4599 Modifications to Schedule OOrdinance No. 2021-4599
An ordinance of the City Commission of the City of Sanford, Florida
substantially and comprehensively revising and amending the
provisions of Schedule "0", City of Sanford Code/Land Development
Regulations, relating to drainage, easements and site
preparation/excavation requirements; providing for a savings
provision; providing for conflicts; providing for severability; providing
for codification and the correction of scrivener's errors and providing
for an effective date.
Be it enacted by the People of the City of Sanford, Florida:
Section 1. Substantial And Comprehensive Revision And Amendment Of
Schedule "0", City of Sanford Code/Land Development Regulations, Drainage,
Easements And Site Preparation/Excavation Requirements.
(a). Schedule "0" of the City of Sanford Cade/Land Development Regulations is
substantially revised and amended to read as set forth in the Exhibit to this Ordinance
which, by this reference thereto, is incorporated herein as if fully set forth herein verbatim.
(b). The Exhibit to this Ordinance is, to some extent, legislatively coded with
underling representing additions or amendments and strike-throughs as deletions.
(c). Regardless as to whether the coding is present or not, the City Commission
adopts the text that is not stricken through as the text that is enacted by this Ordinance.
Section 2. Conflicts.
All ordinances or part of ordinances in conflict with this Ordinance are hereby
repealed.
Section 3. Severability.
If any section, sentence, phrase, word, or portion of this Ordinance is determined
to be invalid, unlawful or unconstitutional, said determination shall not be held to
invalidate or impair the validity, force or effect of any other section, sentence, phrase,
I I Pa 'L� "
word, or portion of this Ordinance not otherwise determined to be invalid, unlawful, or
unconstitutional.
Section 4. Savings; Effect Of Ordinance.
The prior actions of the City of Sanford in terms of the matters relating to any and
all actions and activities of the City pertaining to the City's Land Development
RegulationslLand Development Code, or of an associated nature, are hereby ratified and
affirmed.
Section 5. Codification; Scrivener's Errors.
(a). The exhibit referenced in Section 1 of this Ordinance shall be codified and
all other sections shall not be codified.
(b). The sections, divisions and provisions of this Ordinance may be
renumbered or re -lettered as deemed appropriate by the Code codifier.
(c). Typographical errors and other matters of a similar nature that do not affect
the intent of this Ordinance, as determined by the City Clerk and City Attorney, may be
corrected with the endorsement of the City Manager, or designee, without the need for a
public hearing.
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Section 6. Effective Date.
This Ordinance shall become effective immediately upon enactment.
Passed and adopted this 26th day of April, 2021.
Attest:
aoo't (P-V)u0'Itni' mw
Traci Houchin, MMC, FCRM
City Clerk
Approved as to form and legal sufficiency
'o
011-lia-m L. Colbert
City Attorney
City Commission of th
Sanford, Florida
City of
31 PEi ,c
SCHEDULE 0
DRAINAGE, EASEMENTS AND SITE DEVELOPMENT
REGULATIONS
SECTION 1.0 GENERAL CRITERIA/PRINCIPLES OF APPROVALS
The purpose of these regulation fequir-emenl.s is to regulate stonnwater
management I in order to protect the public health, safety and welfare. The following
general criteria shall apply provided however, that these
regulations shall not be construed or applied to conflict with the provisions of Section 166.033,
F,Iorida Statutes. When the term "regulation" is used in this Sch-Idule, it means all City codes.
ordinances and regulations, and rules if rulemakina authority has been granted which address
storrnwater management.
A. Maintain Predevelopment Conditions.
Development (including, but not limited to alteration or modification
of a site) shall be implemented in such a manner as to preserve the pre -development direction, rate
and flow characteristics of stonnwater run-off. With regard to sites with positive outfall, the post -
development rate of runoff shall not be greater than the pre -development condition. With regard to
sites without positive outfall or in closed basins, the post -development rate and volume of runoff shall
not be greater than the pre -development condition. The term "development" is used as intended in
Section 163.3164 (14). Florida Statutes, which adopts the meaning set forth in s. Section 380.04,
Florida Statutes, which is a comprehensive definition.
B. Provide Necessary Facilities. All development shall provide for such
water retention and settling structures and flow -attenuation devices as may be necessary to
ensure compliance with all City regulations.
C. Nonstructural Approach Preferred. When practicable , the nonstructural approach
shall be used to meet both surface water quantity and quality regulations requirements.
D. Stand -Alone Systems. The drainage system for each phase of a development shall comply
with meet the r-equirements ^r these regulations. Such systems shall be functionally
independent and not tied to -future development. They may also provide for future (unbuilt)
phases of the development project -
E. Upstream Runoff. Run-off from adjacent properties shall not be blocked by site
development. The drainage system for each development shall be designed to
accommodate existing upstream runoff.
F. Maintain Existing Surface Drainage. Site alteration shall not adversely affect existing
surface water flow pattern. When consistent with Sound and generally accepted engineering
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practices and principles drainage sub -basin boundaries shall
be maintained.
G. Steep Ditches Prohibited. Open drainageways with slopes of greater than three to one (3:1)
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are prohibited and unlawful.
H. Natural Drainageways and Watercourses. Developments that contain an existing natural
drainageway, watercourse, floodplain and/or adjacent vegetation shall maintain and
incorporate such natural features into the project design. The design shall
I ' - ensure that sediments will not enter such natural drainage.
1. Rates and Volumes of Runoff. - -Rates and volumes of storm water runoff,
whether discharged into natural or artificial watercourses, shall meet existing water quality
standards at the first downstream receiving water body for which such standards have been
established.
J. Prevent Adverse Impact. Site - development shall not cause siltation of wetlands,
pollution of downstream wetlands or reduce the natural retention or filtering capabilities of
wetlands. Notwithstanding the foregoing provision, the City shall not be responsible for any
adverse downstream impacts that are actionable under civil liability principles that mgy result
from the development or use of upstream properties.
K. Maximize Recharge. Developments shall be designed to
maximize the amount of natural rainfall which is infiltrated into the soil and to minimize direct
overland runoff into adjoining streets and watercourses. Storm water runoff from roofs and
other impervious surfaces shall be diverted into swales or terraces on the lot when
practicable.
L. Overland Flow. When consistent with sound and generally accepted
engineering practices and principles, runoff from impervious areas shall be diverted so as to
flow over vegetated areas prior to flowing into gutters, stormdrains and retention areas. A
mininIL1111 slope of 1.5% needs to be maintained to drain runoff across all non -paved areas.
M. Drainage Easements, General. Where a rational nexus exists and a rough proportionality
test supports the requirement,
easements for drainage facilities, shall
be granted to the City and shall be in a form that is eapyeyg4 pr -evided t e7Qj� �subject to
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approval by the City Attorney.
N. Off-site Easements. Off-site easements necessary to the function of the drainage system shall
be shall be provided as may be needed with title to properties and drainage rights being
demonstrated to exist consistent with controlling law.
O. Easements on Plans. Easements for drainage facilities must be shown on required plans and
approved in the applicable manner set forth in this Schedule. Recording information shall be
inserted on the plans and a title search may be reauired by the Citv when such is deemed
necessary for an adequate review of the plans which requirement may extend to abutting and
downstream properties.
P. Off-line. The storage of a specified volume of the initial stormwater in such a manner
so that subsequent runoff in excess of the specified volume does not flow into
the area storing the initial stormwater is required.
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Q. On-line. The plans shall demonstrate that the The storage of a specified volume - , - of
the initial stormwater in such a manner so that subsequent runoff in excess of the specified
volume does flow into the area storing the initial stormwater.
S. Effect and Limitations as to ADDrovals. Nothiniz in this Schedule nor anv action taken or
not taken by the City relative to any action taken or approval granted under the provisions of
this Schedule shall be construed, deemed or result in any liability upon the City and the City's
actions are administrative in nature and the applicant and her, his or its consultants shall bear
sole and plenary responsibilily for M and all damages of M type or nature, under every
legal theory whatsoever, resulting from the use of system gpproved under this Schedule, to
include, but not in any way limited to, the flooding of the property being developed, abutting
and other properties, however remote, and upstream and downstream properties.
SECTION 2.0 SPECIFIC DESIGN CRITERIA AND STANDARDS
A. Facility Type by Storm Event. Drainage for the following facility types shall be designed
according to the corresponding storm events:
EaciliLv Type Storm Event
Retention/detention for parcels
with positive outfall: 25 year, 24 hour
Retention for parcels without
positive outfall: 25 year, 96 hour
Closed drainage for urban streets
with piped drainage: 10 year, 24 hour
Open drainage for rural streets
with swales: 10 year, 24 hour
Canals, ditches, culverts and other
off -the -premise facilities: 25 year, 24 hour
Bridges and major highway crossings: 100 year, 24 hour
The design frequency may be increased if deemed necessary by the Administrative Official
based upon sound and generally accepted engineering practices and principles.
B. Increased Size When Necessary. The Administrative Official shall have the authority to
increase the minimum required width of drainage easements, based upon sound and generally
accepted engineering practices and principles, in order to provide for
proper access, maintenance or functioning of the drainage system.
C. Design Based on Soils. The design of stormwater management facilities shall be based upon
soil conditions as set forth in the Soil Survey of Seminole County, Florida and any
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supplements thereof as prepared by the U.S. Department of Agriculture, Natural Resources
Conservation Services In areas where the soils are poorly drained
or experience a high groundwater table, such facilities shall be designed for wet detention or
detention with filtration. In areas where the soils are well drained, such facilities shall be
designed for retention, retention/detention and/or exfiltration.
D. Drainage Easements. When required for drainage of the area to be subdivided or otherwise
developed, drainage easements shall be provided in the manner prescribed in this Schedule
and shall be of such dimensions as are necessary to permit proper construction and
maintenance of drainage facilities based on the drainage system of the area. The relationship
between the type of drainage system and the minimum width of the easement shall be as
follows subject to a rational nexus and rough proportionality analysis:
DRAINAGE SYSTEM
Closed Draingge System
Open Drainage Systems
Depth = 1'
Depth = 2'
Depth = 3'
Depth = 4'
Depth = 5'
Depth = 6'
Depth = 7'
Depth = 8'
Depth = 9'
Depth= 10'
MINIMUM
EASEMENT WIDTH*
30'
30'
35'
55'
60'
65'
70'
75'
90,
95'
100,
*Easement width may be increased dependent on size, location and depth of pipe. Easement width
shall be sufficient to contain the pipe and all excavation necessary to access/replace the Pipe Without
need for special trench shoring. Easements shall be sized such that an adequate area is available for
maintenance purposes.
SECTION 2.1 RETENTION FACILITIES
Retention Systems. Retention systems are designed to store a specific
volume, and regulate discharge of stormwater runoff into surface waters of the state by
I on-site hripoundment
Retention systems shall comply with the following- requirements.
A. Dedicated Retention Pond Plat. Retention ponds, and access ways to ponds, within platted
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subdivisions shall not be dedicated or conveyed in the form of an easement, but., rather shall
be platted as a separate tract of land dedicated to the entity responsible for maintenances
provided, however, that, a note shall be placed on the plat that the entity to which the
dedication relates matey M time, require the fee simple owner to convey the tract to the
enti1y.
B. Redeveloped Sites. Alterations, expansions and activities which do not cause an increase or
net decrease in impervious area
shall provide, as a minimum, for one of the following:
1. Maintain or relocate existing stormwater facilities without loss of capacity that meet
or exceed the requirements in subparagraphs (2.) and (3.)
2. Off-line retention of the -first one half (1/2" of runoff or one and one quarter (1-1/4",
of runoff from the impervious area, whichever is greater, or
1 On-line retention of an additional one half (1/2" of runoff over that volume specified
in subparagraph (L)
C. Post -Storm Capacity.
Retention facilities shall be designed to ensure dry
bottom within 72 hours after the design storm event. Dry bottom shall mean the absence of
standing water. The storage volume must be provided by a decrease of stored water caused
only by percolation through soil, evaporation or evapotranspiration.
D. Retention of First Half -Inch Runoff. Retention facilities shall provide for either of the
following:
I . Off-line retention of the first 1/2" of runoff or one and one quarter 1-1/4" of
runoff from the impervious area, whichever is greater, or
2. On-line retention of an additional 1/2" of runoff over that volume specified in
subparagraph (I.)
E. Retention Volume. Retention ponds shall be designed to retain the
difference in runoff volume between pre- and post -development or the pollution abatement
volume, whichever is greater. In Class A or B soil types, the volume of storrilwater runoff
which will be recovered by percolation during the storm may be considered, if the analysis
includes soil properties based on specific soil borings performed in the proposed pond
location.
F. Peak Discharge. Retention ponds shall include an outfall structure, except where determined
unnecessary by the Administrative Official, based upon sound and generally accepted
engineering practices and principles, to regulate the post -development discharge rate to at or
below the pre -development discharge rate. The outfall shall preserve the pre -development
direction, rate and flow characteristics.
G. Discharge to Outstanding Florida Waters. Retention systems which direct discharge to
Class 1, Class 11, or Outstanding Florida Waters shall provide either of the following:
At least an additional 50% of the applicable treatment volume specified in
subparagraph D.1 Off-line retention must be provided for at least the first 1/2"
of runoff or 1-1/4" of runoff from the impervious area, whichever is greater, of
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the total amount of runoff required to be treated; or
2. On-line retention of the runoff from the three-year, one-hour storm or an additional
1 1 50% of the treatment volume specified in subparagraph D.2, above, whichever
is greater.
H. Construction Requirements. Retention facilities shall comply with the following:
Maintenance Berms. Maintenance berms shall be provided and shall be
a minimum of 15' in width for ponds with fencing and a minimum of
I I .--I I 10" in width for ponds without fencing. For ponds serving small drainage
areas (less than 5 -acres), where the applicant demonstrates that berm stability and
access for maintenance is sufficient, the above widths may be reduced, based upon
sound and generally accepted engineering practices and principles, by the
Administrative Official.
2. Fencing. -'enced in areas utilizing retaining walls with a 30" or
higher grade differential, when side slopes exceed the 4:1 maximum or when the
Administrative Official determines that it is in the Public's best interest due to health
or safety concerns. when the water depth exeeeds two (2) feet for a period greater- than
twenty four (24) hours or the depth of the f4eility exeeeds five (5) faet—.The required
fence shall comply with Schedule F.
3. Freeboard. A minimum of F of freeboard above the design high water elevation
shall be provided. For ponds serving small drainage areas (less than 5 acres), where
the applicant demonstrates that a lesser freeboard is sufficient, the above freeboard
may be reduced by the Administrative Official. For ponds with reduced freeboard, the
applicant must demonstrate that the design will attenuate post -development discharge
rates for the 100 -year, 24-hour stone event at or below pre -development discharge
rates.
4. Side Slopes. Maximum allowable side slopes shall be 4:1 unless otherwise approved
by the Administrative Official.
Vegetative Slope Stabilization. Retention systems shall be stabilized with pervious
material or permanent vegetative cover. Permanent vegetative cover must be utilized
except for I pervious pavement systems, when Soil Conservation Service
hydrologic group "A" soils underlie the retention basin.
The disturbed areas in and around the ponds shall be revegetated. Top and side slopes
shall be sodded Bottoms shall be seeded and mulched.
6. Pond Bottom Dimension. Minimum pond bottom dimension shall be 4' and shall be
a minimum of (24" above the seasonal high ground water table.
7. Structure Requirements. All pipes entering or leaving the retention/detention ponds
shall have a permanent end treatment (i.e., headwall, mitered collar,
control structure, etc.) and include energy dissipation.
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8. Outfall Structures. An outfall structure shall be - : provided for
retention systems unless it is proven, using sound and generally accepted engineering
principles and practices, that the outfall structure is unnecessary -
The location of the structure and the
shape of the pond shall be designed such that no "short-circuiting" of the flow occurs
and that maximum disposition of suspended solids is achieved. In all cases, retention
facilities shall be designed considering the event of a possible overflow. A path for
such overflow shall be determined and structures in the development so situated that
no flood damage - occurs either on-site or off-site.
a) When the outfall structure employs a weir within an inlet to control the water
surface (diversion box), the structure shall be oversized and provide an access
manhole or grate on - - -- both sides of the weir.
b) Outfall structures shall be designed to prevent floating materials and oils from
being discharged into the receiving waters. Outfall structures shall be as
simple as possible and shalt employ fixed control elevations (i.e., no valves,
removable weirs, pumps, etc.).
C) Outfall structures shall limit peak off-site discharges to pre -development rates.
d) Whenever a broad -crested weir is used as an outfall/discharge, the surl.'ace
where the run-off flows over the weir shall be of a hard material, such as,
concrete, geogrid, fabriform, etc., to prevent erosion and preserve the designed
elevation of the weir.
9. Design Without Positive Outfall. Developments without a positive outfall or which
discharge directly to a landlocked basin shall retain all runoff resulting
from the design storm as computed for the developed condition. The pond shall
recover the required volume by percolation through soil, evaporation or
evapotranspiration within 14 days after the store event.
10. Filled Bernis. Where filled berms will store water in excess of 2' above surrounding
grade, calculations supporting the stability of the filled berms shall be submitted,
under seal, by a geotechnical engineer. In all cases of filled berms, if excess seepage
may be expected through the berm, a clay core liner may be required.
11. Retaining Walls. If retaining walls are utilized as part of retention ponds, they may
not exceed more than 50% of the perimeter of the pond. The arrangement of walls
must not impede pond access and maintenance. The wall design shall also comply
with Schedule G.
SECTION 2.2 WET DETENTION STORMWATER MANAGEMENT SYSTEMS.
Wet detention systems collect and temporarily store stormwater in a permanently wet impoundment
in such a manner as to provide for treatment though physical, chemical, and biological processes with
subsequent gradual release of the stormwater.
is
Wet detention stormwater management systems shall comply with the following
A. Dedicated 11 Detention Pond Plat. Detention ponds, and access ways to
ponds, within platted subdivisions shall not be dedicated or conveyed in the form of an
easement but rather shall be platted as a separate tract of land dedicated to the entity
responsible for maintenance; provided, however, that, a note shall be placed on the plat that
the entity to which the dedication relates mqy, at an time, require the fee simple owner to
convey the tract to the entity.
B. Redeveloped Sites. Development which does not cause
an increase or net decrease in impervious area shall be required to comply only with Paragraph
C, of this Section.
C. Retention of Runoff. Pollution abatement shall be accomplished by providing a treatment
volume of the greater of the following:
1. First I " of runoff, or
2. 2.5" of runoff from the impervious area.
D. Outfall Criteria. Detention ponds and detention with filtration ponds shall
have an outfall structure3
The location of the structure and the shape of the pond shall be designed such that no "short-
circuiting" or stagnation of the flow occurs and that maximum removal of
suspended solids is achieved.
I When the outfall structure employs a weir within an inlet to control the water surface
(diversion box), the structure shall be oversized to provide an access manhole or grate
on both sides of the weir sufficient for maintenance.
2. The outfall shall be designed to prevent floating materials and oils from being
discharged into the receiving waters. Outfall structures shall be as simple as possible
and shall employ fixed control elevations (i.e., no valves, removable weirs, pumps,
etc.).
3. The outfall structure shall limit peak off-site discharges to pre -
development rates. The structure shall be the discharge point for the filtration system.
4. Detention ponds shall be designed so that the outfall structures shall bleed down 50%
the volume of stormwater as required by the design specifications
within 24 to 30 hours following a storm event,
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but no more than 1/2 of this volume will be discharged within the first 24 hours.
5. Whenever a broad -crested weir is used as an outfall/discharge, the surface where the
run-off flows over the weir shall be of a hard material, such as, concrete, geogrid,
fabriform, etc. to prevent erosion and preserve the designed elevation of the weir.
E. Design Without Positive Outfall. Developments without a positive outfall or which
discharge directly to a landlocked basin - shall retain all runoff resulting from the
design storm as computed for the developed condition.
F. Detention with Filtration. Detention with filtration ponds shall be designed to attenuate
peak outflows to pre -development rates and to provide filtration for the pollution abatement
volume.
G. Permanent Pool. Detention with filtration ponds shall contain a permanent pool of water
sized to provide an average residence time of at least 14 days during the wet season (June -
October).
H. Littoral Zone. Detention with -filtration ponds shall provide a littoral zone to be designed
as follows:
1. The littoral zone shall be gently sloped (6:1 or flatter). At least 30% 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 pon s at the
control elevation.
2. The treatment volume should not cause the pond level to rise more than 18" above the
control elevation unless the applicant demonstrates, using sound and
generally accepted engineering principles and practices, that the littoral zone
vegetation will survive at greater depths.
3. 80% coverage of the littoral zone by aquatic plants, approved by the City, is
required within the first (24 months of completion of the system or as otherwise may
be specified by permit conditions.
4. To meet the 80% coverage requirement, planting of the entire littoral zone is
recommended. As an alternative, portions of the littoral zone may be established by
placement of wetland topsoils (at least _ deep ) containing a seed
source of desirable native plants. When utilizing this alternative, the littoral zone
shall be stabilized by mulching or other means and at least the portion of the littoral
zone within 25' of the inlet and outlet structures - shall be planted.
5. In Lieu of Littoral Zone. In lieu of the requirements of paragraph H, the
applicant may provide either of the following:
a) At least _50% additional permanent pool volume over that specified in
Paragraph G, above; or
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b) Treatment of the stonnwater pursuant to I I rules 40C -
42.024(2)(B)2., 3., 4., 6., or (C), F'107-ida Adinh7i,Ytrative Code (F.A.C), prior
to the stormwater entering the wet detention pond.
I. Pool Depth. Detention with filtration ponds shall be designed so that the mean depth of the
permanent pool is between 2' and 8' and the maximum depth does not exceed twelve (12'
below the invert of the bleed down device, unless the applicant affirmatively demonstrates,
using sound and generally accepted engineering principles and practices, that alternative
depths will not inhibit the physical chemical, and biological treatment processes or cause the
resuspension of pollutants into the water column due to anaerobic conditions in the bottom
sediments and water.
J. Flow Paths. Detention with filtration ponds shall be designed so the flow path through the
pond has an average length to width ratio of at least 2:1. The alignment and location of inlets
and outlets . shall be designed to maximize flow paths in the pond. If short flow paths
are unavoidable, the effective flow path shall 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.
K. Bleed Down Devices. Detention with filtration ponds shall be designed so that bleed down
devices incorporating dimensions smaller than 3" minimum width or less than 20 degrees
for "v" notches include a device to eliminate clogging. Examples include baffles, grates
and pipe elbows.
L. Location of Bleed Down Devices. Detention with filtration ponds shall be designed so that
bleed down structure invert elevations are at or above the estimated post -development normal
ground water table elevation. If the structure is proposed to be set below this elevation, ground
water inflow, shall be considered in the drawdown calculations, calculation of average
residence time, estimated normal water level in the pond, and pollution removal efficiency of
the system. Proposed peak discharge resulting from the design storm for the parcel shall not
exceed predevelopment peak discharge
M. Access. Detention with filtration ponds shall , provide for permanent maintenance easements
or other acceptable legal instruments, as approved by the City Attorney, to allow for access to
and maintenance of the system, including the pond, littoral zone, inlets, and outlets. The
easement or other acceptable instrument must cover the entire littoral zone.
N. Discharge to Outstanding Florida Waters. Wet detention systems which direct discharge
to Class 1, Class 11, or Outstanding Florida Waters shall provide:
the requirements in paragraphs D, H, and K -M
2. an additional 50% of the applicable treatment volume specified in paragraph C,
and
an additional 50% of the applicable permanent pool volumes specified in paragraphs
G or H.5 -
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Q. Additional Construction Requirements. Detention facilities shall comply with
the following:
I Maintenance Berms. Adequate maintenance berms shall be provided and shall be a
minimum of . 15' in width for ponds with fencing and a minimum of
I I 10' in width for ponds without fencing. For ponds serving small drainage areas
(less than 5 acres), where the applicant can demonstrate, using sound and generally
accepted engineering principles and practices, that berm stability and access for
maintenance is sufficient, the above widths may be reduced by the Administrative
Official.
2. Fencing. Be fenced in areas utilizing retaining walls with a 30" or
higher grade differential, when side slopes exceed the 4:1 maximum or when the
Administrative Official determines that it is in the public's best interest due to health
or safety concerns. when the water- depth exeeeds two (2) feet foF a period gfeater th
tweiA�, fouf (24) hours of the depth of the f4eility exeeeds five (5) The required
fence shall comply with Schedule F.
3. Freeboard. A minimum of F of freeboard above the design high water elevation shall
be provided. For ponds serving, small drainage areas (less than 5 acres), where the
applicant can demonstrate, using sound and generally accepted engineering principles
and practices, that a lesser freeboard is sufficient, the above freeboard may be reduced
by the Administrative Official. For ponds with reduced freeboard, the applicant must
demonstrate that the design will attenuate post -development discharge rates for the
100 -year, 24-hour storm event at or below pre -development discharge rates.
4. Side Slopes. Maximum allowable side slopes shall be 4:1 unless otherwise approved
by the Administrative Official, based on sound and generally accepted engineering
principles and practices. Slopes shall be sodded to V above the bleeder invert
elevation.
5. Bottom Dimension. Minimum pond bottom dimension shall be 4'.
6. Structure Requirements. All pipes entering or leaving , a retention/detention
pond shall have a permanent end treatment (i.e., headwall, mitered collar,
control structure, etc.) and include energy dissipation.
7. Filled Berms. Where filled berms will store water in excess of 2, above surrounding
grade, calculations supporting the stability of the filled berm shall be submitted by a
geotechnical engineer under seal. In all cases of filled berms, if excess seepage may
be expected through the been, a clay core liner may be required.
8. Retaining Walls. If retaining walls are utilized as part of a detention pond, they may
not exceed more than 50% of the perimeter of the pond. The arrangement of walls
shall not impede pond access and maintenance. The wall design shall comply with
Schedule G.
9. Fountains. Wet detention ponds shall have a fountain or fountains installed which
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shall be decorative in nature. The size and number of fountains shall be proportional
to the area of the pond and equipment used.
SECTION 2.3 DETENTION WITH FILTRATION SYSTEMS.
Detention with filtration systems is the selective removal of pollutants from stormwater by the
collection and temporary storage of stormwater and the subsequent gradual release of the stormwater
into surface waters of the -State through at least 2' of suitable fine textured granular media such as
porous soil, uniformly graded sand, or other natural or artificial fine aggregate, which may be used in
conjunction with filter fabric and/or perforated pipe.
Detention with filtration systems shall comply with the following: standat-&.
A. Retention of Runoff. Pfov-ide pollution abatement shall be accomplished by providing
detention with filtration for the greater of the following:
I Off-line detention with filtration of the first I" of runoff or 2.5" inches of runoff
from the impervious area, whichever is greater; or
2. On-line detention with filtration of an additional 1/2" of runoff over that volume
specified in subparagraph I , whichever is greater.
B. Post -Storm Capacity. Detention with filtration systems shall provide the capacity for the
specified treatment volume of stormwater within 72 hours following a storm event.
C. Filter Material. Detention with filtration systems shall have pore spaces large enough to
provide sufficient flow capacity so that the permeability of the filter is equal to or greater than
the surrounding soil. The design shall ensure that the particles within the filter do not move.
When sand or other fine textured aggregate, other than natural soil, is used for filtration, the
filter material shall be of quality sufficient to satisfy the following requirement:
Filter material shall I be washed (less than 1% silt, _ clay and organic
matter) unless filter cloth is used which is suitable to retain the silt, clay and organic
matter within the filter:
2. Filter material shall have a uniformity coefficient of 1.5 or greater, but not
more than 4.0.
Filter material shall have an effective grain size of 0.20 to 0.55 millimeters in
diameter. These criteria are not intended to preclude the use of multilayered filters
nor the use or materials to increase ion exchange, precipitation or the pollutant
absorption capacity of the filter.
D. Maintenance and Inspection. Detention with filtration systems shall include, at a
minimum, capped and sealed inspection and cleanout ports which extend to the surface of the
ground at the following locations for each drainage pipe:
The terminus; and
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2. Every 400' or every bend of 45 or more degrees, whichever is less.
E. Filter Stabilization. Detention with filtration systems shall utilize filter fabric or other
means to prevent the filter material from moving or being washed out through the perforated
pipe.
F. Safety Factor. Detention with filtration systems shall be designed with a safety factor of at
least 2 unless the applicant affirmatively demonstrates based on plans, test results, calculations
or other information that a lower safety factor is appropriate for the specific site conditions.
Examples of
applying safety factors include, but are not limited to, the following:
1. Reducing the design percolation rate by half;
2. Doubling the length of the filtration system; or
3. Designing for the required draw down within 36 instead of 72 hours.
G. Invert Elevation of the Perforated Pipe. Detention with filtration systems shall be
designed so that the invert elevation of the perforated pipe is above the seasonal high ground
water table elevation. If the pipe is proposed to be set below this elevation, the pipe should
be separated by structural means from the hydraulic contribution of the surrounding water
table or groundwater inflow must be considered in the drawdown calculations.
H. Discharge to Outstanding Florida Waters. Filtration systems which direct discharge to
Class 1, Class 11, or Outstanding Florida Waters shall provide either of the following:
1. At least an additional 50% of the applicable treatment volume specified in
subparagraph A.I., above. Off-line detention with filtration shall be provided
for at least the first I" of runoff or 2.5" of runoff from the impervious area, whichever
is greater, of the total amount of runoff required to be treated; or
2. On-line detention with filtration of the runoff from the 3 -year, 1 -hour storm or an
additional 50% of the treatment volume specified in subparagraph A.2.,
whichever is greater.
I. Additional Construction Requirements. Detention with filtration facilities shall comply
with the following
1. Outfall Criteria. Have an outfall
structure, except where deemed unnecessary by the Administrative Official, based
upon sound and generally accepted engineering practices and principles. The location
of the structure and the shape of the pond shall be designed such that no "short-
circuiting" of the flow occurs and that maximum disposition of suspended solids is
achieved.
(a) When an - outfall structure employs a weir within an inlet to control the water
surface (diversion box), the structure shall be oversized and provide an access
manhole or grate on either side of the weir. Outfall structures shall be designed to
prevent floating materials and oils from being discharged into the receiving
Loin]
waters. Unless otherwise approved by the Administrative Official, based upon
sound and generally accepted engineering practices and principles, outfall
structures shall be as simple as possible and shall employ fixed control elevations
(i.e., no valves, removable weirs, pumps, etc.).
(b) I Each outfall structure shall limit peak off-site discharges to
pre -development rates and shall be the discharge point for the
filtration system.
(c) Detention with filtration ponds shall be designed to attenuate peak outflows to
pre -development rates and to provide filtration for the pollution abatement
volume.
2. Maintenance Berms. Provide - adequate maintenance berms
- I I which are a minimum of - 15' in width for ponds with fencing and
a minimum of 10' in width for ponds without fencing. For ponds serving
small drainage areas (less than 5 acres), where the applicant can demonstrate that berm
stability and access for maintenance is sufficient, based upon sound and generally
accepted engineering practices and principles, the above widths may be reduced by
the Administrative Official, based upon sound and generally accepted engineering
practices and principles.
3. Fencing. Be fenced in areas utilizing retaining walls with a thirty (30"
or higher grade differential, when side slopes exceed the 4:1 maximum or when the
Administrative Official determines that it is in the public's best interest due to health
or safety concerns. when the water depth exceeds two (2) feet for a period greater- th
twepA�, four- (24) hours or- the depth of the f4eility exceeds five (5) fee he required
fence shall comply with Schedule F.
4. Freeboard. Be designed to have a minimum of I' of freeboard above the design
high water elevation shall be provided. For ponds serving small drainage areas (less
than 5 acres), where the applicant demonstrates that a lesser freeboard is sufficient,
the above freeboard may be reduced with the approval of the Administrative Official,
based upon sound and generally accepted engineering practices and principles. For
ponds with reduced freeboard, the applicant must demonstrate that the design will
attenuate post -development discharge rates for the 100 -year, 24-hour storm event at
or below pre -development discharge rates.
5. Side Slopes. Provide maximum allowable side slopes , are 4:1 unless
otherwise approved by the Administrative Official, based upon sound and generally
accepted engineering practices and principles.
6. Bottom Dimension. Provide minimum bottom dimension of 4'.
7. Structure Requirements. Ensure that pipes entering or leaving the
retention/detention ponds shall have a permanent end treatment (i.e., headwall,
mitered collar, control structure, etc.) which include energy
dissipation.
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8. Filled Berms. Where filled berms will store water in excess of 2' above surrounding
grade, calculations supporting the stability of the filled berm shall be submitted by a
geotechnical engineer. In all cases of filled berms, if excess seepage may be expected
through the berm, a clay core liner may be required.
9. Retaining Walls. If retaining walls are utilized as pail of a detention pond, they may
not exceed more than 50% of the perimeter of the pond. The arrangement of walls
shall not impede pond access and maintenance. The wall design shall also comply
with Schedule G.
SECTION 2.4 UNDERGROUND EXFILTRATION TRENCH SYSTEMS
An underground exfiltration system is the below -ground system consisting of a conduit such as
perforated pipe surrounded by natural or artificial aggregate which is utilized to percolate stormwater
into the ground.
Underground exfiltration trench systems shall:
A. Retention of Runoff. Ensure pollution abatement by providing for either of the following:
Off-line storage of the first 1/2"" of runoff or 1-1 /4 inches of runoff from the
impervious area, whichever is greater, or
2. On-line storage of an additional 1/2" of runoff over that volume specified in
subparagraph 1.
B. Post -Storm Capacity. Provide the capacity for the specified treatment volume of stormwater
within 72 hours following a storm event. The storage volume shall be provided by a
decrease of stored water caused only by percolation into' paragraph A.1, above.
C. Safety Factor. Be designed with a safety factor of at least two unless the applicant
affirmatively demonstrates based on plans, test results, calculations or other information that
a lower safety factor is appropriate for the specific site conditions. Examples of how to apply
this factor include, but are not limited to, reducing the design percolation rate by half or
designing for the required draw down within 36 hours instead of 72 hours.
D. Pipe Standards. B e designed to percolate surface runoff through
a sub -surface system. The exfiltration system shall consist of a minimum 6" diameter
perforated pipe. The perforated pipe shall be surrounded by a minimum of 12" of coarse,
calcium free aggregate. The coarse aggregate shall be completely wrapped by a filter fabric
and the trench shall be backfilled with good, clean sand. Exfiltration systems shall be
designed such that the bottom of the trench is not below the high groundwater table elevation.
E. Sediment Sumps. Provide sediment sumps prior to the trench which
shall:
Remove a particle of 0.1 millimeter in diameter (approximately a No. 100 sieve size)
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unless the applicant affirmatively demonstrates that another grain size is more
appropriate for the site.
2. Be designed for an inflow rate equal to the design peak flow rate of the project's
internal storm water system conveying water to the exfiltration trench.
F. Maintenance and Inspection. Be designed considering
maintenance requirements which provide cleanout and inspection sumps at the terminus of
each pipe.
G. Invert Elevation of Trench. Be designed so that the invert elevation of the trench must be
at least two feet above the seasonal high ground water table elevation unless the applicant
demonstrates based on plans, test results, calculations or other information that an alternative
design is appropriate for the specific site conditions.
H. Capacity to Retain Treatment Volume. B . e designed so that
the system shall have the capacity to retain the required treatment volume without
considering discharges to ground or surface waters.
J. Access Manholes. Locate access manholes I I at terminal ends, turns and
changes in grade and shall be spaced no greater than 300' apart.
K. Discharge to Outstanding Florida Waters. D, irect
discharge to Class 1, Class 11, or Outstanding Florida Waters shall provide either of the
following:
1. At least an additional 50% of the applicable treatment volume specified in
subparagraph A.1 . Off-line storage must be provided for at least the first 1/2"
of runoff or one and 1-1 /4" inches of runoff from the impervious area, whichever
is greater, of the total amount or runoff required to be treated; or
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2. On-line storage of the runofffrom the three-year, one-hour storm or an additional 50%
of the treatment volume specified in subparagraph A.2., whichever is greater.
SECTION 2.5 UNDERDRAIN STORMWATER MANAGEMENT SYSTEMS
An underdrain is a drainage system installed beneath a stormwater holding area to improve the
infiltration and percolation characteristics of the natural soil when permeability is restricted due to
periodic high water table conditions or the presence of layers of fine textured soil below the bottom
of the holding area. These systems usually consist of a system of interconnected below -ground
conduits such as perforated pipe, which simultaneously limit the water table elevation and intercept,
collect, and convey storinwater which has percolated though the soil.
Natural environmental features in the City primarily associated with soil limitations and
high groundwater conditions normally necessitate the provision of underdrains in order to comply
with these drainage requirements. Underdrains
shall:
A. Runoff. Accomplish pollution abatement by providing for either of
the following:
I Off-line storage of the first 1/2" of runoff or 1-1 /4'" of runoff from the impervious
area, whichever is greater; or
2. On-line storage of an additional 1/2" of runoff over that volume specified in
subparagraph A. I
Underdrain systems may contain areas of standing water only following a rainfall.
B. Post -Storm Capacity. Provide the capacity for the specified treatment volume of storrnwater
within 72 hours following a storm event. The storage volume shall be provided by a
decrease of stored water caused only by percolation through soil with subsequent transport
through the underdrain pipes, evaporation or evapotranspiration.
C. Safety Factor. Be designed with a safety factor of at least two unless the applicant
affirmatively demonstrates based on plans, test results, calculations or other information that
a lower safety factor is appropriate for the specific site conditions. Examples of how to apply
this factor include but are not limited to reducing the design percolation rate by half or
designing for the required drawdown within 36 hours instead of 72 hours.
D. Groundwater Drawdown Criteria. Ensure that the water table shall not be lowered
more than 3' below the high water table for the parcel, or the water table shall not be lowered
more than 5' below the high water table at the location of the underdrain.
E. Pond Underdrain Criteria. Be designed to provide a drawdown for
detention basins and to provide detention with filtration for purposes of pollution abatement.
The design of all pond underdrains , , shall be approved by the Administrative Official
based upon sound and generally accepted engineering practices and principles.
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F. Underdrain Outlet. Be designed such that the tailwater elevation
shall not exceed the top of the underdrain outlet pipe.
G. Cleanouts. Pr-evide Ce4eanouts shall be providedatthe ends of
each run and at intervals not to exceed 100'.
H. Maintenance and Inspection Requirements. Include, at a minimum, a capped and sealed
inspection and cleanout ports which extend to the surface of the ground at the following
locations of each drainage pipe:
1. The terminus; and
2. Every 400' or every bend of 45 or more degrees, whichever is less.
All privately maintained pond underdrains - shall be - inspected and maintained
on an annual basis to ensure proper operation. Written confirmation of inspection must be
received by the City within 30 days of the inspection. If the underdrain system no longer
functions as designed and approved, such underdrains shall be removed, replaced or
repaired.
Tree Clearance. Not be located within 15' from any proposed or
existing tree.
Pond Underdrain Standards. Be designed as either a flexible, fine
aggregate filter system or a rigid, coarse aggregate filter system adhering to the following
requirements:
Flexible, Fine Aggregate Filter. The flexible, fine aggregate filter system shall
consist of a minimum 6" diameter, perforated, corrugated tubing continuously
surrounded with a filter fabric envelope (sock) to prevent the soil from moving and
being washed out through the underdrain pipe.. The tubing shall be covered by a
minimum of 2" of fine aggregate conforming to the size and gradation specified in
Section 902, Florida Department of Transportation (FDOT)
Standard Specffications.for Road and Bridge Construction, latest edition. The filter
aggregate shall be backfilled with a blanket of crushed stone or equivalent material.
2. Rigid, Coarse Aggregate Filter. The rigid, coarse aggregate filter system shall
consist of a minimum - 6" diameter perforated PVC pipe. The pipe shall be
surrounded by a minimum of 6" of calcium -free, coarse aggregate meeting Section
901, FDOT Standard Specifications for Road and Bridge Construction, latest edition.
The coarse aggregate shall be completely wrapped in a filter fabric and backfilled with
a minimum of 2' of fine aggregate conforming with Section
902, FDOT ,Staiidcii-dS�)eczficatioi7sfoo- Road and Bridge Construction, latest edition.
3. Indigenous Soil. Provide at least 2' of indigenous soil between the bottom of the
stormwater holding area and the underdrain pipe(s).
4. Discharge Points. Underdrains shall be designed with free gravity outlet at
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carefully selected discharge points. Erosion control measures shall be stabilized with
permanent vegetative cover at all discharge points.
K. Adjacent Property Protection. Not significantly affect water table
conditions on adjacent property. The Administrative Official may
require the applicant to implement specific measures deemed necessary to avoid or
correct any adverse impact of drainage facilities upon adjacent property based upon sound
and generally accepted engineering practices and principles.
L. Discharge to Outstanding Florida Waters. Underdrain systems which direct discharge to
Class 1, Class 11, or Outstanding Florida Waters shall provide either of the following:
I At least an additional 50% of the applicable treatment volume specified in
subparagraph A.1. Off-line storage must be provided for at least the first 1/2"
of runoff or 1-1/4" of runoff from the impervious area, whichever is greater, of
the total amount of runoff required to be treated; or
2. On-line storage of the runoff from a 3 -year, 1 -hour storm or an additional 50% of the
treatment volume specified in subparagraph A.2., - whichever is greater.
M. Roadway Underdrains. Be designed to control the high
groundwater elevation to within I foot of the bottom of the road base. In developments with
more than 500' of roadway underdrain, the flow shall not be routed through the
retention/detention facility, but shall discharge to the receiving waters through an independent
system unless otherwise approved by the Administrative Official based upon sound and
generally accepted engineering practices and principles.
I Unless otherwise approved the slope of roadway underdrains shall conform with the
curb slope. Wherever roadway construction reveals unexpected water bearing strata
that would cause deterioration of the pavement, underdrains or other acceptable
alternative that will provide necessary measures to maintain the structural integrity of
the road will be required even though not shown on the approved plans. The
Administrative Official shall be notified of the presence of such water bearing strata
and shall approve measures to overcome such natural limitations to roadway
construction.
2. All roadway underdrains shall be placed 2' from the back of curb.
3. Roadway underdrains shall not be placed deeper than 6" above the seasonal low water
table level.
4. All roadway underdrains and underdrains located along lot lines shall be clearly
identified on the plans and in the field to prevent their disturbance during utility
installation.
5. Wherever road cuts in otherwise suitable soils indicate that the finish grade will result
in a road -surface -to -water table relationship that adversely exceeds the degree of
limitation stated above, underdrains or other acceptable alternative that will provide
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necessary measures to maintain the structural integrity of the road will be required.
6. Filtering media shall consist of stone, gravel, or slag, contain no friable materials, or
be cementous in nature.
7. Underdrain pipe specifications shall be in accordance with the American Society for
Testing and Materials, Designation D3033-5. Such pipe shall consist of a minimum
6" diameter perforated PVC pipe and shall be surrounded by a minimum of 6"
of calcium -free aggregate. The coarse aggregate shall be completely wrapped in a
filter fabric and backfilled with good, clean sand.
The City will not accept for maintenance any new roadway which is dependent oil
underdrains to control the water table. This includes, but is not limited to, roadways
designed without underdrain, but -found to require them during the bonding period.
The subdivision home/property owner association shall maintain all roadways
utilizing this design and a development order and subdivision plat. or both, as
appropriate shall so clearly state.
SECTION 3.0 ROADWAY DRAINAGE DESIGN
i
9�111'i 1111311111 , Hitl@1107.1111111
All roads shall be designed in accordance with the following standards (see Section 334.03 ),
F7oridaStalitles, for pertinent definitions):
A. Cross -Slope. All roads shall be designed using a standard crown section (runoff directed
from the centerline toward the edge of pavement). Super elevated curves may direct runoff
across all travel lanes. The minimum allowable cross -slope for all roads shall be 0.02
feet per foot.
B. Minimum Groundwater and Highwater Clearances. All roads shall be designed to
provide a minimum clearance of one (1) foot between the bottom of the base and the estimated
seasonal highwater table, or the artificial water table induced by an underdrain or exfiltration
system. See Section 2.5, M.8
SECTION 3.2 RURAL SECTIONS
Rural sections, if approved by the City Commission, shall comply with the following standards.
A. Post -Storm Capacity. Provide the capacity for the given volume of stormwater within (72
hours following the storm event assuming average antecedent conditions. The storage volume
shall be provided by a decrease of stormwater caused only by percolation through soil,
evaporation or evapotranspiration.
B. Runoff Percolation. Provide swale systems which percolate 80%) of the runoff from
the 3 -year, 1 -hour storm.
C. Slope. Design with swale section in accordance with the
WE
following standards:
Flush ribbon curb: 6" minimum
Swale front slope: 10:1 maximum
Swale back slope: 10:1 maximum
D. Discharge to Outstanding Florida Waters. Direct discharge by
means of swale systems to Class 1, Class 11, or Outstanding Florida Waters shall percolate the
runoff from the three-year, one-hour storm.
E. State Swale Criteria. Provide for swales which meet the criteria in subsection 40C-
42.021(29), F.A. C.
SECTION 3.3 URBAN SECTIONS
All urban sections shall
A. Curb, Gutter and Grades. Be designed using either
Miami Curb and Gutter or Standard Curb and Gutter with the minimum allowable
centerline grade for all streets with curb and gutter shall be 0.30%, except in intersections
where flatter grades shall be allowable.
B. Allowable Length of Gutter Flow. Unless the design requires shorter distance, the provide
maximum distance in which surface water will be allowed to run in the gutter shall be as
follows:
Miami curb and gutter: 800,
Standard curb and gutter: 1,200'
C. Inlet Interception Rates. Space inlets in such a manner that
90% of the approaching gutter flow shall be intercepted.
D. Low Point Inlets. On arterial and collector roads . in order to prevent siltation and to
provide for a safety factor against clogging of a single inlet in a sump location, it is required
to construct multiple inlets at all sump locations. Preferably 3 inlets should be constructed on
each side of the roadway, one at a low point and one each side of a point 0.2' higher than the
low point. On all other roads, inlets in sump locations shall be designed with an extra
large throat.
E. Inlets. Provide curb inlets I of heavy construction
design which shall not be constructed within the radii of curb returns and which:
Are placed at all points where the cross slope on a roads reverses
from a negative to a positive to prevent ston-nwater from crossing the road
2. Wherever possible, placed in front of lot comers.
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3. Do not allow stormwater runoff 1 to enter the roads gutter from
areas outside of the roadway limits. Off-site flows from directly connected impervious
areas more than 1/2 acre shall be intercepted prior to the right-of-way line.
4. 1 . flave grates which are designed to minimize clogging with debris such
as leaves.
5. 1 -lave top elevations of inlets - - Rush with adjacent sidewalks and have
I slopes between inlet tops and sidewalks shall be 0.02' per foot as a maximum.
F. Tolerance. The tolerance for ponded water in curb construction is 1/4" maximum
and if exceeded, the section of curb shall be removed and constructed to grade.
SECTION 4.0 CLOSED STORM DRAINAGE SYSTEMS
SECTION 4.1 STORM SEWER DESIGN CRITERIA
A. Allowable Velocities. All storm sewers shall be designed and constructed to produce
velocities within the following range when flowing full
Minimum velocity: 2.5 feet per second
Maximum velocity: 10 feet per second
B. Energy Dissipation. All systems shall consider exit velocities. Energy dissipation structures
shall be provided when exit velocities become excessive.
C. Hydraulic Gradient. All storm sewers shall be designed considering the hydraulic gradient
of the system. The hydraulic grade line shall be calculated utilizing pipe friction losses and
entrance and exit losses in each manhole. The maximum allowable hydraulic gradient for
roads - shall be as follows:
Arterial and collector roads 1.0' below gutter line
Local and interior roads 0.5' below gutter line
D. Design Tailwater. All storm sewer systems shall be designed considering the tailwater
condition of the receiving waters. When information is unavailable, maximum tailwater
elevations shall be determined based upon a 25 -ear storm.
SECTION 4.2 CULVERT DESIGN CRITERIA
A. Minimum Allowable Slope. All culverts shall be designed and constructed to produce a
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[a
C.
minimum velocity of 2.5' per second (fps) when flowing full. Culverts which are
parallel to roadways shall be placed at a grade not less than the minimum road grade.
Energy Dissipation. All culverts shall be designed considering exit velocities. Energy
dissipation structures shall be provided when exit velocities become extreme.
Allowable Headwater. The allowable headwater of a culvert
installation shall be
Arterial and collector roads
Local and interior roads
1.0' below edge of pavement
0.5' below edge of pavement
D. Design Tailwater. All culverts shall be designed considering the tailwater condition of the
receiving waters. Where information is unavailable, maximum tailwater elevations shall be
determined based upon the storm event utilized in the culvert design.
SECTION 4.3 DRAINAGE PIPES AND STRUCTURES
A. Pipe Size. The minimum allowable drainage pipe size shall be 15".
B. Length. The relationship between pipe size and maximum length of pipe allowable without
an access structure shall be as follows:
Pipe Size Maximum Length
< 181, 300'
>1 8" to < 36" 400'
42" and Larger 500'
C. Structure Requirements. All storm pipes shall have an end structure such as but not limited
to headwalls, mitered collars, inlets and manholes.
D. Pipe Clearance. Unless otherwise authorized by the Administrative Official, the minimum
clearance for all storm pipes shall be:
Description Clearance
From bottom of roadway base to crown of pipe: 1.01
Utility crossing, outside edge to outside edge: 0.5'
E. Public Roads . All pipes crossing roads within public rights-of-way shall be either
reinforced concrete pipe or elliptical reinforced concrete pipe.
F. Conflict Manholes. Conflict manholes shall be used only when there is no reasonable
alternate design based on sound and generally accepted engineering principles and practices.
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Where it is necessary to allow a sanitary line or other utility to pass through a manhole, inlet
or junction box, the utility line shall be ductile iron or another suitable material. No joints are
to be inside the manhole.
Where utility lines pass through manholes, the utility line shall be placed in such a manner as
to provide a minimum of V clearance between the bottom of the manhole and the bottom
of the shell of the utility pipe.
Conflict manholes shall be over -sized to accommodate the decreased maneuverability inside
the structure and flow retardance.
G. Storm Sewer Alignment. All storm sewer layouts shall avoid abrupt changes in direction or
slope and shall maintain reasonable consistencies in flow velocity unless specially designed
and accounted for in head loss calculations.
All storm sewer systems shall maintain a reasonable slope through all manholes. Manholes
shall be required wherever there is a change in pipe size, material, slope or vertical or
horizontal alignment.
H. Inlets, Manholes and Junction Boxes. All inlets, manholes and junction boxes shall conform
to the latest edition of the FDOT Roadway and Traffic Design Standards. Inlets which require
heavy tops shall be either FDOT Types 1, 2, 3 or 4.
Pipes shall extend through the wall and be flush with inside wall. Concrete shall be
constructed around them neatly. All surfaces shall be plastered so as to prevent leakage.
Water -stop materials . I I shall be used whenever practicable. Plastered areas
shall not crack and shall be properly prepared to bond to old surfaces. Paved
inverts are required.
For all concrete structures, all fins and irregular projections shall be chipped off flush with the
surface immediately following the removal of forms. All projecting wires and nails shall be
cut off at least 1/2" under the surface. All cavities produced by metal spacers, form ties, bolts,
honeycomb spots, etc., shall be carefully cleaned, saturated with water and then carefully
painted with mortar. All construction and expansion joints in the completed work shall be left
carefully tooled and free of mortar and concrete. Joint filler shall be left exposed for its full
length, with clean edges. Mortar topping for upper horizontal surfaces shall not be used.
For all concrete surfaces which are to receive a surface finish, the contractor shall remove the
forms and immediately finish the concrete after the concrete has set sufficiently.
SECTION 5.0 OPEN STORM DRAINAGE SYSTEMS
Open drainage systems are considered to be grassed swales, ditches and canals. This section applies
to all such open drainage systems except roadside swales.
A. Soils Conditions. Open storm drainage systems are pennittable only
within areas that do not contain high water table soils. The bottom of the drainage facility
shall not be located below the seasonal high-water table elevation.
•
B. Allowable Velocities. All open storm drainage systems shall be designed and constructed to
produce velocities not greater than 2.5' per second.
C. Minimum Longitudinal Grade. The longitudinal grade of open drainage systems shall not
be less than 0.05%.
D. Design Tailwater. All open channels shall be designed considering the tailwater condition of
the receiving waters. Where information is unavailable, maximum tailwater elevation shall
be determined based upon the storm event utilized in the channel design.
E. Channel Curvature. Without channel protection, a minimum centerline radius of 50' or 10
times the bottom width, whichever is larger, shall be utilized.
F. Fencing. Open drainage systems shall be fenced when the water depth exceeds two
2' for a period greater than 24 hours or the depth of the ditch exceeds 5'. Open drainage ways
with slopes of greater than 4:1 shall be fenced with fences which
comply with Schedule G.
G. Side Slopes. The maximum allowable side slopes shall be:
Ditch or Canal Depth
3' or less:
Greater than 3':
Side Slopes
4:1
3:1
H. Bottom. The minimum bottom dimension of open drainage systems shall be 4'. Swales
(F deep or less may have a triangular cross-section.
1. Maintenance Berm. All open drainage systems shall have an unobstructed, stabilized
maintenance berm on one or both sides. The minimum requirement for maintenance berm
shall be as follows:
Ditch or Canal Top Width
20' or less:
20' to 40':
Greater than forty 40':
Maintenance Berm Require
15' one side
15' both sides
20' both sides
J. Freeboard. A minimum freeboard of 1' shall be maintained between the design water surface
and the top of slope for all open channels.
K. Slope Protection. All side slopes and maintenance berms of open drainage systems shall be
vegetated to provide a dense stand of grass within 30 days. The following is a list of
acceptable materials:
Season Material
0-25
May -September
October -April
Sod
Seed and Mulch
L. Channel Protection. Unless otherwise approved by the Administrative Official, the
following minimum requirements shall be provided for protection of the wetted perimeter
during design flows:
Ditch Grade Protection Required
0.05% -1.00% Seed and Mulch
1.00% - 2.00% Sod
2.00% - Greater Paving or suitable alternative
M. Utility Crossing. Where it is necessary for a utility to cross an open drainage system, the
following shall be adhered to:
1. Minimum of a 3' of cover from the design grade of the waterway.
2. Utilities shall be adequately marked to protect against accidental damage during
maintenance operations.
3. Aerial supports are prohibited within in the confines of the
waterway.
4. All sleeves or crossings shall meet the minimum standards and specifications
according to the FDOT utility accommodation guidelines.
SECTION 6.0 DRAINAGE STRUCTURE MATERIAL SPECIFICATIONS
Drainage structures and materials shall conform to the latest edition of the Florida Department of
Transportation's Roadway and Traffic Design Standards and Standard Specifications for Road and
Bridge Construction. Drainage structures and materials not detailed in aforementioned standards and
specifications shall be designed to conform with sound and
generally accepted engineering principles and practices and shall require approval by the
Administrative Official. The Administrative Official may require a drainage
structure design differing from FDOT standards when necessary.
A. Pipe Materials.
Shall meet the requirements of the latest edition of the FDOT Sicii?dcit-61SI)ecifiecitions.lbi-
Road and Bridge Construction.
Im
All metal pipes not employing a water -tight band at the joints shall have all joints wrapped
with filter fabric.
B. Underdrains. The following is a list of underdrain materials acceptable for use in the
Perforated Corrugated Tubing. Corrugated, polyethylene tubing perforated
throughout and meeting the requirements of Section 948, MOT Standard
Sj)ecificancans, fbr Road and Bridge Cons ruction, latest edition.
2. Perforated PVC Pipe. Polyvinyl -chloride pipe conforming to the requirements of
Section 948, FDOI'Slan(ictd,l�ecilications.lbi- Road and .Bridge Construction, latest
edition
C. Exfiltration Pipe. The following is a list of pipe materials acceptable for use in exfiltration
systems:
I . Aluminum pipe perforated 360', meeting the requirements of AASHTO M-196.
2. Perforated Class III reinforced concrete pipe with perforations meeting the
requirements of ASTM C-444.
3. Polyvinyl -chloride pipe perforated 360', meeting the requirements of ASTM D-3033.
D. Fine Aggregate. Sand filter media shall be of a quality sufficient to satisfy the following
requirements:
Washed: (less than I% silt, clay and organic matter).
Uniformity coefficient: 1.5 or greater.
Effective grain size: 0.2-0.55 mm.
E. Coarse Aggregate. Clean, calcium -free stone containing no friable materials and a gradation
equivalent to MOT size number 56 or 57. Some of the acceptable material types areas follows:
1. Calcium -free limestone.
2. River gravel.
3. Railroad ballast.
4. Blast furnace slag.
F. Filter -Fabric Envelope (Sock). Be a strong, porous, polyester knitted fabric The envelope
shall be a continuous one-piece material that fits over the tubing like a sleeve. It shall be knitted
of continuous 100-200 denier yarn and shall be free from chemical treatment or coating that
might significantly reduce porosity and permeability. The fabric envelope shall conform to the
MI
in
G
H
following
1. Equivalent opening size 100
(U.S. Standard sieve): (0.150 mm.)
2. Tensile strength (pounds): 50
3. Bursting strength (per square inch): 90-125
Filter Fabric. Pervious sheet of monofilament yarn woven, knitted or bonded to form a fabric
shall conform with the following
1. Equivalent 100
(U.S. Standard sieve): (0.150 mm.)
2. Tensile strength (pounds): 50
3. Bursting strength (per square inch): 200
4. Puncture strength (pounds): 32
Rip -Rap. Riprap shall not be used as material for drainage structures and
it is prohibited and unlawful to do so.
SECTION 7.0 DRAINAGE CALCULATION AND COMPUTATION CRITERIA
All drainage calculations and computations shall be based on Tables O4—and 0-2 and -0 3 of this
schedule as applicable and unless otherwise determined by the Administrative Official
based on sound and genet -ally accepted engineering principles and practices.
SECTION 8.0 EASEMENTS - GENERAL
141K.1i
Easements shall be provided for the installation of, access to and/or maintenance of public utilities and
drainage systems and other publicly owned or maintained improvements and facilities that are not
located within public street right-of-way or upon land otherwise owned, controlled or legally accessible
by the responsible public entity. Furthermore, easements shall be required when necessary for the
functioning of the effected system, facility or improvement. The City shall comply with the
constitutional requirement of a rational nexus and rough proportionality analysis as well as Section
70.45, 1,"Iorida,9alutes.
A. Review and Approval. Required easements shall be accurately portrayed on all applicable
plans or drawings. Such easements shall be reviewed and approved by the City Attorney in
accordance with applicable procedures set forth in this Schedule and the real estate interests
conveys shall be insurance consistent with generally accepted title insurance standards. Unless
otherwise prescribed as a condition or stipulation of approval, easements shall be executed,
accepted by the City and recorded prior to issuance
of development approval authorizing the
commencement of development.
B. Subdivisions. Easements which are required within a platted subdivisions shall be clearly
identified on the face of the plat and included in the dedication as approved by the City
Attorney.
C.
C. Off -Site. Easements shall be required when access to, maintenance of and/or utilization of off-
site improvements is necessary and not otherwise provided to ensure the proper functioning of
the effected improvement.
SECTION 9.0 SITE PREPARATION, EXCAVATION, LAND CLEARING,
DREDGING AND FILLING
A site development permit shall be required prior to any activity which involves digging, filling,
excavating, clearing, removing, placing, displacing, relocating, dumping, moving, pumping, and/or
depositing any material greater than 400 cubic yards in quantity, provided however, that when such
activity is predicated upon a foundation permit or a building permit, a site development permit
for such activity will not be required. The issuance of a site development permit for such activities
by the be based on an application submitted to and approved by the
Administrative Official. The following information, at a minimum, shall be submitted with said
application when applicable:
I Scaled Drawing. Depict in the proposed work, existing and proposed elevations and conditions
in terms of elevations, average surface/ground water level, type and quantities of materials on
a scaled drawing.
M6
2. Protection of Adjacent Land. If activity is adjacent to lands under a different ownership than
applicant, explain and - illustrate methods to protect adjacent owners and uses.
3. Protection of Environmentally Sensitive Lands. If the proposed activity is to be conducted
upon environmentally sensitive lands as described in Schedule M
I I ,the Administrative Official may require the applicant to
submit information set forth in of Schedule M.
4. Guarantee. The Administrative Official may require a bond or other type of performance
guarantee to ensure that, once commenced, the activity will be completed and the site
restored in a satisfactory manner.
SECTION 10.0 RESIDENTIAL LOT GRADING REQUIREMENTS
A. Master Drainage Plan Lot Grading. Individual lots within a Master Drainage Plan shall be
graded to direct storrnwater runoff into the street or alley right-of-way or into a drainage
easement or facility designed for conveyance or storage. A grading plan, Sufficient to verity
conformance with slope requirements, shall be provided with the Master Drainage Plan and
included as an exhibit for individual lot development.
1. Finished Floor Elevation. All lots that are located within a subdivision with an approved
master lot drainage plan shall have a finished floor elevation as follows:
a. Minirrulln of" 2' above the determined 100 -year flood elevation.
b. On all lots the finished floor elevation shall be no more than 1/10' below the
approved design elevation on the grading plan.
c. A seated elevation survey performed by a Florida registered surveyor, under seal,
shall be provided to the Building Official at the form, board stage prior to pouring
the slab.
d. A final sealed survey including the finished floor elevation and final grading
elevations which shows compliance with the approved grading plan, performed by
a registered Florida surveyor, shall be provided to the Building Official prior to
issuance of a certificate of occupancy.
e. Lots that are partially or wholly within a Special Flood Hazard Area (100 Year
Floodplain), as identified on the most recent Flood Insurance Rate Maps, shall also
provide an Elevation Certificate as promulgated by the U.S. Department of
Homeland Security, Federal Emergency Management Agency, National Flood
Insurance Program (OMB No. 1660-0008, Expiration Date: November 30, 2022,
or latest edition) prepared and sealed by a registered Florida land surveyor to the
Building Official prior to issuance of a certificate of occupancy.
B. Infill Lot Grading. The City has a number of existing subdivisions that do not have a master
lot drainage plan or did not have the benefit of a drainage review and approval by the City and
its lots are 1/2 acre or less in size. Residential lots located within these subdivisions shall be
required to meet the f'ollowing minimurn requirements to protect adjacent properties from
impacts from storrnwater run-off.
1. Grading Plan. For those residential lots that are located within platted subdivisions (infill
0-30
lots) that do not have a master lot drainage plan or did not have the benefit of a drainage
review and approval by City and that is one half acre or less in size, an individual lot
grading plan shall be submitted to the Building Official prior to the issuance of a building
permit. Such plan shall not adversely impact adjacent lands. The Administrative Official
may require the plan be signed and scaled by a Florida registered engineer. A topographic
survey (spot elevations) including sufficient portions of adjacent lots performed by a
registered surveyor shall be included and be the basis of the grading plan. Elevations shall
be consistent with North American Vertical Datum 88 datum.
2. Finished Flow- Elevation. All lots that are located within a subdivision without an
approved master lot drainage plan shall have afinished floor elevation as follows:
a. 16" above the highest adjacent crown of the road for lots with full or partial positive
flow to the street right-of-way.
b. 8" above the highest adjacent crown of the road for lots that drain away from the
roadway and toward a lake, stream or other water collection area.
c. Finished floor elevation as determined by the Health Department based upon
controlling law.
d. 2' above the determined 100 -year flood elevation.
e. Oil all lots the finished floor elevation shall be no more than 1/10' below the
approved design elevation on the grading plan,
f. A sealed elevation survey per -formed by a Florida registered surveyor shall be
provided to the Building Official at the form board stage prior to pouring the slab.
g. A Final seated survey including the finished floor elevation and final grading
elevations which shows compliance with the approved grading plan, performed by
a registered Florida surveyor, shall be provided to the Building Official prior to
issuance of a certificate of occupancy.
h. Lots that are partially or wholly within a Special Flood Hazard Area (100 Year
Floodplain), as identified on the most recent Flood Insurance Rate Maps, shall also
provide an Elevation Certificate as promulgated by the U.S. Department of
Homeland Security, Federal Emergency Management Agency, National Flood
Insurance Program (OMB No. 1660-0008, Expiration Date: November 30, 2022,
or latest edition) prepared and sealed by a registered Florida land surveyor to the
Building Official prior to issuance of a certificate of occupancy.
3. Side Yards. On all lots where the side yard setback is less than 10% stem wall construction
is required. The foundation plan shall include a detail showing the difference in elevation
between the finished floor and the finished grade. This detail shall match the required
grading plan. On lots for which the side yard setback is 10' or more, the finished floor
elevation shall be no more than I' above the approved design elevation unless stem walls
are used to allow side yard slope to remain 6:1 or less.
C. Grading Requirements Associated with Swimming Pool and/or Septic System
Construction. All swimming pools, including associated structures, must be located
Outside drainage and utility easements and setbacks. Any proposed deviation from such
criteria must be accompanied by a lot drainage plan demonstrating no adverse drainage
impact to adjacent lands. Such encroachment, if approved, may require a vacating by the
0-31
City Commission conducted through the processes of the City relative to the vacation of
easements.
D. Finished Floor• raiver•s. All finished floor waivers are subject to approval by the
Administrative Official. Applicants may request a deviation from the Administrative
Official prior to pad construction. Such request must be accompanied with justification
typically relating to extreme conditions of the land topography. After the fact finished floor
deviations shall not be granted for those structures that are constructed below the required
elevatiori located within the Special Flood Hazard Area as indicated oil the current Flood
Insurance Rate Maps. All determinations shall be based upon non -economic hardships and
whether the request will adversely impact the public health, safety or welfare.
E. Certification. At the completion of construction, all residential lots shall be certified, Linder
seal, by a Florida registered engineer as to compliance with the approved grading plan prior
to issuance of a certificate of occupancy.
1610
TABLE 0-1
RAINFALL DEPTHS
Duration
Frequency / Depth (in
inches)
10 Year
25 Year
100 Year
5 minutes
0.7
0.8
- --- ------
0.9
10 minutes
1.2
1.4
1.6
15 minutes
1.6
1.8
2.1
30 minutes
2.3
2.8
3.0
60 minutes
3.0
3.4
4.0
2 hours
3.6
4.3
5.2
3 hours
4.3
4.8
5.9
6 hours
5.1
6.0
7.3
12 hours
6.3
7.2
9.0
24 hours
7.5
8.6
11.0
48 hours
8.2
10.0
12.4
72 hours
9.0
11.0
13.8
96 hours
9.8
11.9
15.2
TABLE 0-2
0-33
MODIFIED SCS TYPE 1124 HOUR DISTRIBUTION
1\2
Hour
Time Steps
Time (Hours)
Design Storm
Incremental
Depth (Px/P24)
Design Storm
Accumulative
Depth
1
0.5
0.0060
0.0060
2
1.0
0.0062
0.0121
3
1.5
0.0064
0.0185
4
2.0
0.0066
0.0251
5
2.5
0.0068
0.0319
6
3.0
0.0071
0.0391
7
3.5
0.0074
0.0465
8
4.0
0.0077
0.0542
9
4.5
0.0081
0.0623
10
5.0
0.0085
0.0708
11
5.5
0.0090
0.0797
12
6.0
0.0095
0.0892
13
6.5
0.0101
0.0993
14
7.0
0.0108
0.1101
15
7.5
0.0116
0.1217
16
8.0
0.0126
0.1342
17
8.5
0.0138
0.1481
18
9.0
0.0154
0.1635
19
9.5
0.0174
0.1809
20
10.0
0.0203
0.2012
21
10.5
0.0247
0.2259
22
11.0
0.0322
0.2580
23
11.5
0.0494
0.3075
24
12.0
0.2994
0.6068
25
12.5
0.1116
0.7185
26
13.0
0.0386
0.7571
27
13.5
0.0278
0.7849
28
14.0
0.0222
0.8071
29
14.5
0.0187
0.8259
30
15.0
0.0163
0.8422
31
15.5
0.0146
0.8568
32
16.0
0.0132
0.8700
33
16.5
0.0121
0.8820
34
17.0
0.0112
0.8932
35
17.5
0.0104
0.9086
36
18.0
0.0098
0.9134
37
18.5
0.0092
0.9226
38
19.0
0.0087
0.9313
39
19.5
0.0083
0.9396
40
20.0
0.0079
0.9475
41
20.5
0.0076
0.9551
42
21.0
0.0073
0.9623
43
21.5
0.0070
0.9693
44
22.0
0.0067
0.9760
45
22.5
0.0065
0.9825
46
23.0
0.0063
0.9887
47
48 1
23.5
24.0
0.0061
1 0,0052
0.9948
1,0000
ME
0-35
CITY OF WS RM
Sk�40RD
Item No,
FLORIDA
CITY COMMISSION MEMORANDUM 21.104
APRIL 26, 2021 AGENDA
To: Honorable Mayor and Members of the Q�A*ty Commission
PREPARED BY: Sabreena Colbert, Senior Planner
SUBMITTED BY: Norton N. Bonaparte, Jr., City Manag6r
SUBJECT: Modifications to Schedule 0, Drainage, Easements and Site
Preparation/Excavation Requirements; Ordinance No. 4599
STRATEGIC PRIORITIES:
❑ Unify Downtown & the Waterfront
❑ Promote the City's Distinct Culture
Update Regulatory Framework
F-1 Redevelop and Revitalize Disadvantaged Communities
SYNOPSIS:
Approve the modifications to Schedule 0, Drainage, Easements and Site Preparation/Excavation
Requirements, to be incorporated into the City's Land Development Regulations. This will provide
for improved stormwater management practices in order to protect the public health, safety and
welfare of Sanford and its citizens and property owners. The changes are set forth in proposed
Ordinance No. 4599.
FISCAL/STAFFING STATEMENT:
There is no cost to implement the new regulations. The improved drainage will benefit property
owners as well as the City. Language has been added for clarity and to provide for the protection
of the City with regard to private disputes between property owners, flooding and requirements
relative to easements and the granting of other legal rights to the City.
Public and private development and redevelopment projects in the City are required to meet
general criteria in order to preserve the pre -development direction, rate and flow of storm water
run-off.
On February 6, 2020, the Planning and Zoning Commission reviewed the proposed modifications
and recommended the City Commission adopt an ordinance to approve the revisions to Schedule
O. Given the extensive nature of the changes proposed, members of the development community
along with engineering professionals were given the opportunity to provide comments and
feedback at a meeting that was held on August 4, 2020.
Page I of 4
A synopsis of the proposed modifications to Schedule 0, Drainage, Easements and Site
Preparation/Excavation Requirements are as follows:
Section 1.0:
• Revised language to provide more clarity and remove ambiguity.
• Added minimum unpaved slope requirements (L. Overland Flow) to reduce issues with
sluggish flow and standing water in new development based on 2% slopes found in Chapter
24 of the Land Development Handbook by Dewberry.
Section 2.0:
• Updated information and added a caveat to allow increases in easement size where
conditions warrant.
Section 2.1:
• Revised language to provide clarity and remove conflicting requirements.
• Incorporated a pre versus post -retained volume requirement to be more consistent with
surrounding communities and counties to help reduce flooding.
• Reduction in maintenance berms was added based off input from Public Works staff and
developers.
• An option to the one -foot freeboard requirement was added to be consistent with other
jurisdictions.
• Weir and berm requirements were updated to avoid seepage and washouts.
• Added limitations to ponds enclosed with retaining walls to 50% of the perimeter.
Section 2.2:
• Revised language in several locations to provide clarity and remove ambiguous
requirements.
• Added specifications to the outfall structure requirements to be consistent with other
jurisdictions.
• Reduction in maintenance berms was added based off input from Public Works staff and
developers.
• Weir and berm requirements were updated to avoid seepage and washouts.
• Added limitations to ponds enclosed with retaining walls to 50% of the perimeter.
Section 2.3:
• Revised language in several locations to provide clarity and remove ambiguous
requirements.
• Added specifications to the outfall structure requirements to be consistent with other
jurisdictions.
• Reduction in maintenance berms was added based off input from Public Works staff and
developers.
• An option to the one -foot freeboard requirement was added to be consistent with other
jurisdictions.
Page 2 of 4
• Weir and berm requirements were updated to avoid seepage and washouts.
• Added limitations to ponds enclosed with retaining walls to 50% of the perimeter.
Section 2.4:
• Removed the alternate sizing design (I.) as it is an outdated method that does not produce
consistent results.
Section 2.5:
• Updated references to State publications and codes.
• Eliminated the acceptance of roads designed to utilize underdrains to manage the water
table per discussion with Public Works staff.
Section 3.1, 3.2 and 3.3:
• Minor corrections and references.
Section 4.1
• Minimum allowable pipe slope has been removed as requiring minimum velocities provide
better results. Item (F.) has been removed, as it is not feasible in all conditions.
Section 4.2:
• Minor revision to provide clarity.
Section 4.3:
• Inlet spacing revised to match Public Works abilities to maintain system.
Section 5.0:
• Minor revision to provide more clarity and remove ambiguous requirements.
Section 6.0:
• Updated references to State publications and codes.
• Item (1) was removed as fencing is covered in Schedule F.
Section 7.0, 8.0 and 9.0:
• Minor corrections.
Section 10.0:
• Added section for the development of infill lots.
Page 3 of 4
LEGAL REVIEW:
The Assistant City Attorney has reviewed this item and drafted Ordinance No. 4599.
The City Commission approved the first reading of Ordinance No. 4599 on April 12, 2021.
The City Clerk published notice of the second Public Hearing in the Sanford Herald on April 25,
2021.
RECOMMENDATION:
Section 163.3174, Florida Statutes, requires the local planning agency to review proposed land
development regulations and make recommendations to the City Commission as to the consistency
of the changes with the adopted comprehensive plan. Accordingly, on April 1, 2021, the Planning
and Zoning Commission unanimously recommended the City Commission approve an ordinance
to adopt the modification of Schedule 0, Drainage, Easements and Site Preparation/Excavation
Requirements as set forth in proposed Ordinance No. 4599.
Additional comments or recommendations may be presented by staff at the meeting.
SUGGESTED MOTION:
"I move to adopt Ordinance No. 4599."
Attachments: (0. Schedule 0, Land Development Regulations, revised text.
(2). Ordinance No. 4599.
Page 4 of 4