centerline offsets of less than 200 feet shall be avoided, except where topographic situations make this provision impractical.

(g)

A tangent at least 250 feet long shall be introduced between reverse curves on arterial and collector streets.

(h)

When connecting street lines deflect from each other at any one point by more than ten degrees, they shall be connected by a curve with a radius adequate to insure the sight distance of not less than 150 feet from minor streets, 300 feet for collector streets, and 500 feet for arterial streets or designed in accordance with Florida Greenbook requirements, whichever is greater.

(i)

Streets shall be laid out so as to intersect as nearly as possible at right angles and no streets shall intersect any other street at less than a 60 degree angle.

(j)

There shall be no private streets or easements for street use platted in any subdivision unless so recommended by the P&Z and approved by the City Council.

(k)

Minimum street right-of-way widths, unless otherwise indicated or required by law, shall be provided in accordance with Table 3.2(k): Minimum Street Right-of-Way Widths.

(1)

The P&Z shall determine:

(A)

Final designation of a street type from subsection (b) above. Rights-of-way for marginal access streets may be reduced when conditions warrant.

(B)

Additional right-of-way width requirements when required to promote public safety and convenience or to insure adequate access, circulation, and parking in high density residential, commercial, or industrial areas.

(2)

Curb radii at street intersections shall be a minimum of 25 feet.

(3)

Where a subdivision abuts on or contains an existing street of inadequate right-of-way width, additional right-of-way in conformity with the above standards shall be required for new subdivisions.

(l)

Half or partial streets shall be prohibited.

(m)

Dead-end streets, designed to be so permanently, shall be prohibited except where designed as a cul-de-sac. They shall be provided at the closed end with a circular dedicated area with a diameter of not less than 100 feet with 80 feet width of paving. Streets terminated temporarily shall end in a cul-de-sac.

(n)

Street names and lot numbers shall conform to the street naming and lot numbering plan of the City.

(o)

Street grades shall be determined in relation to the drainage installations for the subdivision; wherever feasible, street grades shall not exceed five percent or be less than one-third (0.33) of a percent, unless otherwise approved by the Public Works Director.

(p)

Proper sight lines must be maintained at all street intersections, and will be measured along the centerlines. There must be a clear sight triangle meeting the requirements of the Florida Greenbook.

(q)

No wall, fence, or entrance gate shall be erected upon any dedicated public right-of-way unless bonded perpetual care is otherwise provided by the developer and the design is approved by the City Council.

Street intersections shall be laid out as follows:

(a)

Intersections with an arterial street or highway shall be at least eight hundred (800) feet apart measured from centerline to centerline.

(b)

Property lines at street intersections shall be rounded with a minimum radius of 25 feet or of a greater radius where the Public Works Director may deem it necessary. The Public Works Director may permit comparable cut-offs or chords in place of rounded corners.

(c)

On any arterial street within 150 feet of its intersection with another arterial street or thoroughfare, the right-of-way width shall be increased by at least ten feet on both sides to permit proper intersection design. This additional right-of-way shall be dedicated or conveyed as a public right-of-way easement.

(d)

Intersections shall be designed to avoid the connection of more than two streets.

(a)

Easements across lots, where necessary, or centered on rear or side lot lines, shall be provided for utilities and shall be at least ten feet wide with five feet on each side of the lot line, except that easements where required for installation of sanitary and storm drainage systems and to meet other special utilities requirements shall be 15 feet wide centered on the lot line or as otherwise specified by the Public Works Director.

(b)

Where a subdivision is traversed by a watercourse, canal, drainageway, channel, or stream, there shall be provided a storm water easement or drainage right-of-way conforming substantially with the lines of such watercourse, and such further width or construction, or both, as will be adequate for the purpose. The location and width of drainage easements shall be in conformity with the master drainage plan for the City. Parallel streets or parkways may be required in connection therewith where necessary for service maintenance and other measures for safety as may be required. This maintenance strip shall be a minimum of 25 feet in width.

(c)

Other easements may be required for drainage purposes, of such size and location as may be determined by the Public Works Director.

(d)

Where necessary for safety and convenience, pedestrian and service easements shall be provided. Such pedestrian and service easements may include or be included in, easements required in subsections (a) through (c) above.

(e)

Required easements within proposed subdivisions shall be provided at no expense to the City.

(a)

The lengths, widths, and shapes of blocks shall be determined with due regard to providing adequate building sites suitable to the special needs of the type of use contemplated, the zoning requirements as to lot sizes and dimensions, the needs for convenient access, circulation, control and safety of street and pedestrian traffic and fire protection, and the limitations and opportunities of topography, with special emphasis on drainage of the proposed subdivision and the possible adverse effects of that drainage on properties surrounding the subdivisions.

(b)

Block lengths shall not exceed 1,500 feet or be less than 800 feet in residential areas, except that the Public Works Director may, where special conditions exist, recommend blocks of greater or lesser length.

(c)

Pedestrian crosswalks, not less than ten feet wide, shall be required where deemed essential to provide circulation or access to schools, playgrounds, shopping centers, transportation, and other community facilities.

(d)

Nonresidential blocks require length sufficient to serve the intended use without adversely affecting traffic circulation of existing or proposed surrounding streets. The width shall be sufficient to provide adequate service areas and parking without requiring excessive points of ingress and egress on abutting streets or requiring vehicular maneuvering on public rights-of-way. Lots within such blocks shall require a common vehicular access easement dedicated to the use, maintenance, and benefit of all lots within the block, or a marginal access street shall be provided to prevent points of ingress and egress from each lot to the abutting street.

(a)

Additional right-of-way or pavement width may be required to promote public safety and convenience or to ensure adequate access, circulation, and parking. Whenever any street shows future need for improvement within the area to be developed, the appropriate right-of-way and pavement shall be required. Where a subdivision or site abuts or contains an existing street of inadequate right-of-way or pavement width, additional right-of-way and pavement in conformance with minimum City standards shall be required.

(b)

Half streets shall be prohibited and where a previously dedicated half street, improved or unimproved, abuts or is within a tract to be developed, the second half of the street shall be dedicated and improved according to City standards.

(c)

On divided two-lane roads (boulevards), minimum pavement width shall be 20 feet, exclusive of curbs, if any. On undivided or divided four-lane roads, minimum lane widths shall be 12 feet each, with provisions for left-turn storage, acceleration, deceleration, tapers, or channels as may be required by the Public Works Director and/or the department of transportation.

(d)

Right-of-way requirements shall be based upon a twenty-year planning period according to the most current transportation plan as may be adopted. All rights-of-way shall be transferred to the governing agency by means of a recorded deed, subject to official acceptance by the governing agency.

Access shall be provided as follows:

(a)

The minimum number of access points to adequately serve the development shall be provided.

(b)

In order to provide ease and convenience in ingress and egress to private property and the maximum safety with the least interference to the traffic flow on public streets classified collector and above, the number and location of driveways shall be regulated by the dedication of access rights to the City. All access points shall be approved by Public Works Director.

(c)

Streets stubs cross-access easements to adjoining undeveloped areas shall be provided when required to give access to such areas, to limit access points, or to provide for proper traffic circulation. Streets stubs in excess of 250 feet shall be provided with a temporary cul-de-sac turnaround.

(d)

Tapers, deceleration lanes, acceleration lanes, left-turn lanes, bypass lanes, median modifications, or other design features may be required to protect the safe and efficient operation of the access street.

(e)

Every lot or parcel shall be served from a publicly dedicated street; however, a developer may retain as private a local street if the following conditions are met:

(1)

Public right-of-way is not required in order to serve adjacent development that is existing or projected;

(2)

A permanent access easement is granted for service and emergency vehicles and for maintenance of public and semipublic utilities; and

(3)

A reciprocal easement for ingress and egress is granted to all residents of the development.

(f)

All lots shall front on a paved road. A development shall abut, or have as its primary access, a paved street. The developer shall pave from the entrance of the development to the nearest public paved road. Additional paving may be necessary based upon site conditions and the nature of the use. Any new paved street providing access shall meet the standards of this Code. The Public Works Director shall determine the extent of the paving necessary to serve the site.

(g)

Necessary roadwork permits from FDOT, the county, and the City must be obtained prior to a building permit being issued.

(h)

Access limitations shall be as follows:

(1)

No new residential development shall create any parcels zoned for single-family or duplex residential uses having access on an arterial or collector.

(2)

Parcels fronting on arterial or collector roads shall gain access to the arterial by satisfying the following conditions as applicable:

(A)

Access to the parcel is provided jointly through existing cut(s) of an adjacent property; cross-access easements shall be provided.

(B)

Access to the parcel is to be provided from a frontage road paralleling the arterial which has been planned and officially approved by the City.

(C)

For corner parcels, access will be provided to the collector facility where minimum arterial frontage requirements are not satisfied.

(i)

All frontages along arterials and collectors exclusive of approved road cuts or driveway cuts shall have the access rights dedicated to the City to prevent future cuts.

(a)

Vehicular circulation must be completely contained within the property and vehicles located within one portion of the development must have access to all other portions without using the adjacent street system.

(b)

Acceptable plans must illustrate that proper consideration has been given to the surrounding street plan, traffic volumes, proposed street improvements, vehicular street capacities, pedestrian movements, and safety.

(c)

No driveway shall be constructed in the radius return of an intersection.

(a)

The minimum intersection radii of pavement edge, or back of curb, where used, at all typical intersections approximating a right angle shall be in accordance with Table 3.9: Minimum Intersection Radius.

(b)

A taper or deceleration lane may be required on roads with a functional classification of collector or higher or 35 miles per hour or greater. Appropriate special radii shall be designed, subject to approval by the Public Works Director, for other than right-angle intersections.

Street jogs with centerline offsets of less than 200 feet shall be avoided, except where topographic conditions make this provision impractical.

Permanent dead-end streets shall not exceed 800 feet in length without special permission of the P&Z where, due to unusual circumstances, a greater length may be deemed necessary.

Minimum centerline grade for all streets with curb and gutter shall be 0.5 percent. Maximum centerline grades for arterial streets shall not exceed six percent. Maximum grades for all other streets shall not exceed ten percent.

All development, with the exception of single-family residential on local streets, shall comply with the sight distance specifications contained in the Florida Greenbook.

New street names shall not duplicate, or closely approximate phonetically, in spelling or by use of alternative suffixes, such as "lane," "way," "drive," "court," "avenue", or "street," the names of existing streets, except that a new street that is an extension of or in alignment with an existing street shall bear the same name as that borne by such existing street. Street names shall be approved by DRC.

(a)

Pavement Requirements. The requirements for pavements of streets shall be subject to the following unless a specific pavement design has been approved by the Public Works Director:

(1)

Subgrade. The subgrade shall be a minimum of 12 inches and shall be compacted to 95 percent of the maximum density as determined by AASHTO T-180 test method. In addition, the top six inches shall be stabilized to a minimum Florida Bearing Value of 50 under curb areas and under limerock base.

(2)

Base Course. The base course shall be constructed in accordance with the Orange County Road Construction Specifications. Subject to the recommendation of the Public Works Director, base course materials may be either limerock, soil-cement, or crushed concrete with a minimum thickness in accordance with Table 3.15(a)(2): Base Course Minimum Thickness.

(3)

Surface Course for Flexible Pavements. Asphaltic concrete surface courses shall comply with the Orange County Road Construction Specifications, latest edition, and shall meet the minimum average thickness requirements in Table 3.15(a)(3): Asphaltic Concrete Surface Courses Minimum Thickness.

(4)

For any entrance intersection improvement, the pavement section shall match the pavement section for the existing roadway.

(b)

Driveways. All driveways shall be paved from the edge of the paved road to the property line using cement concrete pavement with 3,000 pounds per square inch (psi) and six inches thick or an alternative approved by the Public Works Director.

(c)

Sidewalks. Concrete sidewalks, a minimum of five feet in width (except as indicated hereafter) and four inches thick (six inches thick in driveways) with expansion joints constructed every five feet, shall be constructed on both sides of all streets, except where individual lot sizes are one acre in size or larger, wherein the City may require a concrete sidewalk on one side of the street. If alternative path systems are approved instead of sidewalks, specifications for materials and design shall be approved by the City.

(d)

Erosion Control. Seeding, mulching, sodding and/or other acceptable methods shall be performed as required to prevent undue erosion during all construction activities. The developer shall be required to keep accumulations of sand and earth out of the curb and gutter. Temporary siltation basins may be required during construction. Maintenance shall be provided by the developer for the two-year period of the road guarantee and for each lot until final inspection is passed.

(e)

Street Name Signs, Pavement Marking, and Regulatory Signs. Required signs must be in place prior to City acceptance of the street. All signing and pavement marking shall be in accordance with the MUTCD and shall be approved by the City. If, at any time prior to final acceptance, an unforeseen need becomes apparent for signing or pavement markings that were not shown on the approved plans, the City reserves the right to require the additional sign(s) or markings in the interest of public safety and as a condition of City acceptance.

(f)

Street Name Signs.

(1)

Street name signs shall be six inches in width with lettering four inches in height on anodized aluminum. Signs must use white reflective lettering with black Scotchlite high-intensity reflective background or equivalent and include the Maitland Logo. Street name sign poles shall include a two-inch galvanized-type support set in concrete. Street names shall be approved by DRC.

(2)

Major streets shall be provided with at least two street name signs at the intersection on diagonally opposite corners.

(g)

Regulatory Signs. "STOP" signs shall be required at every street intersection as a condition for acceptance of paving and drainage improvements and shall be in place prior to final inspection. The developer shall furnish and erect regulatory signs as required by the City. Regulatory signs must conform to the specifications in the MUTCD and locations of signs shall be subject to approval by the City.

(h)

Design of Transportation Facilities. Design of transportation facilities will use those criteria published on the federal, state, and local level. These include the Florida Greenbook and the American Association of State Highway and The American Association of State Highway and Transportation Officials Policy on Geometric Design of Highways and Streets.

(a)

A developer shall prepare, or have prepared, and provide the City with a traffic impact analysis when determined to be necessary by the City.

(b)

The traffic impact analysis shall be prepared, signed, and sealed by a qualified traffic engineer.

(c)

All traffic impact analysis requirements shall be coordinated with the Public Works Director.

If street lighting is proposed, the lights shall be spaced no greater than 100 feet apart and shall be limited to the following types:

(a)

All new public streets and commercial and multifamily access points shall be lit. Coordination with Duke Energy for installation of lighting is required.

(b)

Photometric plans shall demonstrate adequate lighting is provided at all crosswalks and access points to public ROW in accordance with the land development code.

(a)

General.

(1)

All development is required to be on the City's central potable water system, except when prohibited by law or not available, and in accordance with the criteria outlined in this section.

(2)

For those developers wishing to share the cost of offsite line extensions or improvements, a developer's agreement may be executed which requires that payment for such lines shall be the responsibility of the developer or may be shared with the City. Such agreements may be negotiated on a case by case basis. In no event shall the City be required to agree to anything more than a reimbursement of the costs attributable to other future users of such lines on a pro-rata basis. All costs of any onsite portion of the sewer system or any individual connection will be borne by the developer.

(3)

This section sets forth the general requirements for design and installation of water distribution systems for potable service.

(b)

Design Standards.

(1)

Reference. Normal flow demands for design shall be calculated on the basis of full ultimate development as known or projected. Design calculation shall use the following data:

(A)

Average Daily Flow and Peak Flows. Average daily water flow shall be calculated by referencing the equivalent residential connection (ERC) flow rates as outlined in the Orange County Utilities Standards and Construction Specifications Manual, Appendix E, "ERC/ERU Design Factors" Table No. 4.3(b)(1)(i). Water flow rates shall be based on a maximum day to average day peaking factor of 2.0 and a peak hour to average day peaking factor of 4.0.

(B)

Flows per Fixture Count. Where indicated in the Orange County Utilities Standards and Construction Specifications Manual, Appendix E, "ERC/ERU Design Factors" Table No. 4.3(b)(1)(i), flows based upon fixture count shall be calculated per the ERU/ERC design factors indicated in Table No. 4.3(b)(1)(ii).

(2)

Life Span of System. The water systems shall be designed and constructed for an economic life of not less than 40 years.

(3)

System Size Computation.

(A)

Owner's/developer's engineer shall submit signed, sealed, and dated design calculations with the plans for all water distribution projects. Calculations shall show that the water mains will have sufficient hydraulic capacity to transport:

1.

Peak hourly flow; and

2.

A combination of maximum daily flow with fire flow.

(B)

The allowable minimum service pressure under said design condition shall not be less than 20 pounds per square inch. Design computation shall be the "Hardy Cross" procedure, or other applicable methods, as dictated by the system configuration. Design friction losses for water mains shall be determined using a Hazen-Williams friction coefficient of C = 100. Velocity at peak hourly flow shall not exceed five fps. Velocity at maximum daily flow with fire flow shall not exceed ten fps. Design flows and method of computation shall be subject to review and approval by the Public Works Director.

(4)

Valve Locations. Valves shall be provided for all branch connections, dead ends, fire hydrant stubs, or other locations, as required to provide an operable, easily maintained, and repairable water distribution system. Valves are to be placed so that the maximum allowable length of water main shut down for repair work shall be 500 feet in commercial, industrial, or multifamily residential areas, or 1,000 feet in other areas. Three valves shall be required at tees and four at crosses unless in-line valves are sufficiently close so as to duplicate this requirement. On curbed streets the exact location for each installed valve shall be marked by etching or cutting a "V" in the concrete curb and painted blue. Minimum letter dimensions shall be a height of six inches, a width of three inches, and a depth of one-eighth inch. Where no curb exists or is planned, locations shall be adequately marked by with a "V" cut into the adjacent roadway and painted blue.

(5)

Prohibited Locations.

(A)

No water meters or flow measuring devices shall be installed on any main serving a fire hydrant, standpipe, or sprinkler system (with the exception of approved backflow prevention assemblies and water measuring devices for fire lines as approved by Factory Mutual or Underwriters Laboratory) or unless specifically approved by the Public Works Director and fire marshal in accordance with sound engineering principles. Approval shall be predicated on positive demonstration by the applicant that head losses imposed by the devices are explicitly considered in the design of the distribution system.

(B)

Water mains shall not be placed under retention ponds, tennis courts, buildings or other structures. Water mains shall not be located along side or rear lot lines, unless specifically approved by the Public Works Director.

(6)

Looped Mains. All mains shall be looped on the main size required for the area, when possible. The fire marshal and the Director of Public Works shall approve the size of looped extensions authorized in developed areas where existing water mains do not conform with the requirement of this section.

(7)

Distribution System Extensions. Distribution systems must be extended across the full property frontage to facilitate future connection and extension at the property developer's expense. Alternative easement widths may be provided with the approval of the Public Works Director. Consideration of alternative widths shall be based upon sound engineering principles and demonstration by the applicant that such alternate easement width is necessary due to unique site conditions or proximity to potentially conflicting features or structures. Public water mains shall be located in right-of-way or utility easements. All public water mains located outside of dedicated right-of-way shall require a minimum 20-foot utility easement. Alternative easement widths may be provided at the discretion of the Public Works Director. If a public water main is located adjacent to a right-of-way, a minimum ten-foot utility easement shall be provided.

(8)

Minimum Line Size. Other than individual building services, no line smaller than four inches will be allowed. Water lines serving fire hydrants in single-family detached residential developments shall be a minimum of six-inch looped or eight-inch dead end (total length not to exceed 600 feet). Distribution system extensions shall be sized at the Public Works Director's direction up to 12 inches in diameter, but in no case smaller than required to serve the proposed project. Over-sizing of mains beyond 12 inches may be required. With the approval of the Public Works Director and concurrence of the city commission, additional expense for systems over 12 inches may be funded by the city.

(9)

Florida Department of Environmental Protection (FDEP) Requirements. Developers must obtain and comply with the terms of FDEP permits for system extensions. A permit must be issued by FDEP and provided to the city before any work is initiated on the water system.

(c)

Standard Requirements.

(1)

Joint Restraining. Pressure piping fittings and other items requiring restraint shall be braced with thrust blocks or restraining assemblies as required by design. Restraining devices shall be designed for the maximum pressure condition (testing) and the safe bearing loads for the horizontal thrust, if thrust blocking is used.

(2)

Pipe Depth and Protection. The standard minimum cover for water distribution systems shall be 36 inches from the top of the pipe to finish grade. However, should this design not be feasible, protective concrete slabs shall be provided over the pipe within the limits of the lesser cover with the approval of the Public Works Director. Where waterways, canals, ditches, or other cuts are crossed, protective concrete slabs or casing pipes shall also be installed across and to ten feet each side of the bottom. Additionally, approved utility crossing signs shall be placed on the alignment at each side of the canal, etc.

(3)

Connections at Structures. Where pipes are to extend into or through building structures, flexible joints are to be provided at the wall face. Conflict structures at the crossing of water system pipes and other utilities will be considered on a case-by-case with approval by the Public Works Director.

(4)

Special Exterior Protection for Corrosion. Extra protection shall be provided for underground ductile iron pipe and fittings within areas of severe corrosive conditions. This shall be accomplished by the installation of polyethylene encasement, through the area of concern. The soil test evaluation to determine the necessity for extra protection in suspect areas shall be set forth in ANSI standard A21.5. Additionally, where other existing utilities are known to be cathodically protected, ductile iron pipe crossing said utility shall also be provided. Steel pipe shall not be installed in severe corrosion areas.

(5)

Air Venting and Flushing Assemblies. Where the water main profile is such that air pockets or entrapment could occur, methods for air release shall be provided. Air venting capabilities shall be provided for distribution mains by appropriately placing fire hydrants, flushing assemblies, or other manual devices. At critical points on major mains, automatic air release assemblies may be installed. Special care shall be taken to preclude any cross-connection possibility in the design of automatic air release valve application. All dead-end water mains, temporary or permanent, shall be equipped with a manually or automatically operated flushing assembly at the terminal. Flushing assemblies shall be a minimum of two inches and enclosed in a submerged readily accessible structure per standard detail.

(6)

Service Connections. Connections to water mains four inches and larger shall be made by drilling the appropriate size hole and installation of service saddle, with services to smaller size accomplished by in-line fittings. Water service lines from the main to the curb stop shall have minimum diameter of one inch for single services and 1½ inches for multiple service. No change to meter size is required. The service line shall extend into the area between the curbing and sidewalk, perpendicular to said line, and shall terminate with a plugged curb stop, pending meter installation. Meters shall be located between the roadway and sidewalk, or in the easement behind the sidewalk, excluding driveway aprons. Water meters installed on private property must have prior approval by the Public Works Director. All curb stops shall be the double service type where possible and one piece brass construction with locking provisions. A distance of 7½ inches shall be required between meter connection branches. Only two-inch and smaller corporation stops shall be of the ball type. Service line depth shall be eight inches below final grade at termination point.

(d)

Testing.

(1)

Water Distribution Systems. The contractor shall perform hydrostatic testing of all water distribution systems, as set forth in the following, and shall conduct said tests in the presence of representatives from the Public Works Director and/or other authorized agencies, with 48 hours advance notice provided.

(2)

Piping and Appurtenances. Piping and appurtenances to be tested shall be within sections between valves, unless alternate methods have received prior approval from the Public Works Director. Testing shall not proceed until concrete thrust blocks, if allowed, are in place and cured, or other restraining devices installed. All piping shall be thoroughly cleaned and flushed prior to testing to clear the lines of all foreign matter. While the piping is being filled with water, care shall be exercised to permit the escape of air from extremities of the test section, with additional release cocks provided if required.

(3)

Hydrostatic Testing.

(A)

Hydrostatic testing on proposed public utility water lines shall be performed at 150 pounds per square inch pressure, unless otherwise approved by the city engineer, for a period of not less than two hours. Testing shall be in accordance with the applicable provisions as set forth in AWWA Standard C600 for ductile iron pipe and C605 for polyvinyl chloride pipe. The allowable rate of leakage shall be less than the number of gallons per hour determined by the following formula:

1.

(L = SD × (P) ^½ ) / 148,000

2.

For 150 psi test: L = 0.00331

3.

Legend

a.

L = ;hg;Allowable leakage in gallons per hour

b.

S = ;hg;length of pipe tested, in feet

c.

D = ;hg;Nominal inside diameter of the pipe in inches

d.

P = ;hg;Average test pressure maintained during the leakage test in pounds per square inch gauge

(B)

Hydrostatic testing on proposed private water lines supplying private fire hydrants or private fire protection systems shall be performed at 200 pounds per square inch pressure, unless otherwise approved by the Public Works Director, for a period of not less than two hours.

(4)

Amount of Loss. The testing procedure shall include the continued application of the specified pressure to the test system, for the two-hour period, by way of a pipe taking supply from a container suitable for measuring water loss. The amount of loss shall be determined by measuring the volume displaced from said container.

(5)

Test Failure. Should the test fail, necessary repairs shall be accomplished by the contractor and the test repeated until within the established limits. The contractor shall furnish the necessary labor, water, pumps, gauges, and all other items required to conduct the required water distribution system testing and perform necessary repairs.

(6)

Testing and Material Documentation. The contractor shall, if requested by the City, furnish certificates, affidavits of compliance, test reports, or samples for analysis. All materials delivered to the project site for installation is subject to random inspection and testing for compliance with city and design specifications.

(e)

Disinfection.

(1)

Disinfection Following Pressure Testing. Following the pressure testing, the contractor shall disinfect all sections of the water distribution system, and receive approval thereof from the appropriate agencies, prior to placing in service. Advance notice shall be provided to the City Engineer before disinfection and shall be accomplished with the applicable provisions of AWWA standard C651, Disinfecting Water Mains, and all appropriate agency approvals.

(2)

Water Test. Care shall be taken to provide disinfection to the total system and extremities shall be carefully flushed to accomplish this end. After disinfection has been accomplished, samples of water for bacteriological analysis shall be collected and submitted to a laboratory certified as being proficient in bacteriological parameters required under the Safe Drinking Water Act by the Florida Department of Environmental Protection (FDEP) or other appropriate approval agency. Should these samples or subsequent samples prove to be unsatisfactory, then the piping shall be disinfected until a sufficient number of satisfactory samples are obtained.

(3)

Required Equipment. The contractor shall furnish all equipment and materials and perform the work necessary for the disinfecting procedures, including additional disinfection as required.

(a)

General.

(1)

All development is required to be on the City's central sewer system, except when prohibited by law or not available, and in accordance with the criteria outlined in this section.

(2)

For those developers wishing to share the cost of offsite line extensions or improvements, a developer's agreement may be executed which requires that payment for such lines shall be the responsibility of the developer or may be shared with the City. Such agreements may be negotiated on a case by case basis. In no event shall the City be required to agree to anything more than a reimbursement of the costs attributable to other future users of such lines on a pro-rata basis. All costs of any onsite portion of the sewer system or any individual connection will be borne by the developer.

(3)

The goal of the City is to meet the requirements for applicable sections of the latest version of the Recommended Standards for Wastewater Facilities (Ten States Standards) as contained in the latest version of the Florida Department of Environmental Protection (FDEP) Notification/Application for Constructing a Domestic Wastewater Collection/?Transmission System.

(b)

Gravity Sewer Design.

(1)

Average Daily Flow (ADF). The sewer system design shall be based on full ultimate development as known, or projected. The ADF shall be determined from the Orange County Utilities Standards and Construction Specifications Manual, Appendix E, "ERC/ERU Design Factors" Table No. 4.3(b)(1)(i). ERU flow factor information contained in Table No. 4.3(b)(1)(i) and Table No. 4.3(b)(1)(ii).

(2)

Peak Design Flow. Gravity mains shall be designed on the basis of ultimate development maximum rates of flow, which shall be the product of selected peak factors multiplied by the accumulative average daily flow as calculated above. The minimum peaking factor, provided in Orange County Utilities Standards and Construction Specifications Manual, Table 2310-1 shall be applicable for the range of average daily flow rates.

(3)

Sewer Size Computation.

(A)

Calculations shall indicate gravity mains shall not be more than 75 percent full at peak flow. The minimum allowable size for any sewer, other than service connections, shall be eight inches in diameter. All sewers shall be designed at slopes providing a minimum velocity of not less than two feet per second when flowing full. Said computation shall be based on Manning's Formula, using a roughness coefficient ("N") of not less than 0.013, unless justifiably approved otherwise. In general, Orange County Utilities Standards and Construction Specifications Manual, Table No. 2310-2 contains the minimum slopes for sewer sizes to 36 inches.

(B)

Minimum slopes slightly less than those indicated may be considered in extreme situations; provided the depth of flow will not be less than 0.3 of the pipe diameter or the velocity less than 1.6 feet per second at design average daily flow, and justifiable reasons for the modification are presented to the Public Works Director.

(4)

Design Consideration.

(A)

Sewers 24 inches in diameter or less shall be installed with straight alignment and uniform grade between manholes. Manhole spacing shall not to exceed 400 feet, unless approved by the Public Works Director.

(B)

All sanitary sewers shall terminate at manholes except under special conditions, such as short runs into culs-de-sac, etc., where lampholes may be considered. Lampholes shall be large enough to accommodate a jet rodder.

(5)

Access Structurles or Manholes.

(A)

Manholes shall be precast concrete. The minimum inside diameter of manholes shall be 48 inches for sewer sizes up to 30 inches in diameter, with submittal of special designs for larger pipes. Manholes are to be placed at one end of jack and boring sections for gravity sewer lines. No interior ladders shall be permitted in manholes. Minimum wall thickness shall be five inches.

(B)

Precast, reinforced manholes shall be in accordance with ASTM designation C478.

(C)

Manhole frames and covers shall be gray cast iron conforming to ASTM designation A48, Class 30B, and shall have a nominal minimum 24-inch opening. Covers shall have no perforations. Frames and covers shall be approved by the Public Works Director and be fully bedded in mortar to the correct finish grade elevation, with adjustment cast iron ring, as detailed for precast manholes. All manhole covers shall be traffic bearing weight to meet AASHTO H-20 loadings.

(D)

Manhole flow channels shall have smooth and carefully shaped bottoms, built up sides and benching constructed from concrete. Channels shall conform to the dimensions of the adjacent pipe and provide changes in size, grade, and alignment evenly.

(E)

Concrete for manholes shall be Type II, 4000 psi at 28 days. Barrel, top, and base sections shall have tongue and groove joints. All jointing material shall be a cold adhesive preformed plastic gasket, conforming to ASTM C 443 "Manhole Section Connections." Manholes shall be leak-free. New concrete structures shall contain a crystalline waterproofing concrete admix for all new concrete structures including but not limited to manholes, ARV vaults, wetwells, and wetwell top slabs. Crystalline Waterproofing Concrete Admix shall be added to the concrete during the batching operation. Admix concentration shall be added based upon manufacturer design percent concentration of admixture to the required weight of cement. The amount of cement shall remain the same and not be reduced. A colorant shall be added to verify the admix was added to the concrete for all precast structures. Colorant shall be added and provided at the admix manufacturing facility, not at the concrete batch plant. It is recommended that the admix be added first to the rock and sand and blended thoroughly before adding cement and water or per the manufacturers recommendations. Concrete structures without crystalline waterproofing admix or admix without colorant for field verification shall be rejected. CONTRACTOR shall provide certification from the pre-caster that the admix was installed in accordance with the manufacturers' instructions.

(F)

Sewer clean-outs not in the pavement shall have concrete aprons around their tops, flush with the finished grade, with minimum dimensions of 18 by 18 by four inches with reinforcement.

(G)

Outside drops shall be provided when pipe inverts are more than 24 inches from manhole bottoms.

(H)

Doghouse type manholes are not permitted unless approved by the Public Works Director.

(6)

Pipe Depth and Protection. Special care shall be exercised in the design and installation to provide adequate bedding for the type of pipe used taking into consideration trench width and depth, superimposed loadings above grade and the material below trench grade. Pipe loading capabilities shall be computed in accordance with established design criteria and special supporting bedding or facilities shall be provided as required. Minimum cover in all cases shall be 36 inches except where a protective cover is provided as approved by the Public Works Director.

(7)

Pipe Bedding. Special care shall be exercised in the design and installation to provide adequate bedding for the type of pipe used, taking into consideration trench width and depth, superimposed loadings above grade and material below trench grade. Pipe loading capabilities shall be computed in accordance with established design criteria and special supporting bedding or facilities shall be provided as required.

(8)

Connections at Structures. Where sanitary sewers connect to manholes or other structures, the pipe bell shall not be installed at the wall face. Connection material shall permit permanent adhesion by cement grout.

(9)

Transition Connections. Where pipes of alternate materials are to be connected between manholes, suitable approved transition couplings shall be installed.

(10)

Pipe Cutting. The cutting of pipe shall be performed by the proper tools and methods.

(11)

Service Connections. Installation shall be performed by the proper methods, including the wye branches installed in the sewer main at the point of connection, and the service pipe and required fittings extended to the property line, perpendicular to said line, terminating with stoppered ends or fittings. The minimum service pipe size shall be six inches in diameter. All services shall be of the single connection type unless approved by the Public Works Director. With new development or redevelopment, a clean-out will be installed at the edge of the public right-of-way to delineate the public main line versus the private lateral. On curbed streets the exact location for each service connection shall be marked by etching or cutting a "X" and letter "SL" in the concrete curb and painted green. Minimum letter dimensions shall be a height of six inches, a width of three inches, and a depth of one-eighth inch. Where no curb exists or is planned, locations shall be adequately marked by with a "X" and letter "SL" cut into the adjacent roadway and painted green.

(12)

Protection of Water Systems. The horizontal separation between sanitary sewers and existing or proposed water mains shall not be less than ten feet. Special consideration will be given where this is not possible. Unless sewer pipes cross below water mains with a vertical separation of 18 inches between the bottom of the water pipe and the top of the sewer, special protection shall be provided.

(c)

Sanitary Sewage Force Mains.

(1)

Design Standards.

(A)

Reference. The goal of the City is to meet the requirements for applicable sections of the latest version of the Recommended Standards for Wastewater Facilities (Ten States Standards) as contained in the latest version of the Florida Department of Environmental Protection (FDEP) Notification/Application for Constructing a Domestic Wastewater Collection/Transmission System.

(B)

System Design. Force main systems shall be of adequate size to efficiently transmit the total ultimate peak operational flows, applied by the connected sewage pumping station(s) to the effluent point. Consideration shall be given to possible future connecting pumping stations and this probability shall be reviewed with the Public Works Director. Capacity computations shall be coordinated with the proposed pumping system(s), along with any future flow requirements, if applicable. In order to provide adequate pipeline cleansing, force main flow velocity shall not be less than two feet per second at ultimate design minimum pumping capacity; or exceed ten feet per second as a maximum; however, with multiple pumping station systems or phase development, this requirement may not be possible, and the system design shall receive special attention regarding cleaning maintenance.

(C)

Operational Cost Considerations. In addition to initial capital expenditure, long term pumping station operational costs shall also receive consideration when sizing force main systems.

(2)

Standard Requirements.

(A)

Joint Restraining. Pressure piping fittings and other items requiring restraint shall be braced with thrust blocks or restraining assemblies as required by design. Restraining devices shall be designed for the maximum pressure condition (testing) and the safe bearing loads for the horizontal thrust, if thrust blocking is used.

(B)

Pipe Depth and Protection. The standard minimum cover for sewage force main systems shall be 36 inches from the top of the pipe to finish grade. Where this condition cannot be met, special consideration will be given.

(C)

Air and Vacuum Venting. Where the force main profile is such that air pockets or entrapment could occur resulting in flow blockage, provisions for air release shall be provided. Where free flow will occur during operation or after pumping stops, combined air release and vacuum valve assemblies shall be provided.

(D)

Valve Locations. Valves shall be installed on all force mains at the point of connection to another main and where force mains are to be extended. At predetermined connection branches or ends, the valves shall be restrained by methods other than thrust blocking in order to facilitate said connection without system shut down.

(E)

Clean-Out Connections. Should force mains appear to be susceptible to sedimentation clogging, as created by depressed crossings or extended low flow (velocity) periods, suitable clean-out connections shall be provided where approved by the Public Works Director.

(F)

Terminal Discharge. Force mains shall enter the terminal facility (gravity sewer manhole, pumping station wet well, or other) at a point equal to the operational water level of said receiving unit. Should an elevation drop be required to obtain the outlet connection, an outside drop connection shall be provided.

(G)

Terminal Discharge Manholes. Receiving manholes and the next manhole downstream which accepts the direct discharge from a sanitary sewer force main shall be lined per the manufacturer's requirements, to withstand the possible high levels of hydrogen sulfides.

(3)

Testing.

(A)

The contractor shall perform hydrostatic testing of all sanitary sewage force mains, as set forth in the following, and shall conduct said tests in the presence of representatives from the Public Works Director and/or other authorized agencies with 48 hours advance notice provided.

(B)

Piping and appurtenances to be tested shall be within sections between valves or adequate plugs, with prior approval from the Public Works Director. Testing shall not proceed until concrete thrust blocks are in place and cured, or other restraining devices installed. All piping shall be thoroughly cleaned and flushed prior to testing to clear the lines of all foreign matter. While the piping is being filled with water, care shall be exercised to permit the escape of air from extremities of the test sections, with additional release blocks provided if required.

(C)

Hydrostatic testing on proposed public utility water lines shall be performed at 150 pounds per square inch pressure, unless otherwise approved by the city engineer, for a period of not less than two hours. Testing shall be in accordance with the applicable provisions as set forth in AWWA Standard C600 for ductile iron pipe and C605 for polyvinyl chloride pipe. The allowable rate of leakage shall be less than the number of gallons per hour determined by the following formula:

1.

(L = SD × (P) ^½ ) / 148,000

2.

For 150 psi test: L = 0.00331

3.

Legend

a.

L = ;hg;Allowable leakage in gallons per hour

b.

S = ;hg;length of pipe tested, in feet

c.

D = ;hg;Nominal inside diameter of the pipe in inches

d.

P = ;hg;Average test pressure maintained during the leakage test in pounds per square inch gauge

(D)

Hydrostatic testing on proposed private water lines supplying private fire hydrants or private fire protection systems shall be performed at 200 pounds per square inch pressure, unless otherwise approved by the Public Works Director, for a period of not less than two hours.

(E)

The testing procedures shall include the continued application of the specified pressure to the test system, for the two-hour period, by way of pump taking supply from the container suitable for measuring the volume displaced from said container.

(F)

Should the test fail, necessary repairs should be accomplished by the contractor and the test repeated until within the established limits. The contractor shall furnish the necessary labor, water, pumps, gauges, and all other items required to conduct the required sanitary sewage force main testing and shall perform the necessary system repairs required to comply with the specified hydrostatic test.

(d)

Sewage Pumping Stations.

(1)

Design Standards..

(A)

References. The goal of the City is to meet the requirements for applicable sections of the latest version of the Recommended Standards for Wastewater Facilities (Ten States Standards) as contained in the latest version of the Florida Department of Environmental Protection (FDEP) Notification/Application for Constructing a Domestic Wastewater Collection/Transmission System.

(B)

Design Flows. Sewage pumping station wetwell shall be designed for the total ultimate development flow from all contributory areas. The maximum required pumping capability shall be the product of selected peak factors times the average daily design flow. See sizing information in Section 4.4(b)(2).

(C)

Pump Selection.

1.

For pumping stations with a maximum flow demand of 1,500 gallons per minute (GPM) or less, a minimum of two pump units shall be provided. Where the peak design flow exceeds 1,500 GPM, three or more units shall be included in the facility.

2.

The selected sewage pump system shall have the minimum capability of pumping the design peak flow at the maximum computed system total dynamic head (TDH) requirements with the largest pump out of service.

3.

Head-capacity curves shall be prepared for the proposed pumping system in order to determine the various operational conditions. Hydraulic computations shall be in accordance with good engineering practice, with pipe friction loss calculated by the "Hazen-Williams Formula," using standard friction factors based on the materials utilized.

(D)

Wet Well Design. The wet well structure shall provide a minimum capacity between operational water levels sufficient to allow a minimum of ten minutes between successive starts of the pumps, when the influent rate is one-half the maximum one-pump capacity. Low water levels shall provide adequate submergence to preclude pump inlet vortexing, air binding, or other design considerations. Operational maximum high-water levels shall not exceed the invert elevation point of the lowest influent gravity sewer pipe. Additionally, where the wet well extends below the groundwater table, the structure shall be designed to eliminate any possibility of flotation. No interior ladders shall be permitted in the wet well.

(E)

Station Water System. All sewage pumping stations shall be provided with a station water system, with adequate capacity and pressure, for wash-down or other requirements. Said supply shall be completely separated from the potable supply by use of reduced pressure type backflow preventors or other approved protective systems.

(F)

Emergency Power Connections. For sewage pumping stations not equipped with stationary standby power generators, connections shall be provided for emergency power. Lift stations will be equipped with a 200 amp generator receptacle that is compatible with the City's mobile generators.

(G)

Sewage Pumps and Motors.

1.

General. Sewage pumping units shall be capable of handling raw, unscreened sewage and shall be capable of passing a sphere of at least three inches in diameter. Pumps shall be Xylem Flygt Submersible Pumps unless an alternate manufacturer is approved by the Public Works Director. Pumps shall provide the required peak design performance requirements and be suitable for operation within the total hydraulic range of operation.

2.

Pump Motors. Electrical pump motors should be non-overloading, excluding service factor, throughout the entire operating range of the pumps.

3.

Pump Controls. Each pumping station control system shall include a liquid level controller which shall sense the sewage level in the wetwell and provide appropriate signals to the logic circuits to produce the required mode of operation for the pumping facilities. Capability shall be provided for manual start-stop control for all pumping units, as well as the normal automatic control from the liquid level sensing and logic circuits. An automatic alternator shall change the starting sequence on each pump cycle. High-water level alarm system shall be provided. Each sewage pump shall be provided with an elapsed time meter to indicate pump running time and phase protection. The submersible stations controls shall be manufactured by Sta-Con, Inc. The panel location shall be approved by the wastewater division.

4.

Submersible Pump Facilities.

a.

Installation shall include the removable pump units, aluminum access frame and cover, stainless steel pipe pump guide bars, stainless steel brackets and associated hardware, pump discharge connection, and other necessary appurtenances. Individual discharge pipes shall extend from each pump to an accessible, well protected and drained valve vault, in which the plug and check valves shall be installed.

b.

All lift stations shall have a bypass system installed with the correct valving.

c.

Pump pulling cables shall be sized according to weight of pump (not less than ⅜-inch stainless chain).

(H)

Perimeter Fencing. All pumping stations shall have a six-foot security fence around their perimeters unless waived by the Public Works Director. Access gates shall be of sufficient size to permit easy removal of equipment for maintenance. Plantings shall be required where aesthetics are a concern. A paved stabilized roadway shall be provided where the pumping station is not directly adjacent to a paved roadway.

(a)

General. Fire flow and hydrant requirements shall be in conformance with Chapter 6 and Sec. 16-69 of the City Code.

(b)

Spacing and Installation. Hydrants shall be spaced and installed according to the following schedule:

(1)

Single-Family Detached Residential.

(A)

800 feet between fire hydrants.

(B)

No building further than 600 feet from a fire hydrant.

(2)

All Other Buildings.

(A)

500 feet between fire hydrants.

(B)

No building further than 400 feet from a fire hydrant.

(c)

Measurement of Required Distances. The required distance between all hydrants shall be measured along the road right-of-way, approved access easements, or approved access routes, as a fire apparatus would travel. Distances shall not be measured across private property not designed and approved for Fire Department access. Fire hydrants shall not be accessed across medians or major roadways with traffic counts of more than 30,000 vehicles per day, unless specifically approved by the fire marshal. The distances above shall be measured independently of the hydrants on the opposite of said roadways.

(d)

Connections. Hydrants shall be connected to mains in accordance with the city's current standard detail and construction requirements. Each hydrant shall be able to be isolated from flow through use of a proximate watch valve.

(e)

Free Flow Requirements. An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings, or portions of buildings are hereafter constructed or moved into the jurisdiction as prescribed in the Florida Fire Prevention Code recognized in Sec. 6-14(a) of the City Code. The minimum accepted fire flow for any existing single family dwelling shall be not less than 500 Gallon Per Minute (GPM); and 1,000 GPM for exiting residential duplex dwellings. Where hydraulic calculations are utilized to prove the required fire flow is available, the minimum acceptable design pressure shall be not less than 25 psi. When determined by the City that the adopted fire flow requirements cannot be met, the City shall have the authority to accept alternative methods as it deems appropriate.

(f)

Fire Hydrants.

(1)

Manufacturer. All fire hydrants shall have a minimum 5¼-inch valve opening and shall be manufactured and tested in complete accordance with the latest edition of AWWA C502, Standard for Dry-Barrel Fire Hydrants, as published by the American Water Works Association and shall be installed in accordance with city standards.

(2)

Nozzles. Hydrants shall have one 4½-inch pumper nozzle and two 2½-inch hose nozzles. The nozzle caps shall be furnished with rubber gaskets to prevent leakage. The thread and operating nut shall not be painted; the barrel of the hydrant shall be painted red.

(3)

Stem Threads. Bonnet shall be of dry top design. All stem threads and bearings shall be protected with an automatic self-oiling or grease case system. Stem thread shall be low friction acme. Hydrants with stem threads (upper or lower) that are constantly exposed or immersed in the water shall not be acceptable.

(4)

Traffic Design. Hydrants shall be traffic design with a break flange and lugs just above the ground line. Undercut bolts are not acceptable. Hydrants shall be compression type main valve that opens against the pressure. All operating parts, including valve seat, shall be removable through the barrel, without digging. The shoe shall have drain holes that will operate automatically. Toggle joints and mechanically operated drain valves are not acceptable. Main valve opening shall be at least 5¼ inches to assure optimum flow.

(5)

Flow Charts. Flow charts shall be submitted for all hydrants. Flow charts shall be based on five-foot trench with six-inch diameter inlet. Flow loss shall not exceed 3.80 psi at 1,000 GPM through 4½ inch pumper or four psi through 2½ inch nozzles.

(6)

Vertical Distance. The vertical distance from the centerline of the nozzle caps to finished grade shall be 18 inches minimum. Hydrants shall be installed with breakable flange at a four-inch maximum distance above ground line.

(7)

Acceptable Manufacturers of Hydrants. The hydrants acceptable shall be either the Kennedy K81Guardian with a 5¼-inch barrel, or American Darling B84B5 with 5¼-inch barrel or Mueller Super Centurion with a 5¼-inch barrel.

(8)

Installation. Hydrants shall be installed plumb and in true alignment with the connection pipes to the water main. They shall be securely restrained.

(9)

Placement. Hydrants shall be located no less than five feet and no more than ten feet from the edge of pavement of the adjacent roadway and no less than five feet away from any physical feature which may obstruct access or view of any hydrant. In cases where this distance conflicts with the sight triangle, special review shall be made by the Public Works Director and fire marshal to determine acceptable location. Steamer port shall be correctly positioned for the proper connections.

(10)

Valve Locations. An approved hydrant valve shall be located at and permanently connected to the water main tee with two rods at 180 degrees to each other on either side of the valve.

(11)

Fire Flow Tests. Fire flow tests will be conducted by the installer per NFPA 291 "Recommended Practice for Fire Flow Testing and Marking of Hydrants" and witnessed by the Public Works Director upon completion of construction. Such fire flow tests must conclusively demonstrate that engineering and construction standards have, in fact, produced the requisite fire flows prior to occupancy of structures.

(12)

Painting and Pavement Marking of Fire Hydrants.

(A)

Hydrants on Public Utility Lines.

1.

All fire hydrants on public utility lines shall be painted silver. Color coding of the hydrants to illustrate available fire flow amounts shall be accomplished per the guidelines of NFPA 291, Recommended Practices for Fire Flow Testing and Marking of Hydrants.

2.

In new installations, the contractor shall be responsible for painting the fire hydrant silver. The city shall flow test and paint the bonnet the appropriate color.

3.

In existing public installations, the city is responsible for painting the hydrant and bonnet.

(B)

Hydrants on Private Lines.

1.

All fire hydrants on private lines shall painted red. Color coding of the hydrants to illustrate available fire flow amounts shall be accomplished per the guidelines of NFPA 291, Recommended Practices for Fire Flow Testing and Marking of Hydrants.

2.

In new installations, the contractor shall be responsible for painting the fire hydrant red, performing the flow test and painting the bonnet the appropriate color. In existing installations, the private hydrant owner shall be responsible for painting the hydrant barrel red, performing the flow test and painting the bonnet the appropriate color. The private hydrant owner shall be responsible for performing annual flow tests and painting as necessary.