A.
Applicants proposing regulated activities in the municipality which are not exempt under § 135-106 shall submit a stormwater management site plan (SWM site plan) to the municipality for review and approval in accordance with Articles III and IV. SWM site plans approved by the municipality shall be on site throughout the duration of the regulated activity.
B.
The stormwater management and runoff control criteria and standards
in this chapter shall apply to the total proposed regulated activity,
even if it is to take place in stages. The measurement of impervious
surfaces shall include all of the impervious surfaces in the total
proposed regulated activity even if the development is to take place
in stages.
C.
No regulated activity within the municipality shall commence until:
(1)
The municipality issues approval of a SWM site plan, which demonstrates
compliance with the requirements of this chapter; and
(2)
The applicant has received a letter of adequacy or approval
for the erosion and sediment control plan review by the municipality
and the Conservation District (if required), and has received all
other local, state and federal permit approvals required for the project
involving the regulated activity.
D.
Neither submission of an SWM site plan under the provisions herein
nor compliance with the provisions of this chapter shall relieve any
person from responsibility for damage to any person or property otherwise
imposed by law.
E.
The applicant shall design the site to minimize disturbances to land, site hydrology, and natural resources, and to maintain the natural hydrologic regime, drainage patterns and flow conditions. The applicant shall apply the procedures set forth in § 135-304 for the overall site design and for selection, location and design of features and BMPs to be used to comply with the requirements of this chapter.
F.
To the maximum extent practicable, postconstruction stormwater shall
be discharged within the drainage area of the same stream or water
body receiving the runoff prior to construction of the proposed regulated
activity.
G.
For regulated activities with one acre or more of proposed earth
disturbance, existing drainage peak rate discharges up to and including
the one-hundred-year storm onto or through adjacent property(ies)
or down-gradient property(ies), including diffuse drainage discharge,
shall not be altered in any manner without written permission from,
and, where applicable as determined by the municipality an easement
and agreement with, the affected landowner(s) for conveyance of discharges
onto or through their property(ies). Such discharge shall be subject
to any applicable discharge criteria specified in this chapter.
H.
Areas located outside of the site (i.e., areas outside of the regulated activity) that drain through a proposed site are not subject to water quality and volume control, infiltration, stream channel protection, or peak flow rate control requirements (as presented in §§ 135-305, 135-306, 135-307, and 135-308). Drainage facilities located on the site shall be designed to safely convey flows from outside of the site through the site.
I.
If site conditions preclude capture of runoff from limited portions
of the disturbed area for achieving water quality volume control standards,
stream channel protection standards, and the two-year, five-year,
and ten-year storm event peak runoff rate reduction standards for
new development required by this chapter, the applicant shall propose
alternate methods to mitigate the bypass of the BMPs, subject to the
approval of the Township Engineer. In no case shall the resulting
peak rate be greater than the predevelopment peak rate for the equivalent
design storm.
J.
For all regulated activities, erosion and sediment control BMPs shall
be designed, implemented, operated, and maintained during the regulated
activities (i.e., during construction) as required to meet the purposes
and requirements of this chapter, to meet the erosion and sediment
control requirements of the municipality, if applicable, and to meet
all requirements under Title 25 of the Pa. Code and the Clean Streams
Law.[1]
[1]
Editor's Note: See 35 P.S. § 691.1 et seq.
K.
For all regulated activities, permanent BMPs and conveyances shall
be designed, implemented, operated, and maintained to meet the purposes
and requirements of this chapter and to meet all requirements under
Title 25 of the Pennsylvania Code, the Clean Streams Law,[2] and the Stormwater Management Act.[3]
L.
The design of all BMPs and conveyances shall incorporate sound engineering
principles and practices in a manner that does not aggravate existing
stormwater problems as identified by the municipality. The municipality
reserves the right to disapprove any design that would result in construction
in an area affected by existing stormwater problem(s) or continuation
of an existing stormwater problem(s).
M.
Existing wetlands, either on the site or on an adjacent property,
shall not be used to meet the minimum design requirements for stormwater
management or stormwater runoff quality treatment. Stormwater discharges
to existing wetlands shall not degrade the quality or hydrologic integrity
of the wetland.
N.
Hotspots runoff controls. Specific structural or pollution prevention
practices may be required, as determined to be necessary by the Township
Engineer, to pretreat runoff from hotspots prior to infiltration.
Following is a list of examples of hotspots:
(1)
Vehicle salvage yards and recycling facilities;
(2)
Vehicle fueling stations;
(3)
Vehicle service and maintenance facilities;
(4)
Vehicle and equipment cleaning facilities;
(5)
Fleet storage areas (bus, truck, etc.);
(6)
Industrial sites based on Standard Industrial Classification
Codes;
(7)
Marinas (service and maintenance areas);
(8)
Outdoor liquid container storage;
(9)
Outdoor loading/unloading facilities;
(10)
Public works storage areas;
(11)
Facilities that generate or store hazardous materials;
(12)
Commercial container nursery;
(13)
Contaminated sites/brownfields;
(14)
Other land uses and activities as designated by the municipality.
O.
Contaminated and brownfield sites. Where BMPs may contribute to the
migration of contaminants in groundwater, the water quality and runoff
volume, stream channel protection, and peak rate control standards
shall be met; however, at the Township Engineer's discretion,
the minimum infiltration requirement may be reduced or eliminated
commensurate with the contaminated area and the required water quality
and runoff control measures may be increased to mitigate the reduced
infiltration requirement for the contaminated area.
P.
Additional water quality requirements. The municipality may require
additional stormwater control measures for stormwater discharges to
special management areas including, but not limited to:
(1)
Water bodies listed as "impaired" by PADEP.
(2)
Any water body or watershed with an approved total maximum daily
load (TMDL).
(3)
Areas of known existing flooding problems.
(4)
Critical areas with sensitive resources (e.g., state-designated
special protection waters, cold-water fisheries, carbonate geology
or other groundwater recharge areas that may be highly vulnerable
to contamination, drainage areas to water supply reservoirs, etc.).
Q.
Applicants shall utilize the Pennsylvania Stormwater Best Management
Practices Manual (PA BMP Manual), as amended, or other sources acceptable
to the Township Engineer, for testing and design standards for BMPs,
and, where there is a conflict with the provisions of this chapter,
the most restrictive applies.
R.
For areas underlain by karst or carbonate geology that may be susceptible
to the formation of sinkholes and other karst features, the location,
type, and design of infiltration BMPs shall be based on a site evaluation
conducted by a qualified licensed professional and based on the PA
BMP Manual or other design guidance acceptable to the Township Engineer.
S.
All regulated activities located within a special flood hazard area designated by the Federal Emergency Management Agency (FEMA) shall comply with § 155-34 of the Caln Code and shall be designed to maintain the flood-carrying capacity of the floodway such that the base flood elevations are not increased, either upstream or downstream. The natural conveyance characteristics of the site and the receiving floodplain shall be incorporated into the stormwater management practices proposed for the site.
The following permit or other regulatory requirements may apply
to certain regulated activities and shall be met prior to (or as a
condition of) final approval by the municipality of the SWM site plan
and prior to commencement of any regulated activities, as applicable:
A.
All regulated activities subject to permit or regulatory requirements
by PADEP under regulations at Title 25 Pennsylvania Code Chapter 102,
or erosion and sediment control requirements of the municipality.
B.
Work within natural drainageways subject to permit by PADEP under
Title 25 Pennsylvania. Code Chapter 105.
C.
Any BMP or conveyance that would be located in or adjacent to surface
waters of the commonwealth, including wetlands, subject to permit
by PADEP under Title 25 Pennsylvania Code Chapter 105.
D.
Any BMP or conveyance that would be located on or discharge to a
state highway right-of-way, or require access to or from a state highway
and be subject to approval by PennDOT.
E.
Culverts, bridges, storm sewers, or any other facilities which must
pass or convey flows from the tributary area and any facility which
may constitute a dam subject to permit by PADEP under Title 25 Pennsylvania
Code Chapter 105.
F.
Any necessary permits from FEMA, including but not limited to LOMR,
CLOMR and other similar permits.
A.
No regulated activity within the municipality shall commence until:
(1)
The municipality receives documentation that the applicant has
received:
(a)
A "letter of adequacy" from the Conservation District or other
approval from PADEP in compliance with Title 25, Chapter 102, of the
Pennsylvania Code of an erosion and sediment control plan for construction
activities, if applicable;
(b)
A PADEP NPDES Construction Activities Permit as required under
Title 25 Pennsylvania Code Chapter 92a, if applicable;
(c)
Evidence of any other permit(s) or approvals required for the
regulated activities; and
(2)
An erosion and sediment control plan has been approved by the
municipality, if required.
B.
A copy of the erosion and sediment control plan and any required
permit(s), as required by PADEP regulations, shall be available on
the site at all times.
The applicant shall design the site to minimize the disturbances to land, site hydrology, and natural resources, and to maintain the natural hydrologic regime, drainage patterns and flow conditions. The applicant shall demonstrate in its SWM site plan (as required in § 135-402C) that the design sequence, objectives and techniques described below were applied to the maximum extent practicable in the site design of the regulated activity while complying with all other requirements of this chapter. The site design shall:
A.
First, identify and delineate all existing natural resources and natural and man-made hydrologic features listed in § 135-402B(8) that are located within the site, or receive discharge from, or may be impacted by the proposed regulated activity.
B.
Second, provide a prioritized listing of these resources and features
to identify:
(1)
Those to be incorporated into the site design in a manner that
provides protection from any disturbance or impact from the proposed
regulated activity;
(2)
Those to be protected from further disturbance or impact but
for which the proposed regulated activity will provide improvement
to existing conditions;
(3)
Those that can be incorporated into and utilized as components
of the overall site design in a manner that protects or improves their
existing conditions while utilizing their hydrologic function within
the limits of their available capacity (e.g., for infiltration, evapotranspiration,
or reducing pollutant loads, runoff volume or peak discharge rates,
etc.) to reduce the need for or size of constructed BMPs; and
(4)
Those that may be considered for alteration, disturbance or
removal.
C.
Third, develop the site design to achieve the following:
(1)
Recognize and incorporate the priorities identified in § 135-304B as the basis for the proposed site layout, grading, construction, and permanent ground cover design;
(2)
Minimize earth disturbance (both surface and subsurface);
(3)
Maximize protection of or improvement to natural resources and
special management areas;
(4)
Minimize the disturbance of natural site hydrology, in particular
natural drainage features and patterns, discharge points and flow
characteristics, natural infiltration patterns and characteristics,
and natural channel and floodplain conveyance capacity;
(5)
Incorporate natural hydrologic features and functions identified in § 135-304B into the site design to protect and utilize those features and their hydrologic functions to reduce the need for or size of constructed BMPs;
(6)
Maximize infiltration and the use of natural site infiltration
features, patterns and conditions, and evapotranspiration features;
(7)
Apply selective grading design methods to provide final grading
patterns or preserve existing topography in order to evenly distribute
runoff and minimize concentrated flows;
(8)
Minimize the cumulative area to be covered by impervious surfaces;
and:
(9)
Minimize the volume and peak discharge rates of stormwater generated;
(10)
Avoid or minimize stormwater runoff pollutant loads and receiving
stream channel erosion;
(13)
For flow volumes requiring conveyance from the source of generation
to a BMP for management, give preference to open channel conveyance
techniques that provide infiltration and water quality benefits, and
landscaped-based management in common open space areas, where practicable;
and
(14)
Consider additional guidance for incorporating natural hydrology into the site and BMP designs, methods and techniques that support the objectives of § 135-304B and C. Appendix B presents additional discussion of natural hydrology site design and sources of information for "conservation design," "low-impact design," and "sustainable design."[1]
[1]
Editor's Note: Said appendix is included as an attachment
to this chapter.
To control postconstruction stormwater impacts from regulated
activities and meet state water quality requirements, BMPs shall be
provided in the site design that replicate predevelopment stormwater
infiltration and runoff conditions, such that postconstruction stormwater
discharges do not degrade the physical, chemical, or biological characteristics
of the receiving waters. The applicant shall comply with the following
water quality and runoff volume requirements for all regulated activities,
including all new development and redevelopment activities:
A.
The postconstruction total runoff volume shall not exceed the predevelopment
total runoff volume for all storms equal to or less than the two-year,
twenty-four-hour duration precipitation (design storm). The water
quality and runoff volume to be managed shall consist of any runoff
volume generated by the proposed regulated activity over and above
the predevelopment total runoff volume and shall be captured and permanently
retained or infiltrated on the site. Permanent retention options may
include, but are not limited to, reuse, evaporation, transpiration,
and infiltration.
B.
For modeling purposes, the predevelopment ground cover conditions shall be determined using the corresponding ground cover assumptions presented in § 135-309D of this chapter.
C.
The design of the facility outlet shall provide for protection from
clogging and unwanted sedimentation.
D.
BMPs that moderate the temperature of stormwater shall be used to
protect the temperature of receiving waters.
E.
Water quality improvement shall be achieved in conjunction with achieving the infiltration requirements of § 135-306. The infiltration volume required under § 135-306 may be included as a component of the water quality volume. If the calculated water quality and runoff volume is greater than the volume infiltrated, then the difference between the two volumes shall be managed for water quality and runoff volume control through other techniques or practices but shall not be discharged from the site.
F.
Runoff from the disturbed area shall be treated for water quality
prior to entering existing waterways or water bodies. If a stormwater
management practice does not provide water quality treatment, then
water quality BMPs shall be utilized to provide pretreatment prior
to the runoff entering the stormwater management practice.
G.
The municipality may require additional water quality and runoff control measures for stormwater discharging to special management areas such as those listed in § 135-301P.
H.
When the regulated activity contains or is divided by multiple drainage
areas, the water quality and runoff volume shall be separately addressed
for each drainage area.
I.
Weighted averaging of runoff coefficients shall not be used for manual
computations or input data for water quality and runoff volume calculations.
J.
Areas located outside of the site (i.e., areas outside of the regulated
activity) may be excluded from the calculation of the water quality
and runoff volume requirements.
Providing for infiltration consistent with the natural hydrologic
regime is required to compensate for the reduction in the recharge
that occurs when the ground surface is disturbed or impervious surface
is created or expanded. The applicant shall achieve the following
infiltration requirements:
A.
Wherever possible, infiltration should be designed to accommodate the entire water quality and runoff volume required in § 135-305.
B.
For regulated activities involving new development, the volume of
a minimum of one inch of runoff from all proposed impervious surfaces
shall be infiltrated.
D.
If the requirements of Subsections B or C cannot be physically accomplished, then the applicant shall be responsible for demonstrating with data or calculations to the satisfaction of the Township Engineer why this infiltration volume cannot be physically accomplished on the site (e.g., shallow depth to bedrock or limiting zone, open voids, steep slopes, etc.) and what alternative volume can be infiltrated; however, in all cases at least the first 0.5 inch of runoff volume should be infiltrated.
E.
Only if a minimum of at least 0.5 inch infiltration requirement cannot be physically accomplished on the site, shall a waiver from § 135-306 be considered by the municipality.
F.
If site conditions preclude capture of runoff from portions of the
impervious surfaces, the infiltration volume for the remaining area
shall be increased an equivalent amount to offset the loss.
G.
When a project contains or is divided by multiple watersheds, the
infiltration volume shall be separately addressed for each watershed.
H.
Existing impervious surfaces located in areas outside of the site
(i.e., outside of the regulated activity) may be excluded from the
calculation of the required infiltration volume.
I.
A detailed soils evaluation of the site shall be conducted by a qualified
professional and at a minimum shall address soil permeability, depth
to bedrock, and subgrade stability. The general process for designing
the infiltration BMP shall be conducted by a qualified licensed professional
and shall be consistent with the PA BMP Manual (as amended) (or other
guidance acceptable to the Township Engineer) and in general shall:
(1)
Analyze hydrologic soil groups as well as natural and man-made
features within the site to determine general areas of suitability
for infiltration practices. In areas where development on fill material
is under consideration, conduct geotechnical investigations of subgrade
stability; infiltration may not be ruled out without conducting these
tests.
(2)
Provide field tests such as double ring infiltrometer or other
hydraulic conductivity tests (at the elevation of the proposed infiltration
surface) to determine the appropriate hydraulic conductivity rate.
Standard septic/sewage percolation tests are not acceptable for design
purposes.
(3)
Design the infiltration facility for the required retention
(infiltration) volume based on field-determined infiltration capacity
(and apply safety factor as per applicable design guidelines) at the
elevation of the proposed infiltration surface.
(4)
On-lot infiltration features are encouraged; however, it shall
be demonstrated to the Township Engineer that the soils are conducive
to infiltration on the identified lots.
J.
Infiltration BMPs 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 BMP and the top of the limiting zone. Additional depth may be required in areas underlain by karst or carbonate geology. (See § 135-306N.)
(2)
An infiltration rate sufficient to accept the additional stormwater
volume and drain completely as determined by field tests conducted
by the applicant.
(3)
The infiltration facility shall completely drain the retention
(infiltration) volume within three days (72 hours) from the end of
the design storm.
K.
All infiltration practices shall:
(1)
Be selected and designed to meet the criteria of § 135-304C that are applicable to infiltration;
(2)
Be set back at least 10 feet from all buildings and features
with subgrade elements (e.g., basements, foundation walls, etc.),
and 15 feet from property or right-of-way lines unless a letter is
provided by a geotechnical Engineer or professional soil scientist
recommending the placement of the feature at shorter distance or otherwise
approved by the Township Engineer.
(3)
For any infiltration practice that collects runoff from shared
or multiple features and that is located within 20 feet of a building
or feature with subgrade elements (e.g., basements, foundation walls,
etc.), the bottom elevation shall be set below the elevation of the
subgrade element.
L.
Infiltration facilities shall, to the maximum extent practicable,
be located to avoid introducing contaminants to groundwater:
(1)
When a hotspot is located in the area draining to a proposed
infiltration facility, an evaluation of the potential of groundwater
contamination from the proposed infiltration facility shall be performed,
including a hydrogeologic investigation (if requested by the Township
Engineer) by a qualified licensed professional to determine what,
if any, pretreatment or additional design considerations are needed
to protect groundwater quality.
(2)
When located within a "wellhead protection area" of a public
water supply well, infiltration practices shall be in conformance
with the applicable approved source water protection assessment or
source water protection plan.
(3)
The applicant shall provide appropriate safeguards against groundwater
contamination for land uses that may cause groundwater contamination
should there be a mishap or spill.
M.
During site construction, all infiltration practice components shall
be protected from compaction due to heavy equipment operation or storage
of fill or construction material. Infiltration areas shall also be
protected from sedimentation. Areas that are accidentally compacted
or graded shall be remediated to restore soil composition and porosity.
Adequate documentation to this effect shall be submitted to the Township
Engineer for review. All areas designated for infiltration shall not
receive runoff until the contributory drainage area has achieved final
stabilization. Prior to commencing construction, orange construction
fence shall be installed around all of the proposed infiltration areas
and the fence shall remain throughout construction.
N.
Consideration of infiltration BMPs for areas underlain by karst or
carbonate geology is encouraged, but only where the design, supporting
calculations, results of soils or other site investigations or other
documentation are provided to the municipality demonstrating that
the potential or likelihood of subsidence or sinkholes is minimal.
Evaluation of site conditions and infiltration design shall rely on
guidance in the PA BMP Manual (as amended) or other guidance acceptable
to the Township Engineer.
O.
Groundwater quality of the carbonate aquifer shall be protected from
infiltration of pollutants. At a minimum, stormwater runoff from hotspots
(i.e., sources of significant pollutant runoff) shall first be discharged
through a water quality BMP(s) to remove pollutants prior to infiltration.
Where soil characteristics are insufficient to provide removal of
pollutants from sources other than hotspots, stormwater runoff shall
first be discharged through a water quality BMP(s) to remove pollutants
prior to infiltration.
P.
Where sediment transport in the stormwater runoff is anticipated
to reach the infiltration system, appropriate permanent measures to
prevent or collect sediment shall be installed prior to discharge
to the infiltration system.
Q.
Where roof drains are designed to discharge to infiltration practices,
they shall have appropriate measures to prevent clogging by unwanted
debris (for example, silt, leaves and vegetation). Such measures shall
include but are not limited to leaf traps, gutter guards and cleanouts.
R.
All infiltration practices shall have appropriate positive overflow
controls.
S.
No sand, salt or other particulate matter may be applied to a porous
surface material for winter ice conditions.
T.
The following procedures and materials shall be required during the
construction of all subsurface facilities:
(1)
Excavation for the infiltration facility shall be performed
with equipment that will not compact the bottom of the seepage bed/trench
or like facility.
(2)
The bottom of the bed and/or trench shall be scarified prior
to the placement of aggregate.
(3)
Only clean aggregate with documented porosity, free of fines,
shall be allowed.
(4)
The tops, bottoms and sides of all seepage beds, trenches, or
like facilities shall be covered with drainage fabric. Fabric shall
be nonwoven fabric acceptable to the Township Engineer.
(5)
Stormwater shall be distributed throughout the entire seepage
bed/trench or like facility and provisions for the collection of debris
shall be provided in all facilities.
For regulated activities involving new development with one
or more acres of earth disturbance, the applicant shall comply with
the following stream channel protection requirements to minimize stream
channel erosion and associated water quality impacts to the receiving
waters:
A.
The peak flow rate of the postconstruction two-year, twenty-four-hour
design storm shall be reduced to the predevelopment peak flow rate
of the one-year, twenty-four-hour duration precipitation, using the
SCS Type II distribution.
B.
To the maximum extent practicable, and unless otherwise approved
by the Township Engineer, the postconstruction one-year, twenty-four-hour
storm flow shall be detained for a minimum of 24 hours and a maximum
not to exceed 72 hours from a point in time when the maximum volume
of water from the one-year, twenty-four-hour storm is stored in a
proposed BMP (i.e., when the maximum water surface elevation is achieved
in the facility). Release of water can begin at the start of the storm
(i.e., the invert of the orifice is at the invert of the proposed
BMP).
C.
For modeling purposes, the predevelopment ground cover conditions shall be determined using the corresponding ground cover assumptions presented in § 135-309D of this chapter.
D.
The minimum orifice size in the outlet structure to the BMP shall
be three inches in diameter unless otherwise approved by the Township
Engineer, and a trash rack shall be installed to prevent clogging.
For sites with small drainage areas contributing to the BMP that do
not provide enough runoff volume to allow a twenty-four-hour attenuation
with the three-inch orifice, the calculations shall be submitted showing
this condition.
E.
When the calculated orifice size is below three inches, gravel filters
(or other methods) are recommended to discharge low-flow rates subject
to the Township Engineer's satisfaction. When filters are utilized,
maintenance provisions shall be provided to ensure filters meet the
design function.
F.
All proposed stormwater facilities shall make use of measures to
extend the flow path and increase the travel time of flows in the
facility.
G.
When a regulated activity contains or is divided by multiple drainage
areas, the peak flow rate control shall be separately addressed for
each drainage area.
The applicant shall comply with the following peak flow rate
control requirements for all regulated activities including those
that involve new development and redevelopment.
A.
Postconstruction peak flow rates from any regulated activity shall
not exceed the predevelopment peak flow rates as shown for each of
the design storms specified in Table 308.1
|
Table 308.1
| |||
|---|---|---|---|
|
Peak Rate Control Standards
| |||
|
(Peak flow rate of the postconstruction design storm shall
be reduced to the peak flow rate of the corresponding predevelopment
design storm shown in the table.)
| |||
|
Predevelopment Design Storm
| |||
|
Post Construction Design Storm Frequency
(24-Hour Duration)
|
New Development Regulated Activities
|
Redevelopment Regulated Activities
| |
|
2-Year
|
1-Year
|
2-Year
| |
|
5-Year
|
5-Year
|
5-Year
| |
|
10-Year
|
10-Year
|
10-Year
| |
|
25-Year
|
25-Year
|
25-Year
| |
|
50-Year
|
50-Year
|
50-Year
| |
|
100-Year
|
100-Year
|
100-Year
| |
B.
For modeling purposes, the predevelopment ground cover conditions shall be determined using the corresponding ground cover assumptions presented in § 135-309D of this chapter.
C.
For regulated activities involving only redevelopment, no peak flow rate controls are required when and only if the total proposed impervious surface area is at least 20% less than the total existing impervious surface area to be disturbed by the regulated activity. In all cases where this requirement is not met, the redevelopment regulated activity shall achieve the peak flow rate controls presented in Table 308.1, using the redevelopment ground cover assumptions presented in § 135-309D.
D.
Only the area of the proposed regulated activity shall be subject
to the peak flow rate control standards of this chapter. Undisturbed
areas for which the discharge point has not changed are not subject
to the peak flow rate control standards.
E.
Areas located outside of the site (i.e., areas outside of the regulated
activity) that drain through a proposed site are not subject to peak
flow rate control requirements. Drainage facilities located on the
site shall be designed to safely convey flows from outside of the
site through the site.
F.
When a regulated activity contains or is divided by multiple drainage
areas, the peak flow rate controls shall be separately addressed for
each drainage area.
G.
The effect of structural and nonstructural stormwater management
practices implemented as part of the overall site design may be taken
into consideration when calculating total storage volume and peak
flow rates.
A.
Stormwater runoff from all regulated activity sites with a drainage
area of greater than five acres shall be calculated using a generally
accepted calculation technique(s) that is based on the NRCS Soil Cover
Complex Method. Table 309.1 summarizes acceptable computation methods.
The method selected for use shall be based on the individual limitations
and suitability of each method for a particular site. The use of the
Rational Method to estimate peak discharges for drainage areas greater
than five acres shall be permitted only upon approval by the Township
Engineer.
|
Table 309.1
| |||
|---|---|---|---|
|
Acceptable Computation Methodologies for SWM Site Plan
| |||
|
Method
|
Developed By
|
Applicability
| |
|
TR-20
(or commercial computer package based on TR-20)
|
USDA NRCS
|
Applicable where use of full hydrology computer model is desirable
or necessary
| |
|
TR-55
(or commercial computer package based on TR-55)
|
USDA NRCS
|
Applicable for land development plans where limitations described
in TR-55 are met
| |
|
HEC-1/HEC-HMS
|
US Army Corps of Engineers
|
Applicable where use of a full hydrologic computer model is
desirable or necessary
| |
|
Rational Method
(or commercial computer package based on Rational Method)
|
Emil Kuichling (1889)
|
For sites up to five acres, or as approved by the municipality
| |
|
Other methods
|
Varies
|
Other computation methodologies approved by the municipality
| |
B.
All calculations using the Soil Cover Complex Method shall use the
appropriate design rainfall depths for the various return period storms
consistent with this chapter. Rainfall depths used shall be obtained
from NOAA Atlas 14 values consistent with a partial duration series.
When stormwater calculations are performed for routing procedures
or infiltration, water quality and runoff volume functions, the duration
of rainfall shall be 24 hours.
C.
All calculations using the Rational Method shall use rainfall intensities
consistent with appropriate times-of-concentration (duration) and
storm events with rainfall intensities obtained from NOAA Atlas 14
partial duration series estimates, or the latest version of the PennDOT
Drainage Manual (PDM Publication 584). Times-of-concentration shall
be calculated based on the methodology recommended in the respective
model used. Times of concentration for channel and pipe flow shall
be computed using Manning's Equation.
D.
The applicant shall utilize the following ground cover assumptions
for all predevelopment water quality and runoff volume, infiltration
volume and peak flow rate calculations:
(1)
For regulated activities involving new development, the following
ground cover assumptions shall be used:
(2)
For regulated activities involving redevelopment, the following
ground cover assumptions shall be used:
(a)
For areas that are woods (as defined in Article II of this chapter), predevelopment calculations shall assume ground cover of "woods in good condition."
(b)
For areas that are not woods or not impervious surfaces, predevelopment
calculations shall assume ground cover of "meadow."
(c)
For areas that are impervious surfaces, predevelopment calculations
shall assume at least 20% of the existing impervious surface area
to be disturbed as "meadow" ground cover.
(3)
The applicant shall determine which stormwater standards apply
to the proposed regulated activity as follows:
(a)
Stormwater standards for new development shall apply to all
proposed regulated activities that involve only new development activities
as defined in this chapter.
(b)
Stormwater standards for redevelopment shall apply to all proposed
regulated activities that involve only redevelopment activities as
defined in this chapter.
(c)
At the discretion of the Township Engineer, regulated activities
that involve a combination of both new development and redevelopment
activities, as defined in this chapter, may either:
[1]
Apply the stormwater standards (redevelopment or new development)
that are associated with the activity that involves the greatest amount
of land area; or
[2]
Apply the redevelopment and new development stormwater standards
to the corresponding redevelopment and new development portions of
the proposed regulated activity.
E.
Runoff curve numbers (CN) for both predevelopment and proposed (postconstruction) conditions to be used in the Soil Cover Complex Method shall be obtained from Table C-1 in Appendix C[1] of this chapter.
[1]
Editor's Note: Said appendix is included as an attachment
to this chapter.
F.
Runoff coefficients (C) for both predevelopment and proposed (postconstruction) conditions for use in the Rational Method shall be obtained from Table C-2 in Appendix C[2] of this chapter.
[2]
Editor's Note: Said appendix is included as an attachment
to this chapter.
G.
Weighted averaging of runoff coefficients shall not be used for manual
computations or input data for water quality and runoff volume calculations.
H.
Hydraulic computations to determine the capacity of pipes, culverts, and storm sewers shall be consistent with methods and computations contained in the Federal Highway Administration Hydraulic Design Series Number 5 (Publication No. FHWA-NHI-01-020 HDS No. 5, as amended). Hydraulic computations to determine the capacity of open channels shall be consistent with methods and computations contained in the Federal Highway Administration Hydraulic Engineering Circular Number 15 (Publication No. FHWA-NHI-05-114 HEC 15, as amended). Values for Manning's roughness coefficient (n) shall be consistent with Table C-3 in Appendix C[3] of this chapter.
[3]
Editor's Note: Said appendix is included as an attachment
to this chapter.
A.
Any BMP intended to hold standing water for four days or longer shall be designed to incorporate biologic controls consistent with the West Nile Guidance found in Appendix D,[1] PADEP document 363-0300-001 "Design Criteria - Wetlands
Replacement/Monitoring" (as amended), (or contact the Pennsylvania
State Cooperative Wetland Center or the Penn State Cooperative Extension
Office for design information.)
[1]
Editor's Note: Said appendix is included as an attachment
to this chapter.
B.
Any stormwater basin required or regulated by this chapter designed
to store runoff and requiring a berm or earthen embankment shall be
designed to provide an emergency spillway to safely convey flow up
to and including the one-hundred-year proposed conditions. The height
of embankment shall provide a minimum one foot of freeboard above
the maximum pool elevation computed when the facility functions for
the one-hundred-year proposed conditions inflow. Should any BMP require
a dam safety permit under Pa. Code Chapter 105 regulations, the facility
shall be designed in accordance with and meet the regulations of Pa.
Code Chapter 105 concerning dam safety. Pa. Code Chapter 105 may require
the safe conveyance of storms larger than one-hundred-year event.
C.
Any drainage conveyance facility and/or channel not governed by Pa.
Code Chapter 105 regulations shall be designed to convey, without
damage to the drainage facility or roadway, runoff from the twenty-five-year
storm event. Larger storm events (fifty-year and one-hundred-year
storms) shall also be safely conveyed in the direction of natural
flow without creating additional damage to any drainage facilities,
nearby structures, or roadways.
D.
Conveyance facilities to or exiting from stormwater management facilities
(i.e., detention basins) shall be designed to convey the design flow
to or from the facility.
E.
Roadway crossings or structures shall be able to convey runoff from
a one-hundred-year design storm. Consistency with the Federal Emergency
Management Agency National Flood Insurance Program - Floodplain Management
Requirements shall be demonstrated as applicable.
F.
Any facility located within a PennDOT right-of-way shall comply with
PennDOT minimum design standards and permit submission and approval
requirements.
G.
Adequate erosion protection and energy dissipation shall be provided
along all open channels and at all points of discharge. Design methods
shall be consistent with the Federal Highway Administration Hydraulic
Engineering Circular Number 11 (Publication No. FHWA-IP-89-016, as
amended) and the PADEP Erosion and Sediment Pollution Control Program
Manual (Publication No. 363-2134-008, as amended), or other design
guidance acceptable to the Township Engineer.
A.
Design criteria. The criteria behind the design of stormwater management
facilities is that "the peak rate of runoff after development shall
not exceed the peak rate prior to development." The stormwater system
design shall be based on the following methodology:
(1)
After installation of impervious cover, peak discharges from
the site shall not exceed the before-construction peak discharge rate
from:
(a)
One-year, twenty-four-hour storm of 2.6 inches of rainfall;
(b)
Two-year, twenty-four-hour storm of 3.2 inches of rainfall;
(c)
Five-year, twenty-four-hour storm of 4.2 inches of rainfall;
(d)
Ten-year, twenty-four-hour storm of 5.0 inches of rainfall;
(e)
Twenty-five-year, twenty-four-hour storm of 5.6 inches of rainfall;
(f)
Fifty-year, twenty-four-hour storm of 6.3 inches of rainfall;
and
(g)
One-hundred-year, twenty-four-hour storm of 7.2 inches of rainfall.
B.
Overflow system. An overflow system shall be provided to carry flow
to the detention or the retention basin, as designed, when the capacity
of the stormwater drainage pipe system is exceeded. The overflow system
shall be of sufficient capacity to carry the difference between the
one-hundred-year and the twenty-five-year peak flow rate. Further,
an easement shall be provided for the overflow system through the
entire development site, both on the face of the final plan and in
a written easement executed and delivered to the Township prior to
release of the final plan for recording, containing an adequate description,
suitable in form and content for public recordation.
C.
Minimum grade, size and cover. All storm drainpipes shall be designated
to maintain a minimum grade of 1% unless otherwise approved by the
Board of Commissioners. All storm pipes, other than those used for
roof drains and street subbase underdrains, shall have a minimum inside
diameter of 18 inches. All storm sewers shall have a minimum cover
of 18 inches from the top of pipe to finished grade. The specifications
for the pipe materials shall be determined by the Township Engineer
based upon a schedule of acceptable pipe materials which shall be
adopted by the Board of Commissioners by resolution, which may be
amended from time to time. All pipe backfill details must be approved
by the Township Engineer.
D.
Maximum grade. All storm drain pipes shall be designed to maintain
a slope of no greater than 7%.
E.
Inlets. All inlets shall be precast concrete, Pennsylvania Department
of Transportation (PADOT) type, and the grate sumped one-inch. Inlets
shall have a two-inch drop from inlet to outlet. All such grates shall
be constructed and installed so as to allow for the safe passage thereover
of bicycles.
F.
Runoff control. The rate of stormwater runoff from any proposed subdivision
or land development shall not exceed the rate of runoff prior to development
(i.e., a zero increase in runoff). This standard shall be maintained
for all storms (i.e., both high-frequency and low-frequency). The
groundwater recharge for the increased volume of stormwater runoff
(predevelopment to postdevelopment) up to a two-year storm frequency
rainfall from the development area shall be provided, unless otherwise
approved by the Township Engineer.
G.
Runoff control devices. The increased stormwater runoff which may
result from the proposed subdivision or land development shall be
controlled by permanent runoff control measures that will provide,
to a reasonable degree of engineering certainty, the required runoff
control specified above. All runoff control devices shall be evaluated
for their effectiveness to maintain the above-mentioned standard for
all storms with a return period of up to 100 years.
H.
Stormwater infiltration facility design criteria.
(1)
Seepage pits and trenches shall be designed to control the runoff
from a one-hundred-year storm in all subdivisions or land developments
where they are used as the only method of stormwater management. Peak
discharge rates shall be designed to comply with the limits set forth
in Table 308.1. Where land development and the runoff generated are
considered by the Board of Commissioners to be minor, the Board, at
the recommendation of the Township Engineer, may allow a lesser degree
of required control if the applicant can show that there will be no
detrimental effects to the environment or to adjacent property owners.
(2)
The storage capacity of a stone seepage pit or trench shall
be calculated using a void ratio of 0.40. Infiltration over the bed
bottom may not be used in the calculations for the total amount of
storage provided if standard percolation testing is done at the elevation
of the bed bottom and a percolation rate is established.
(3)
Seepage pits and trenches shall be kept away from slopes exceeding
10%.
(4)
In all cases, an overflow system should be provided to accommodate
flows in excess of design criteria. Wherever possible, a positive
drain line should be provided to ensure complete drainage of a seepage
pit within 48 hours after a storm.
(5)
All infiltration systems shall be designed to infiltrate the
stored volume within 24 hours.
(6)
Seepage pits or the drains to them must contain a sediment trap
which can be maintained regularly. All downspouts discharging to seepage
beds or trenches should have leaf strainers or grates to retain debris.
All surface inflows shall be treated to prevent the direct discharge
of sediment into the infiltration system; accumulated sediment reduces
stormwater storage capacity and ultimately clogs the infiltration
mechanism. No sand or other particulate matter may be applied to a
pervious surface for winter ice conditions.
(7)
Where seepage pits are designed to contain cisterns or pipe
storage of runoff, access shall be controlled by bar screens spaced
to preclude entry of children and most small animals. All such facilities
shall have one or more securable means of access for cleanout.
(8)
All water storage facilities shall be designed to divert flows
in excess of their holding capacity to appropriate areas of discharge
without damage to property.
(9)
In addition to seepage beds and trenches, other forms of stormwater
management that result in groundwater recharge are encouraged such
as the use of lattice blocks for light-duty drive areas or porous
paving where appropriate. The design for the use of such materials
should be discussed with the Township Engineer.
(10)
Applications for subdivision and/or land development for land located wholly or partially in the Caln Township Carbonate Area District shall be accompanied by the environmental assessment report required by § 155-38G of Article V of Chapter 155 of the Caln Code. The standards specified in § 155-38G thereof shall be observed with respect to the design of any proposed stormwater management facilities.
(11)
The lowest elevation of the infiltration area shall be at least
two feet above the seasonal high-water table (SHWT) and bedrock, except
in the case of carbonate/limestone formations, in which case the distance
shall be four feet.
(12)
All roof drains shall discharge to infiltration systems, with
appropriate measures such as leaf traps and cleanouts taken to prevent
clogging by vegetation.
(13)
All infiltration systems shall have appropriate positive overflow
controls to prevent storage within one foot of the finished surface
or grade.
I.
Basin design criteria. The following design criteria shall be used
in the design of all detention and/or retention basins in the Township:
(1)
The detention basin or retention basin is an alternative and
sometimes desirable technique for controlling the rate of runoff from
subdivision and land development, absent the ability to implement
the alternate methods including infiltration, as mandated by this
chapter. All pertinent retention basin standards shall be applicable
to seepage and detention pits. When it is demonstrated to the reasonable
satisfaction of the Township Engineer that ponded attenuation is necessary,
preference shall be given to the utilization of wet retention and/or
detention options because of their water quality benefits. Dry basins
shall be considered a viable alternative only when the other preferred
methodologies specified in this chapter are not possible due to site
conditions.
(2)
The basins shall be designed to detain the quantity of water
resulting from storms up to 100 years, 24 hours, and storms under
full development conditions.
(3)
All flows in excess of the above-mentioned standard shall flow
over an emergency spillway.
(4)
Percolation rate shall not be taken into account when sizing
the basin.
(5)
Each detention and/or retention basin shall be located totally
within the lot lines of one lot and shall be designed and constructed
to preclude uncontrolled discharge outside the basin to adjoining/contiguous
properties by means of level spreaders, underground piping or such
other means as are adequate to dissipate such discharge as approved
by the Township Engineer.
J.
Basin construction criteria. All basins shall be constructed to include,
but not be limited to, the following standards:
(1)
Berm shall be constructed of a clay base with no topsoil and
a shear key continuous along the berm base.
(2)
The top of the berm width shall be a minimum of 10 feet. The
sides shall have a minimum slope of three horizontal to one vertical
(3:1).
(3)
The bottom of the basin shall have a minimum slope of 2%, and
any channel shall have a minimum slope of 1%.
(4)
The basin shall be lined with a geotextile fabric.
(5)
Stone fill in the basin, if required by the Township Engineer,
shall be No. 4 stone with a void rating of 40%.
(6)
The maximum water depth shall be five feet, and, in the case
of a permanent pool condition, the minimum permanent water depth shall
be not less than four feet.
(7)
The top of the basin riser shall be two feet below the top of
the berm and one foot below the emergency spillway.
(8)
The riser shall be precast concrete, box inlet or equivalent,
with grate top and shall be built into the berm whenever possible.
(9)
The barrel shall be concrete pipe with anti-seep collars spread
at a maximum of 15 feet with a minimum projection of two feet beyond
the pipe.
(10)
Emergency spillway shall be constructed of concrete/grass pavers.
Pavers shall cover the emergency spillway, extend down the downstream
berm embankment slope and extend a minimum of five feet beyond the
toe of the downstream embankment unless additional protection is required.
(11)
Basin barrel outfall shall have an end wall or flared end section
with properly designed riprap of energy dissipaters. Flared end sections
shall be permitted only when approved in writing by the Township Engineer.
(12)
The minimum distance between a building or structure and the
stormwater management basin shall be 30 feet, measured from the outside
face of the building or structure to the center point of the top of
the berm of the basin.
(13)
The minimum distance between a stormwater management basin and
the property line or street right-of-way shall be 50 feet, measured
from the center point of the top of the berm of the basin.
(14)
Retention basins shall be provided with an easily accessible
valve for draining the permanent pond.
(15)
All stormwater drainage channels and retention/detention basins
and areas, whether existing or proposed, shall be graded and planted
to effectively naturalize such areas as to become an integral and
harmonious part of the landscape contour and type of plant material
employed.
(16)
A fence or suitable vegetative screen shall be provided around
all detention and retention basins as required by the Township Engineer.
All fencing shall be at least 3 1/2 feet in height and shall
be composed of the following shrubs: barberry (berberis species),
eleagnus (eleagnus species), firethorn (pyracantha species) or rose
(rose species). When vegetative screening is utilized, a wire mesh
fencing shall also be installed on the reservoir side of the basin
behind the vegetative screening so as to provide a barrier to prevent
entrance to the basin area.
K.
Underground detention beds. Underground stormwater detention beds may be utilized in lieu of open basins where soils are determined to be suitable for infiltration and where runoff to the underground detention bed will not create adverse conditions, as determined by the Township Engineer utilizing accepted engineering practice. Underground detention beds shall be designed based on the same criteria outlined in Subsection H above. Aggregate fill for underground detention beds shall be Pennsylvania No. 4 stone. A void factor of 40% shall be utilized in computing available storage volume using No. 4 stone. The beds shall be surrounded with a suitable geotextile fabric designed to allow the infiltration of water but prevent the infiltration of soil particles. A positive outfall shall be provided for all detention beds, and the discharge shall be computed using the Manning Formula based on the type and size of the outlet pipe. The bottom of the bed shall be relatively level but sloped at the rate of 1% towards the outlet to provide drainage. Effective storage volume shall be measured from the bottom of the bed to the crown of any inlet and/or distribution pipe. Measures proven to be effective and reasonably acceptable to the Township Engineer shall be installed and implemented to prevent the discharge of silt into the bed from the inlet devices.
L.
Streets and utilities. All drainage and utility structures, including,
but not limited to, manholes, inlets, pipes, water and electric lines,
shall be installed prior to the final grading of the cartway.
M.
Street crossings and inlets.
(1)
All storm sewer crossings of streets shall be perpendicular
to the street center line.
(2)
All stormwater structures inlets and outlets smaller than 48
inches equivalent diameter which convey stormwater from residential
lots to a street or from a street to residential lots shall extend
from the street right-of-way a minimum distance of 2/3 the length
of the longest adjacent lot dimension.
(3)
Inlets shall be placed on both sides of a street at low spots,
at a maximum of 600 feet apart along a storm sewer pipe or culvert,
at points of abrupt changes in horizontal or vertical directions of
storm sewers and at points where the flow in gutters exceeds three
inches for the twenty-five-year storm event. Inlets shall be placed
along the curbline at or beyond the curb radius points. At street
corners, exact inlet locations shall be dependent upon depth of flow
for each gutter. At intersections, the depth of flow across the through
streets (proposed or existing) shall not exceed one inch for the twenty-five-year
storm event. Inlets shall be depressed two inches below the grade
of the gutter or ground surface. With the approval of the Township
Engineer, manholes may be substituted for inlets at locations where
inlets are not required to handle surface water runoff.
