[Ord. No. 2022-09-03, 9/26/2022]
1. 
Applicants proposing regulated activities in the Neshaminy Creek watershed that do not fall under the exemption criteria shown in § 26-106 shall submit a stormwater management (SWM) site plan consistent with the Neshaminy Creek Watershed SWM Plan to the municipality for review. The SWM criteria of this Part shall apply to the total proposed development even if development is to take place in stages. Preparation and implementation of an approved SWM site plan is required. No regulated activities shall commence until the municipality issues written approval of an SWM site plan which demonstrates compliance with the requirements of this Part.
2. 
SWM site plans approved by the municipality, in accordance with Subpart D, shall be on-site throughout the duration of the regulated activity.
3. 
The municipality may, after consultation with the Department of Environmental Protection (PADEP), approve measures for meeting the state water quality requirements other than those in this Part, provided that they meet the minimum requirements of, and do not conflict with, state law, including, but not limited to, the Clean Streams Law.[1]
[1]
Editor's Note: See 35 P.S. § 691.1 et seq.
4. 
For all regulated earth disturbance activities, erosion and sediment (E&S) control best management practices (BMPs) shall be designed, implemented, operated, and maintained during the regulated earth disturbance activities (e.g., during construction) to meet the purposes and requirements of this Part and to meet all requirements under Title 25 of the Pennsylvania Code and the Clean Streams Law. Various BMPs and their design standards are listed in the Erosion and Sediment Pollution Control Program Manual, No. 363-2134-008 (April 15, 2000), as amended and updated.
5. 
For all regulated activities, implementation of the volume controls in § 26-123 of this Part is required.
6. 
Impervious areas:
A. 
The measurement of impervious areas shall include all of the impervious areas in the total proposed development even if development is to take place in stages.
B. 
For development taking place in stages, the entire development plan must be used in determining conformance with this Part.
C. 
For projects that add impervious area to a parcel, the total impervious area on the parcel is subject to the requirements of this Part; except that the volume controls in § 26-123 and the peak rate controls of § 26-124 do not need to be retrofitted to existing impervious areas that are not being altered by the proposed regulated activity.
7. 
Stormwater flows onto adjacent property shall not be created, increased, decreased, relocated, or otherwise altered without written notification of the adjacent property owner(s). Such stormwater flows shall be subject to the requirements of this Part.
8. 
All regulated activities shall include such measures as necessary to:
A. 
Protect health, safety, and property.
B. 
Meet the water quality goals of this Part by implementing measures to:
(1) 
Minimize disturbance to floodplains, wetlands, and wooded areas.
(2) 
Create, maintain, repair or extend riparian buffers.
(3) 
Avoid erosive flow conditions in natural flow pathways.
(4) 
Minimize thermal impacts to waters of this commonwealth.
(5) 
Disconnect impervious surfaces [i.e., disconnected impervious areas (DIAs)] by directing runoff to pervious areas, wherever possible.
C. 
To the maximum extent practicable, incorporate the techniques for low impact development practices (e.g., protecting existing trees, reducing area of impervious surface cluster development, and protecting open space) described in the Pennsylvania Stormwater Best Management Practices Manual; Pennsylvania Department of Environmental Protection (PADEP) No. 363-0300-002 (2006). If methods other than green infrastructure and LID methods are proposed to achieve the volume and rate controls required under this Part, the SWM site plan must include a detailed justification demonstrating that the use of LID and green infrastructure is not practicable.
9. 
Infiltration BMPs should be spread out, made as shallow as practicable, and located to maximize the use of natural on-site infiltration features while still meeting the other requirements of this Part.
10. 
The design of all facilities over Karst shall include an evaluation of measures to minimize the risk of adverse effects.
11. 
Normally dry, open-top storage facilities should completely drain both the volume control and rate control capacities over a period of time not less than 24 and not more than 72 hours from the end of the design storm unless otherwise approved by the Township Engineer.
12. 
The design storm volumes to be used in the analysis of peak rates of discharge should be obtained from the Precipitation-Frequency Atlas of the United States, Atlas 14, Volume 2, Version 3.0, U.S. Department of Commerce, National Oceanic and Atmospheric Administration (NOAA), National Weather Service, Hydrometeorological Design Studies Center, Silver Spring, Maryland. NOAA's Atlas 14 can be accessed at http://hdsc.nws.noaa.gov/hdsc/pfds/.
13. 
For all regulated activities, SWM BMPs shall be designed, implemented, operated, and maintained to meet the purposes and requirements of this Part and to meet all requirements under Title 25 of the Pennsylvania Code, the Clean Streams Law,[2] and the Storm Water Management Act.[3]
[2]
Editor's Note: See 35 P.S. § 691.1 et seq.
[3]
Editor's Note: See 32 P.S. § 680.1 et seq.
14. 
Various BMPs and their design standards are listed in the Pennsylvania Stormwater Best Management Practices Manual (PA BMP Manual).
[Ord. No. 2022-09-03, 9/26/2022]
Approvals issued and actions taken under this Part do not relieve the applicant of the responsibility to secure required permits or approvals for activities regulated by any other code, law, regulation, or ordinance.
[Ord. No. 2022-09-03, 9/26/2022]
1. 
Volume controls will mitigate increased runoff impacts, protect stream channel morphology, maintain groundwater recharge, and contribute to water quality improvements. Stormwater runoff volume control methods are based on the net change in runoff volume for the two-year storm event.
2. 
The green infrastructure and low impact development practices provided in the BMP manual shall be utilized for all regulated activities wherever possible. Volume controls shall be implemented using the Design Storm Method in Subsection A or the Simplified Method in Subsection B below. For regulated activities equal to or less than one acre, this Part establishes no preference for either methodology; therefore, the applicant may select either methodology on the basis of economic considerations, the intrinsic limitations of the procedures associated with each methodology, and other factors. All regulated activities greater than one acre must use the Design Storm Method. For small projects that propose 1,000 square feet or less of impervious surface, Subsection D should be used.
A. 
Design Storm Method (any regulated activity): This method requires detailed modeling based on site conditions. For modeling assumptions refer to § 26-125, Subsection 1.
(1) 
Post-development total runoff should not be increased from pre-development total runoff for all storms equal to or less than the two-year, twenty-four-hour duration precipitation.
(2) 
The following applies to estimate the increased volume of runoff for the two-year, twenty-four-hour duration precipitation event:
To calculate the runoff volume (cubic feet) for existing site conditions (pre-development) and for the proposed developed site conditions (post-development), it is recommended to use the soil cover complex method as shown on the following page. The calculated volume shall be either reused, evapotranspired, or infiltrated through structural or nonstructural means.
Soil Cover Complex Method:
Step 1:
Runoff (inches) = Q = (P - 0.2S)2/(P + 0.8S)
Where:
P
=
2-year Rainfall (inches)
S
=
(1000/CN) - 10, the potential maximum retention (Including initial abstraction, Ia)
Step 2:
Runoff Volume (cubic feet) = Q x Area x 1/12
Where:
Q
=
Runoff (inches)
Area
=
SWM Area (square feet)
B. 
Simplified Method (regulated activities less than or equal to one acre):
(1) 
Stormwater facilities shall capture the runoff volume from at least the first two inches of runoff from all new impervious surfaces.
Volume (cubic feet) = (2" runoff/12 inches) * impervious surface (square feet)
(2) 
At least the first inch of runoff volume from the new impervious surfaces shall be permanently removed from the runoff flow-i.e., it shall not be released into the surface waters of the commonwealth. The calculated volume shall be either reused, evapotranspired or infiltrated through structural or nonstructural means.
Volume (cubic feet) = (1" runoff/12 inches) * impervious surface (square feet)
(3) 
Infiltration facilities should be designed to accommodate the first 1/2 inch of the permanently removed runoff.
(4) 
No more than one inch of runoff volume from impervious surfaces shall be released from the site. The release time must be over 24 to 72 hours.
C. 
Stormwater Control Measures. The applicant must demonstrate how the required volume is controlled through stormwater best management practices (BMPs) which shall provide the means necessary to capture, reuse, evaporate, transpire or infiltrate the total runoff volume.
(1) 
If natural resources exist on the site, the applicant is required to submit an SWM site plan, which shall determine the total acreage of protected area where no disturbance is proposed. The acreage of the protected area should be subtracted from the total site area and not included in the stormwater management site area acreage used in determining the volume controls.
Stormwater Management Site Area =
{Total Site Area (for both pre- and post-development conditions) - Protected Area}
Natural resource areas should be calculated based upon the municipality's own natural resource protection ordinance. For additional reference see Chapter 5, Section 5.4.1, of the PA BMP manual.
(2) 
Calculate the volume controls provided through nonstructural BMPs.
(3) 
Volume controls provided through nonstructural BMPs should be subtracted from the required volume to determine the necessary structural BMPs.
Required Volume Control (ft3) - Nonstructural Volume Control (ft3) = Structural Volume Requirement (ft3)
(4) 
Calculate the volume controls provided through structural BMPs. See PA BMP manual, Chapter 6, for description of the BMPs.
(5) 
Infiltration BMPs intended to receive runoff from developed areas shall be selected based on the suitability of soils and site conditions. Infiltration BMPs shall be constructed on soils that have the following characteristics:
(a) 
A minimum soil depth of 24 inches between the bottom of the infiltration BMPs and the top of bedrock or seasonally high water table.
(b) 
An infiltration rate sufficient to accept the additional stormwater load and dewater completely as determined by field tests. A minimum of 0.25 inch/hour should be utilized and for acceptable rates a safety factor of 50% should be applied for design purposes (e.g., for soil which measured 0.5 inch/hour, the BMP design should use 0.25 inch/hour to insure safe infiltration rates after construction).
(c) 
All open-air infiltration facilities shall be designed to completely infiltrate runoff volume within three days (72 hours) from the start of the design storm.
(6) 
Soils. A soils evaluation of the project site shall be required to determine the suitability of infiltration facilities for all subdivisions and land developments, any projects that propose 5,000 square feet or more of new impervious surface or as deemed necessary by the Township Engineer. A soils evaluation is recommended for all other applications. All regulated activities are required to perform a detailed soils evaluation by a qualified design professional which at minimum addresses soil permeability, depth to bedrock, and subgrade stability. The general process for designing the infiltration BMP shall be:
(a) 
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 sub-grade stability; infiltration may not be ruled out without conducting these tests.
(b) 
Provide field tests such as double ring infiltrometer or hydraulic conductivity tests (at the level of the proposed infiltration surface) to determine the appropriate hydraulic conductivity rate.
(c) 
Design the infiltration structure based on field determined capacity at the level of the proposed infiltration surface and based on the safety factor of 50%.
(d) 
If on-lot infiltration structures are proposed, it must be demonstrated to the municipality that the soils are conducive to infiltrate on the lots identified.
(e) 
An impermeable liner will be required in detention basins where the possibility of groundwater contamination exists. A detailed hydrogeologic investigation may be required by the municipality.
D. 
Small Project Stormwater Management Volume Control Requirements: This section applies to only small projects (residential and nonresidential) that propose less than 1,000 square feet of new impervious surface.
(1) 
Newly planted deciduous trees can reduce runoff volume by six cubic feet. Newly planted evergreen trees can reduce runoff volume by 10 cubic feet.
(2) 
Projects that proposed between zero square feet and 500 square feet of new impervious surface are required to plant trees that would reduce runoff volume by 10 cubic feet. Projects that proposed between 501 square feet and 1,000 square feet of new impervious surface are required to plant trees that would reduce runoff volume by 20 cubic feet.
(3) 
Proposed deciduous or evergreen trees must be selected from the Township's required plant material list from the Subdivision and Land Development Ordinance.[1]
[1]
Editor's Note: See Ch. 22, Subdivision and Land Development.
(4) 
If an applicant demonstrates the required number of plantings cannot be accommodated on the property, the applicant is required to pay a fee-in-lieu of landscaping in an amount equal to $350 per tree.
[Ord. No. 2022-09-03, 9/26/2022]
1. 
Peak rate controls for large storms, up to the 100-year event, is essential in order to protect against immediate downstream erosion and flooding. The following peak rate controls have been determined through hydrologic modeling of the Neshaminy Creek watershed.
A. 
Standards for managing runoff from each subarea in the Neshaminy Creek Watershed for the two-, five-, ten-, twenty-five-, fifty-, and 100-year design storms are shown in Table 26-124.1. Development sites must control proposed development conditions runoff rates to existing conditions runoff rates for the design storms in accordance with Table 26-124.1 on the following page.
Table 26-124.1
Peak Rate Runoff Control Standards by Stormwater Management Districts in the Neshaminy Creek Watershed
(includes Little Neshaminy Creek)
District
Design Storm Post-Development
(Proposed Conditions)
Design Storm Pre-Development
(Existing Conditions)
New Britain Township
2-year
1-year
5-year
2-year
10-year
5-year
25-year
10-year
50-year
25-year
100-year
50-year
B. 
General. Proposed conditions rates of runoff from any regulated activity shall not exceed the peak release rates of runoff from existing conditions for the design storms specified in this section of this Part.
C. 
Off-Site Areas. When calculating the allowable peak runoff rates, developers do not have to account for runoff draining into the subject development site from an off-site area. On-site drainage facilities shall be designed to safely convey off-site flows through the development site.
D. 
Site Areas. The stormwater management site area is the only area subject to the management district criteria. The stormwater management site area includes on-site areas that are not proposed to be disturbed but drain to a proposed stormwater management facility. Non-impacted areas or non-regulated activities bypassing the stormwater management facilities would not be subject to the management district criteria.
E. 
Criteria for Redevelopment Sites. For redevelopment sites, meet the full requirements specified by Table 26-124.1 and Subsections A through D.
[Ord. No. 2022-09-03, 9/26/2022]
1. 
The following criteria shall be used for runoff calculations:
A. 
For development sites not considered redevelopment, the ground cover used to determine the existing conditions runoff volume and flow rate shall be as follows:
(1) 
For the wooded portion of sites use a ground cover of "woods in good condition." An area is classified as wooded if a continuous canopy of trees exists over a 1/8 acre.
(2) 
The undeveloped portion of the site, including agriculture, bare earth, and fallow ground, shall be considered as "meadow in good condition," unless the natural ground cover generates a lower curve number (CN) or rational "c" value (i.e., woods).
B. 
For development and redevelopment sites, the ground cover used to determine the existing conditions runoff volume and flow rate for the developed portion of the site shall be based upon actual land cover conditions, except that 50% of the impervious surface area shall be considered meadow in the model for existing conditions.
2. 
Stormwater runoff peak discharges from all development sites with a drainage area greater than one acre shall be calculated using a generally accepted calculation technique that is based on the NRCS Soil Cover Complex Method. Table 26-125.1 summarizes acceptable computation methods. The method selected by the design professional shall be based on the individual limitations and suitability of each method for a particular site. The municipality may allow the use of the Dekalb Rational Method (Q=CIA) to estimate peak discharges from drainage areas that contain one acre or less.
Q = Peak flow rate, cubic feet per second (CFS)
C = Runoff coefficient, dependent on land use/cover
I = Design rainfall intensity, inches per hour
A = Drainage Area, acres
3. 
All calculations consistent with this Part using the Soil Cover Complex Method shall use the appropriate design rainfall depths for the various return period storms according to the National Oceanic and Atmospheric Administration (NOAA) Atlas 14 rain data corresponding to the Doylestown rain gage. These rainfall depths are: 2.7 inches (one-year); 3.3 inches (two-year); 4.1 inches (five-year); 4.8 inches (ten-year); 5.8 inches (twenty-five-year); 6.7 inches (fifty-year); and 7.6 inches (100-year). This data may also be directly retrieved from the NOAA Atlas 14 website: hdsc.nws.noaa.gov/hdsc/pfds/orb/pa_pfds.html. If a hydrologic computer model such as PSRM or HEC-1/HEC-HMS is used for stormwater runoff calculations, then the duration of rainfall shall be 24 hours.
Table 26-125.1
Acceptable Computation Methodologies for Stormwater Management Plans
Method
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 within limitations described in TR-55
HEC-1/HEC-HMS
U.S. Army Corps of Engineers
Applicable where use of full hydrologic computer model is desirable or necessary
PSRM
Penn State University
Applicable where use of a hydrologic computer model is desirable or necessary); simpler than TR-20 or HEC-I
Dekalb Rational Method (or commercial computer package based on Rational Method)
Emil Kuichling (1889)
For sites 1 acre or less, or as approved by the municipality and/or Municipal Engineer
Other Methods
Varies
Other computation methodologies approved by the municipality
4. 
All calculations using the rational method shall use rainfall intensities consistent with appropriate times-of-concentration for overland flow and return periods from NOAA Atlas 14, Volume 2 Version 2.1. Times-of-concentration for overland flow shall be calculated using the methodology presented in Chapter 3 of Urban Hydrology for Small Watersheds, NRCS, TR-55 (as amended from time to time by NRCS). Times-of-concentration for channel and pipe flow shall be computed using Manning's equation.
5. 
Runoff curve numbers (CN) for both existing and proposed conditions to be used in the soil cover complex method shall be based on TR-55.
6. 
Runoff coefficients (C) for both existing and proposed conditions for use in the Rational Method shall be consistent with Table 26-125.2 below.
Table 26-125.2
Rational Runoff Coefficients By Hydrologic Soils Group and Overland Slope (%)
Land Use
A
B
C
D
0-2%
2-6%
6%+
0-2%
2-6%
6%+
0-2%
2-6%
6%+
0-2%
2-6%
6%+
Residential
Lot Size 1/8 Acre
0.25
0.28
0.31
0.27
0.30
0.25
0.30
0.33
0.38
0.33
0.36
0.42
0.33
0.37
0.40
0.35
0.39
0.44
0.38
0.42
0.49
0.41
0.45
0.54
Lot Size 1/4 Acre
0.22
0.26
0.29
0.24
0.29
0.33
0.27
0.31
0.36
0.30
0.34
0.40
0.30
0.34
0.37
0.33
0.37
0.42
0.36
0.40
0.47
0.38
0.42
0.52
Lot Size 1/3 Acre
0.19
0.23
0.26
0.22
0.26
0.30
0.25
0.29
0.34
0.28
0.32
0.39
0.28
0.32
0.35
0.30
0.35
0.39
0.33
0.38
0.45
0.36
0.40
0.50
Lot Size 1/2 Acre
0.16
0.20
0.24
0.19
0.23
0.28
0.22
0.27
0.32
0.26
0.30
0.37
0.25
0.29
0.32
0.28
0.32
0.36
0.31
0.35
0.42
0.34
0.38
0.48
Lot Size 1 Acre
0.14
0.19
0.22
0.17
0.21
0.26
0.20
0.25
0.31
0.24
0.29
0.35
0.22
0.26
0.29
0.24
0.28
0.34
0.28
0.32
0.40
0.31
0.35
0.46
Industrial
0.67
0.68
0.68
0.68
0.68
0.69
0.68
0.69
0.69
0.69
0.69
0.70
0.85
0.85
0.86
0.85
0.86
0.86
0.86
0.86
0.87
0.86
0.86
0.88
Commercial
0.71
0.71
0.72
0.71
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.88
0.88
0.89
0.89
0.89
0.89
0.89
0.89
0.90
0.89
0.89
0.90
Streets
0.70
0.71
0.71
0.71
0.72
0.74
0.72
0.73
0.76
0.73
0.75
0.78
0.76
0.77
0.79
0.80
0.82
0.84
0.84
0.85
0.89
0.89
0.91
0.95
Open Space
0.05
0.10
0.14
0.08
0.13
0.19
0.12
0.17
0.24
0.16
0.21
0.28
0.11
0.16
0.20
0.14
0.19
0.26
0.18
0.23
0.32
0.22
0.27
0.39
Parking
0.85
0.86
0.87
0.85
0.86
0.87
0.85
0.86
0.87
0.85
0.86
0.87
0.95
0.96
0.97
0.95
0.96
0.97
0.95
0.96
0.97
0.95
0.96
0.97
a
Runoff coefficients for storm recurrence intervals less than 25 years.
b
Runoff coefficients for storm recurrence intervals 25 years or more.
Source: Rawls, W.J., S.L. Wong and R.H. McCuen, 1981, "Comparison of Urban Flood Frequency Procedures," Preliminary Draft, U.S. Department.
7. 
The Manning equation is preferred for one-dimensional, gradually varied, open channel flow. In other cases, appropriate, applicable methods should be applied; however, early coordination with the municipality is necessary.
8. 
Outlet structures for stormwater management facilities shall be designed to meet the performance standards of this Part using the generally accepted hydraulic analysis technique or method of the municipality.
9. 
The design of any stormwater detention facilities intended to meet the performance standards of this Part shall be verified by routing the design storm hydrograph through these facilities using the Storage-Indication Method. For drainage areas greater than one acre in size, the design storm hydrograph shall be computed using a calculation method that produces a full hydrograph. The municipality may approve the use of any generally accepted full hydrograph approximation technique that shall use a total runoff volume that is consistent with the volume from a method that produces a full hydrograph.
[Ord. No. 2022-09-03, 9/26/2022]
1. 
Hot Spots.
A. 
The use of infiltration BMPs is prohibited on hot spot land use areas, such as vehicle fueling stations, public works storage areas, recycling facilities, fleet storage areas, facilities that make or store hazardous materials, etc.
B. 
Stormwater runoff from hot spot land uses shall be pretreated. In no case may the same BMP be employed consecutively to meet this requirement.
2. 
West Nile Guidance Requirements. All wet basin designs shall incorporate biologic controls to deter the breeding of mosquitoes.