All stormwater management, collection, conveyance, erosion control,
and floodplain considerations shall be accomplished in accordance
with the following provisions:
A. Prior to the final approval of any subdivision or land development
plan, or the commencement of any regulated activity within the jurisdiction
of this chapter, the developer shall submit a stormwater management
site plan to the Borough for approval.
(1) When plan applications, whether preliminary or final, are submitted
in sections, a generalized stormwater management site plan for the
entire project site shall be submitted in addition to the detailed
stormwater management site plan for the proposed section. This generalized
plan shall demonstrate how the stormwater of the proposed section
will relate to the entire development. The amount and velocity at
the discharge point of the section shall be included in the data submitted.
If temporary facilities are required for construction of a section,
such facilities shall be included in the submitted plans.
(2) The type, location and extent of all erosion and sedimentation control measures shall be shown on an erosion and sedimentation pollution control plan that conforms to the requirements of the Soil Erosion and Sedimentation Control Manual of the Pennsylvania Department of Environmental Protection and the Design Standards of §
187-26 of this chapter.
(3) An ownership and maintenance program shall be submitted, in recordable
form acceptable to the Borough, that clearly sets forth the ownership
and maintenance responsibility of all temporary and permanent stormwater
management facilities and erosion and sedimentation control facilities,
including:
(a)
Description of temporary and permanent maintenance requirements;
(b)
Identification of a responsible individual, corporation, association,
or other entity for ownership and maintenance of both temporary and
permanent stormwater management and erosion and sedimentation control
facilities;
(c)
Provisions for permanent access or maintenance easements for
all existing and proposed physical SWM facilities and BMPs, such as
ponds and infiltration structures, as necessary to implement the operation
and maintenance (O&M) plan. All such agreements shall be duly
recorded in the office of the Recorder of Deeds and shall constitute
a binding permanent covenant upon the property, superior to all liens
of record and not subordinate to any easement or restriction that
would interfere with its provisions and the implementation thereof.
(d)
The intent of these regulations is to provide private ownership
and maintenance of stormwater management and erosion and sedimentation
control facilities. Where the Borough Council accepts dedication of
stormwater management facilities, the Borough Council may require
the developer to establish, at the time of dedication, a maintenance
fund, in an amount determined by the Borough, adequate for the perpetual
care of such facilities.
(4) A written report shall be submitted that includes the following information:
(a)
Stormwater runoff calculations for both predevelopment and post-development
conditions.
(b)
An erosion and sedimentation pollution control plan narrative
that conforms to the requirements of the Soil Erosion and Sedimentation
Control Manual of the Pennsylvania Department of Environmental Protection
and provides a description of all erosion and sedimentation control
measures, temporary as well as permanent, including the staging of
earthmoving activities, sufficient in detail to clearly indicate their
function.
(c)
A general description of the development site, including a description
of existing natural and hydrologic features and any environmentally
sensitive areas.
(d)
A general description of the overall SWM concept for the project,
including a description of permanent SWM techniques, nonstructural
BMPs to be employed and construction specifications of the materials
to be used for structural SWM facilities.
(e)
For all proposed detention basins and retention basins, except
temporary sedimentation basins, the documentation shall include a
plotting or tabulations of storage volumes with corresponding water
surface elevations and the outflow rates for those water surfaces.
(f)
For all proposed detention basins and retention basins, except
temporary sediment basins, documentation shall set forth the design
hydrograph, the shortcut routing method or a method of equal caliber
acceptable to the Borough Engineer, utilized to determine the function
of the basin.
B. Stormwater drainage systems shall be provided in order to permit
unimpeded flow along natural watercourses, except as modified by stormwater
management facilities or open channels consistent with this chapter.
C. The existing points of concentrated drainage that discharge onto
adjacent property shall not be relocated and shall be subject to any
applicable discharge criteria specified in this chapter.
D. Where a development site is traversed by watercourses other than
permanent streams, a drainage easement shall be provided conforming
substantially to the line of such watercourses. The terms of the easement
shall prohibit excavation, the placing of fill or structures, and
any alterations that may affect adversely the flow of stormwater within
any portion of the easement. Also, maintenance of vegetation within
the easement shall be required.
E. The PADEP Chapter
105 Rules and Regulations apply to the construction, modification, operation, or maintenance of both existing and proposed water obstructions and encroachments throughout the watershed, including work in wetlands. Inquiries on permit requirements or other concerns shall be addressed to DEP's regional office.
F. When it can be shown that, due to topographic conditions, natural
drainageways on the development site cannot adequately provide for
drainage, open channels may be constructed conforming substantially
to the line and grade of such natural drainageways. Work within natural
drainageways shall be subject to approval by DEP through the joint
permit application process, or, where deemed appropriate by DEP, through
the general permit process.
G. If diffused flow is proposed to be concentrated and discharged onto
adjacent property, the applicant must document that adequate downstream
conveyance facilities exist to safely transport the concentrated discharge,
or otherwise prove that no erosion, sedimentation, flooding, or other
harm will result from the concentrated discharge. The applicant must
provide an executed easement for newly concentrated flow across adjacent
properties.
H. Any stormwater management facilities or any facilities that constitute water obstructions (e.g., culverts, bridges, outfalls, or stream enclosures, etc.) that are regulated by this chapter, that will be located in or adjacent to waters of the commonwealth (including wetlands), shall be subject to approval by DEP under regulations at 25 Pa. Code Chapter
105 through the joint permit application process, or, where deemed appropriate by DEP, the general permit process. When there is a question whether wetlands may be involved, it is the responsibility of the applicant or his agent to show that the land in question cannot be classified as wetlands; otherwise, approval to work in the area must be obtained from DEP.
I. Should any stormwater management facility require a dam safety permit under DEP Chapter
105, the facility shall be designed in accordance with Chapter
105 and meet the regulations of Chapter
105 concerning dam safety which may be required to pass storms larger than the one-hundred-year event.
J. When stormwater management facilities are proposed within 1,000 feet
of a downstream Borough, the stormwater analysis shall be submitted
to the downstream Borough's Engineer for review and comment.
K. Roof drains shall not be connected to sanitary or storm sewers. When
it is more advantageous to connect directly to streets or storm sewers,
then the Borough shall permit it on a case-by-case basis.
L. Any stormwater management facilities regulated by this chapter that
will be located on or discharged onto state highway rights-of-way
shall be subject to approval by PennDOT.
M. Stormwater management facilities located within or affecting the
floodplain of any watercourse shall comply with the requirements of
the floodplain regulations provided in the Zoning Ordinance or any
future ordinances regulating construction or development within areas
of the Borough subject to flooding.
N. The minimum floor elevations for all structures that would be affected
by a basin, other temporary impoundments, or open conveyance systems
where ponding may occur shall be two feet above the one-hundred-year
water surface. If basement or underground facilities are proposed,
detailed calculations addressing the effects of the stormwater ponding
on the structure and waterproofing and/or floodproofing design information
shall be provided for review and approval.
O. Stormwater BMPs shall be encouraged. They shall be located, designed,
and constructed in accordance with the latest technical guidance published
by PADEP, provided they are accompanied by detailed engineering plans
and performance capabilities and supporting site-specific soils, geology,
runoff and groundwater and infiltration rate data to verify proposed
designs. Additional guidance from other sources may be accepted at
the discretion of the Borough Engineer (a preapplication meeting is
suggested).
P. All existing and natural watercourses, channels, drainage systems,
and areas of surface water concentration shall be maintained in their
existing condition unless an alteration is approved by the appropriate
regulatory agency.
Q. No outlet structure from a stormwater management facility shall discharge
directly onto a Borough or state roadway.
R. Infiltration BMPs intended to receive runoff from regulated activities
shall be selected based on suitability of soils and site conditions
and shall be constructed on soils that have the following characteristics:
(1) A minimum depth of 24 inches between the bottom of the facility and
the limiting zone, unless it is demonstrated to the satisfaction of
the Borough that the selected BMP has design criteria which allow
for a smaller separation.
(2) A stabilized infiltration rate sufficient to accept the additional
stormwater load and drain completely as determined by field tests
conducted by the applicant's professional designer. The stabilized
infiltration rate is to be determined in the same location and within
the same soil horizon as the bottom of the infiltration facility.
The stabilized infiltration rate is to be determined as specified
in the BMP Manual.
S. Stormwater discharge points onto an adjacent property shall comply
with the following:
(1) Stormwater runoff from a project site shall flow directly into a
natural watercourse or into an existing storm sewer system. If neither
of these is available, the applicant shall obtain an easement from
the downstream landowner(s) to allow the site's runoff discharge to
reach a natural watercourse or an existing storm sewer system through
the easement. If an easement is obtained, post-developed flow characteristics
must be similar to or better than the runoff characteristics (spread,
velocity, and peak rate) of the predeveloped flows. The easement from
the downstream property owner(s) shall be to allow for a piped storm
sewer system, an overland flow system, or a combination of the two.
The downstream system design shall conform to the design requirements
of this chapter.
(2) When the applicant provides verification that the downstream landowner(s)
refuses to grant an easement at reasonable terms in the sole opinion
of the Borough, the site shall be designed such that the discharge
from the applicant's site shall be in a nonerosive, sheet flow condition.
For all design year storms, including the one-hundred-year storm,
runoff from the applicant's site shall flow onto the adjacent property
in a manner similar to the runoff characteristics (spread, velocity,
and peak rate) of the predeveloped flow. The use of level spreaders
is prohibited.
(3) Stormwater runoff shall not be transferred from one watershed to
another unless the watersheds are subwatersheds of a common watershed
which join together within the perimeter of the property, or both
of the following apply:
(a)
The effect of the transfer does not alter the peak discharge
(in conformance with the requirements of the Act 167 plan) onto adjacent
lands; and
(b)
Drainage easements from the affected landowners are provided.
T. Unless an alternate design is submitted to the Borough for review,
and said design is prepared by a licensed (in the Commonwealth of
Pennsylvania) geologist or geotechnical engineer:
(1) No stormwater facilities shall be placed in, over or within a distance
that will impact the following features:
(c)
Lineaments in carbonate areas.
(h)
Bedrock pinnacles (surface or subsurface).
(2) The minimum isolation distance from stormwater management facilities
to the listed geologic features shall be as follows:
(a)
One hundred feet from the rim of sinkholes or closed depressions;
(b)
One hundred feet from disappearing streams;
(c)
Fifty feet from lineaments or fracture traces;
(d)
Twenty-five feet from surface or identified subsurface pinnacles.
(3) Stormwater runoff from any regulated activity shall not be discharged
into sinkholes.
(4) It shall be the developer's responsibility to verify if the development
is underlain by carbonate geology. The following note shall be attached
to all stormwater management site plans and signed and sealed by the
developer's qualified professional:
"I, __________, certify that the proposed detention basin is/is
not (circle one) underlain by carbonate geology."
(5) Whenever a stormwater facility will be located in an area underlain by carbonate geology, a geological evaluation of the proposed location by a registered professional geologist shall be conducted to determine susceptibility to sinkhole formation. The evaluation may include the use of impermeable liners to reduce or eliminate the separation distances listed in §
187-25T(2).
U. All stormwater runoff flowing over the project site shall be considered
in the design of the stormwater management facilities.
V. The calculated peak rates of runoff for stormwater originating on
the project site must meet one the following conditions, for all watersheds
flowing from the project site:
(1) Match predevelopment hydrograph. Developers and/or landowners are encouraged to provide infiltration facilities or utilize other techniques which will allow the post-development one-hundred-year hydrograph to match the predevelopment one-hundred-year hydrograph, along all parts of the hydrograph, for the development site. To match the predevelopment hydrograph, the post-development peak rate must be less than or equal to the predevelopment peak rate, and the post-development runoff volume must be less than or equal to the predevelopment volume for the same storm event. A shift in hydrograph peak time of up to five minutes and a rate variation of up to 5% at a given time may be allowable to account for the timing effect of BMPs used to manage the peak rate and runoff volume. This option is most feasible for small subdivisions in areas of noncarbonate geology. Incorporating the volume control requirements as given in §
187-30 can be used as part of this option.
(2) Where the predevelopment hydrograph cannot be matched, one of the
following shall apply:
(a)
For areas covered by a release rate map from an approved Act
167 plan, the post-development peak discharge rates for the two-,
ten-, twenty-five-, fifty-, and one-hundred-year storm events (a twenty-four-hour
SCS type storm or an IDF Curve Rational Method storm) will follow
the applicable approved release rate maps.
(b)
For areas not covered by a release rate map from an approved
Act 167 plan, post-development runoff from any regulated activity
shall not exceed the peak rates of runoff prior to development for
all design storms (two-, ten-, twenty-five-, fifty-, and one-hundred-year
storm events) except where the post-development hydrograph does not
exceed the predevelopment hydrograph at all points in time for all
design storms.
(3) Infiltration. Developers and/or landowners are encouraged to provide
infiltration facilities or utilize other techniques which will allow
the post-development hydrograph to match the predevelopment hydrograph,
along all parts of the hydrograph for the site. This option is most
feasible for small subdivisions in areas of noncarbonate geology.
(4) Developers have the option to propose a regional stormwater management
plan or participate in a regional stormwater management plan developed
by others. A regional stormwater management plan may include off-site
volume and rate control, as appropriate and supported by a detailed
design approved by the Borough. A regional stormwater management plan
must meet all of the volume and rate control standards required by
this chapter for the area defined by the regional stormwater management
plan, but not necessarily for each individual development site. Appropriate
agreements must be established to ensure the requirements of this
chapter and the requirements of the regional stormwater management
plan are met.
W. Areas proposed for infiltration BMPs shall be protected from sedimentation
and compaction during the construction phase to maintain maximum infiltration
capacity. Staging of earthmoving activities and selection of construction
equipment should consider this protection.
X. Infiltration BMPs shall not be constructed nor receive runoff from
disturbed areas until the entire contributory drainage area to the
infiltration BMP has achieved final stabilization.
Methods shall be selected by the qualified person based on the
individual limitations and suitability of each method for a particular
site. The methods of computation used to determine peak discharge
and runoff shall be:
A. The Soil-Cover-Complex Method (as set forth in the latest edition
of Urban Hydrology for Small Watersheds, Technical Release No. 55,
as published by NRCS, formerly SCS) may be used for all detention
facilities with a drainage area greater than or equal to 60 acres.
This method is recommended for design of stormwater management facilities
and where stormwater runoff volume must be taken into consideration.
B. The Rational Method may be used for drainage areas up to 60 acres.
Extreme caution should be used by the qualified person if the watershed
has more than one main drainage channel, if the watershed is divided
so that hydrologic properties are significantly different in one watershed
versus the other, if the time of concentration exceeds 60 minutes,
or if stormwater runoff volume is an important factor. The combination
of Rational Method hydrographs based on timing shall be prohibited.
C. The Rational Method shall be used for all:
D. If the NRCS/SCS Method (also known as the "Soil-Cover-Complex Method")
is used, the design storm volumes to be used in the analysis of peak
rates of discharge shall be obtained from the Precipitation-Frequency
Atlas of the United States, Atlas 14, Volume 2, Version 3.0, United
States Department of Commerce, National Oceanic and Atmospheric Administration
(NOAA), National Weather Service, Hydrometeorological Design Studies
Center, Silver Spring, Maryland. NOAA's Atlas 14, United States can
be accessed at http://hdsc.nws.noaa.gov/hdsc/pfds/."
[Amended 9-13-2022 by Ord. No. 676]
(1) Provide the rainfall used for the two-, ten-, twenty-five-, fifty-,
and one-hundred-year, twenty-four-hour storm events. Rainfall values
vary throughout the county depending on location.
(2) Provide the location (longitude and latitude) or a description of
the location for which the rainfall applies.
(3) If rainfalls from more than one location are used, provide the methodology
by which the design rainfall was calculated.
E. If the SCS Method is used, Antecedent Moisture Condition 1 is to
be used in areas of carbonate geology, and Antecedent Moisture Condition
2 is to be used in all other areas. A Type II distribution shall be
used in all areas.
F. If the Rational Method is used, the NOAA Atlas 14 data (see Subsection
D above) shall be used to determine the rainfall intensity in inches per hour based on the information for the five- through sixty-minute duration storm events.
G. Hydrographs may be obtained from NRCS methods such as TR-55, TR-20,
or from use of the "modified" or "unit hydrograph" rational methods.
If "modified" or "unit hydrograph" rational methods are used, the
ascending leg of the hydrograph shall have a time of three times the
time of concentration (3xTc), and the descending leg shall have a
time of seven times the time of concentration (7xTc) to approximate
an NRCS/SCS Type 2 hydrograph.
H. Runoff Coefficients "C" and Curve Numbers "CN" shall be based on
the charts contained in the Appendix.
I. Times of concentration shall be based on the following design parameters:
(1) Sheet flow: The maximum length for each reach of sheet or overland
flow before shallow concentrated or open channel flow develops is
150 feet. Flow lengths greater than 100 feet shall be justified based
on the actual conditions at each development site. Sheet flow may
be determined using the nomograph in Appendix C-4 or Manning's kinematic
solution shown in the Sheet Flow section of Worksheet No. 1 in Appendix
C-5.
(2) Shallow concentrated flow: Travel time for shallow concentrated flow
shall be determined using Appendix C-6 from TR-55, Urban Hydrology
for Small Watersheds.
(3) Open channel flows: At points where sheet and shallow concentrated
flows concentrate in field depressions, swales, gutters, curbs, or
pipe collection systems, the travel times and downstream end of the
development site between these design points shall be based upon Manning's
Equation and/or acceptable engineering design standards as determined
by the Borough Engineer.
J. For the purpose of calculating predevelopment peak discharges, all
runoff coefficients, both on-site and off-site, shall be based on
actual land use assuming summer or good land conditions. Post-development
runoff coefficients for off-site discharges used to design conveyance
facilities shall be based on actual land use assuming winter or poor
land conditions.
K. Design of on-site conveyance systems calculations may use the Rational
Method of Q=CIA where Q is the peak discharge of the watershed in
cubic feet per second, C is the coefficient of runoff, I is the intensity
of rainfall in inches per hour, and A is the area of the watershed
in acres; or any other method approved by the Borough.
L. Runoff calculations shall include a hydrologic and hydraulic analysis
indicating volume and velocities of flow and the grades, sizes, and
capacities of water-carrying structures, sediment basins, and retention
and detention structures and sufficient design information to construct
such facilities. Runoff calculations shall also indicate both predevelopment
and post-development rates for peak discharge of stormwater runoff
from the project site.
M. Runoff calculations will also be made to ensure that the runoff from
the upstream watershed area can be accommodated by the pipes, drainage
easements, watercourses, etc., on the site.
N. Peak rate control is not required for off-site runoff. Off-site runoff
may be bypassed around the site, provided all other discharge requirements
are met. If off-site runoff is routed through rate control facilities,
runoff coefficients for off-site discharges used to design those rate
control facilities shall be based on actual land use assuming winter
or poor land conditions.
[Amended 9-13-2022 by Ord. No. 676]
The green infrastructure and low impact development practices
provided in the BMP Manual shall be utilized for all regulated activities
wherever possible.
A. The Design Storm Method (CG-1 in the BMP Manual) is applicable to
any size of regulated activity. This method requires detailed modeling
based on site conditions.
(1) The post-development total runoff volume shall not increase for all
storms equal to or less than the two-year, twenty-four-hour storm
event.
(2) For modeling purposes:
(a)
Existing (predevelopment) nonforested pervious areas must be
considered meadow in good condition.
(b)
Twenty percent of existing impervious area, when present, shall
be considered meadow in good condition in the model for existing conditions.
(c)
The maximum loading ratio for volume control facilities in karst
areas shall be 3:1 impervious drainage area to infiltration area and
5:1 total drainage area to infiltration area. The maximum loading
ratio for volume control facilities in non-karst areas shall be 5:1
impervious drainage area to infiltration area and 8:1 total drainage
area to infiltration area. A higher ratio would be acceptable if proper
justification is submitted and approved.
B. A detailed geologic evaluation of the development site shall be performed
in areas of carbonate geology to determine the design parameters of
recharge facilities. The evaluation shall be performed by a state
licensed/certified professional geologist (PG) and shall, at a minimum,
address soil permeability, depth to bedrock, susceptibility to sinkhole
formation, and subgrade stability.
C. Any portion of the volume control storage that meets the following
conditions may also be used as rate control storage:
(1) Volume control storage that depends on infiltration and is designed according to the infiltration standards in §
187-25R.
(2) The volume control storage which will be used for rate control is
that storage which is available within 24 hours from the end of the
design storm based on the stabilized infiltration rate and/or the
evapotranspiration rate.
D. Volume control BMPs shall be designed in accordance with the BMP Manual. All applicable worksheets from Chapter
8 of the BMP Manual must be used when establishing volume controls.
E. Actual field infiltration tests at the location of the proposed elevation
of the stormwater BMPs are required when 5,000 square feet or greater
of new impervious surface is added. Infiltration tests shall be conducted
in accordance with the BMP Manual. The Borough shall be notified 24
hours prior to infiltration tests being conducted as to provide an
opportunity for the Borough to witness the tests.