Township of Nockamixon, PA Article III Stormwater Management

§ 190-301 General requirements.

A. All regulated activities in the municipality which do not fall under the exemption criteria shown in § 190-105 of this chapter shall submit a stormwater management plan consistent with this chapter, Title 25 of the Pa. Code, and the Clean Streams Law,[1] to the municipality for review and approval. These criteria shall apply to the total proposed development even if development is to take place in stages. Impervious surface shall include, but not be limited to, any roof, parking or driveway areas and any new streets and sidewalks. Any areas designed to be gravel or crushed stone shall be assumed to be impervious.

[1] Editor's Note: See 35 P.S. § 691.1 et seq.

B. Stormwater drainage systems shall be provided in order to permit unimpeded flow along natural watercourses, except as modified by stormwater management facilities designed to encourage infiltration, groundwater recharge, and improved water quality.

C. Existing points of concentrated drainage that discharge onto adjacent property shall not be altered without written approval of the affected property owner(s) and shall be subject to any applicable discharge criteria specified in this chapter.

D. Areas of existing sheet flow discharge shall be maintained wherever possible. If sheet flow is proposed to be concentrated and discharged onto adjacent property, the developer 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; and submit written approval from the affected adjacent property owner(s).

E. For all subdivision and land development applications, the tributary area discharging drainage to any location along the site property boundary shall not increase by more than 25% over the predevelopment condition without written approval from the adjacent affected property owner(s).

F. Where a development site is traversed by watercourses, drainage easements shall be provided conforming to the line of such watercourses. The width of the easement shall be adequate to provide for the unimpeded flow of stormwater runoff from the one-hundred-year storm event. Terms of the easement shall prohibit excavation, the placing of fill or structures, and any alterations that may adversely affect the flow of stormwater within any portion of the easement. Periodic maintenance of the easement shall be required by the landowner to ensure proper runoff conveyance.

G. When it can be shown that, due to topographic conditions, natural drainageways on the 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 PADEP through the joint permit application process, or, where deemed appropriate by PADEP, through the general permit process.

H. Any stormwater management facilities regulated by this chapter that will be located in or adjacent to waters of the commonwealth or wetlands shall be subject to approval by PADEP through the joint permit application process or, where deemed appropriate by PADEP, the general permit process. When there is a question whether wetlands may be involved, it is the responsibility of the developer 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 PADEP.

I. Any stormwater management facilities regulated by this chapter that would be located on state highway rights-of-way, or discharge stormwater to facilities located within a state highway right-of-way, shall be subject to approval by the Pennsylvania Department of Transportation (PADOT).

J. Low-impact development methods should be used to minimize site disturbance and impervious surface. Infiltration of stormwater runoff through seepage beds, infiltration trenches, etc., are encouraged, where soil conditions permit, to reduce the size or eliminate the need for retention/detention facilities.

K. Roof drains and sump pumps shall discharge to a natural watercourse, drainage swale, or stormwater easement. Roof drains and sump pumps shall not be connected to a storm sewer or street drainage structure unless designed as part of a stormwater management facility. In no case shall roof drains or sump pumps be connected to a sanitary sewer.

L. Whenever a watercourse is located within a development site, it shall remain open in the natural state and location and shall not be piped, impeded, or altered (except for road crossings). It is the responsibility of the developer to stabilize existing eroded stream/channel banks.

M. Special requirements for watersheds draining to high-quality (HQ) and exceptional-value (EV) waters: The temperature and quality of water and streams that have been declared as exceptional-value and high-quality are to be maintained as defined in Chapter 93, Water Quality Standards, Title 25, Pennsylvania Department of Environmental Protection Rules and Regulations. Temperature-sensitive BMPs and stormwater conveyance systems are to be used and designed with storage pool areas and supply outflow channels, and shaded with trees. This will require modification of berms for permanent ponds and the relaxation of restrictions on planting vegetation within the facilities, provided that capacity for volumes and rate control is maintained. At a minimum, the southern half of pond shorelines shall be planted with shade or canopy trees within 10 feet of the pond shoreline. In conjunction with this requirement, the maximum slope allowed on the berm area to be planted is 10:1. This will lessen the destabilization of berm soils due to root growth. A long-term maintenance schedule and management plan for the thermal control BMPs is to be established and recorded for all development sites.

N. All stormwater runoff shall be pretreated for water quality prior to discharge to surface or groundwater as required by § 190-305 of this chapter.

O. The applicant shall provide adequate documentation to permit review of any alternate stormwater BMPs not addressed by this chapter. The municipality may obtain PADEP assistance to evaluate and approve alternative control measures.

§ 190-302 Stormwater management district: peak rate control.

A. Mapping of stormwater runoff peak rate districts. In order to implement the provisions of this chapter, Nockamixon Township is hereby divided into stormwater runoff peak rate districts consistent with the applicable Act 167 Plan. The boundaries of the districts are indicated on the runoff peak rate district map that is available for inspection at the municipal building. A large-scale boundary map is included as Appendix E[1] for reference.

[1] Editor's Note: Appendixes A through O are on file in the Township offices.

B. The exact location of the stormwater runoff peak rate district boundary as it applies to a given development site shall be determined by mapping the boundaries using the two-foot or five-foot topographic contours provided as part of the stormwater management plan developed for the site in accordance with the Subdivision and Land Development Ordinance.[2] The district boundaries as originally drawn coincide with topographic divides or, in certain instances, are drawn from the intersection of the watercourse or a potential flow obstruction to the topographic divide consistent with topography. The locations determined on the stormwater management plan shall be reviewed and verified by the Municipal Engineer.

[2] Editor’s Note: See Ch. 196, Subdivision and Land Development.

C. Description of Tohickon Creek Watershed stormwater runoff hydrologic peak rate districts:

(1) Conditional No-Detention Districts (Direct Discharge). Subareas identified on the official Sub-Basin Map available for inspection at the Township Office. Included in this district are 2, 3, 8-10, 18, 20, 21, 42, 43, 52, 54, 56, 57, 59, 61, 62, 67, 70-73, 76, 77, 81-83. These subareas may discharge post-development runoff without detention facilities without adversely affecting the total watershed peak flow. These areas are located adjacent to the Delaware River. However, where the conveyance capabilities of the local receiving facilities are not adequate to safely transport the increased peak flows from undetained runoff, a 100% release rate control is applied.

(2) One-Hundred-Percent Release Rate District. Subareas included in this district are 4-7, 1-17, 19, 22-28, 31-34, 41, 44-51, 53, 55, 58, 60, 63, 64, 66, 68, 69, 74, 75, 84-98, 101, 109, 111-114, 116, 118, 119, 121-126. These subareas are not expected to incur a great deal of development growth due to location, topography, soils, or a combination of all three factors. Also, the location in the watershed of these subareas is of minor importance in supporting the overall watershed level runoff control. Therefore, these areas are allowed to release development runoff at a rate that does not exceed the existing rates of runoff.

(3) Ninety-Percent Release Rate District. Subareas included in this district are 30, 35-40, 226. These areas are located in developing areas that have adequate drainage capacity in the receiving waterways. A slight amount of reduction is necessary to preserve this integrity of the receiving waterways and increase water quality of the receiving waterways, at the request of the local municipality. (Note: This district is not applicable to Nockamixon Township.)

(4) Seventy-Five-Percent Release Rate District. Subareas included in this district are 78-80, 99, 100, 102-108, 110, 115, 117, 120. Certain subareas require the control of stormwater runoff to a portion of the existing runoff equal to 75%. These areas are located in upper reaches of the watershed, specifically, areas around Quakertown Borough and Richlandtown Township which are projected to incur significant development impacts and have existing inadequate storm conveyance facilities. Some of these areas are expected to incur a relatively major increase in development pressure, while some areas may not see much development at all. In order to assure uniform watershed-level runoff control; however, the assignment of this release rate on a widespread basis will uniformly restrict the future runoff in a fashion that favors no particular subwatershed. (Note: This district is not applicable to Nockamixon Township.)

D. Description of Delaware River (North) Watershed stormwater runoff hydrologic peak rate districts:

(1) Conditional No-Detention Districts. Subareas included in this district are 1, 2, 6-11, 20, 61-68, 70-72, 89-91, 93. These subareas may discharge post-development runoff without detention facilities without adversely affecting the total watershed peak flow. These areas are located adjacent to the Delaware River. However, the conveyance capabilities of the local receiving facilities may not be adequate to safely transport the increased peak flows from undetained runoff. In these cases, the developer shall ensure that a 100% release rate control is applied to the particular receiving stream(s), and/or the developer may provide increased capacity of those receiving facilities in order to ensure safe passage of any undetained runoff.

(2) One-Hundred-Percent Release Rate District. Subareas included in this district are 3-5, 12-19, 21-60, 69, 73-88, 92, 94-103, 112-130. These subareas are not expected to incur a great deal of development growth due to location, topography, soils or a combination of all three factors. Also, the location in the watershed of these subareas is of minor importance in supporting the overall watershed level runoff control. Therefore, these areas are allowed to release development runoff at a rate that does not exceed the existing rates of runoff.

(3) Seventy-Five-Percent Release Rate District. Subareas included in this district are 104-111. Certain subareas require the control of stormwater runoff to a portion of the existing runoff equal to 75%. These areas are located in the upper reaches of the watershed, specifically, areas around Springfield and Lower Saucon Townships. In order to ensure uniform watershed-level runoff control, the assignment of this release rate on a widespread basis will uniformly restrict the future runoff in a fashion that favors no particular subwatershed. (Note: This district is not applicable to Nockamixon Township.)

E. Notwithstanding the above-described release rates, stormwater management BMPs must be designed to meet the additional requirements of §§ 190-305, 190-306 and 190-307 of this chapter, and any NPDES stormwater management requirements where applicable.

§ 190-303 Stormwater management implementation provisions (performance standards and best management practices).

A. General.

(1) Proposed conditions peak rates of runoff from any regulated activity shall meet the peak release rates of runoff prior to development for the design storms specified on the Stormwater Management District Watershed Map (Appendix E) and § 190-302 of this chapter.

(2) Post-development rates of runoff from any regulated activity shall not exceed the peak release rates of runoff prior to development for the design storms specified in the watershed stormwater management plan, § 190-302 of this chapter and using rainfall depths given in Figure A-2, Appendix A,[1] of this chapter.

[1] Editor's Note: Appendixes A through O are on file in the Township offices.

B. District boundaries. The boundaries of the stormwater management districts are shown on a watershed map, which is available for inspection at the municipal office. A copy of the watershed map, at a reduced scale, is included in the Appendix E of this chapter. The exact location of stormwater management district boundaries as they apply to a given development site shall be determined by mapping the boundaries using topographic contours at an appropriate level of detail, but in no case less than two-foot intervals (or five-foot intervals as applicable). This information shall be provided as part of the stormwater management plan.

C. Sites located in more than one district. For a proposed development site located within two or more release category subareas, the peak discharge rate from any subarea shall be the predevelopment peak discharge for that subarea multiplied by the applicable release rate. The calculated peak discharges shall apply regardless of whether the grading plan changes the drainage area by subarea.

D. Off-site areas. Off-site areas that drain through a proposed development site are not subject to release rate criteria when determining allowable peak runoff rates or volume reduction. However, on-site drainage facilities shall be designed to safely convey off-site flows through the development site.

E. Site areas. Where the site area to be impacted by a proposed development activity differs significantly from the total site area as determined by the municipality, the municipality may, but is not required to, permit only the proposed impact area to be subject to the release rate criteria.

F. Stormwater conveyance corridor protection (riparian corridor preservation and vegetation). Runoff from developed areas of the site, including, but not limited to, areas of impervious surface, shall be managed through a series of riparian corridor vegetation facilities whenever possible. This will be accomplished in a manner satisfactory to the municipality, utilizing the "Pennsylvania Handbook of Best Management Practices for Developing Areas," 1998, Riparian Forested Buffer, and the priority goal of the riparian vegetation will be the reduction of thermal impacts on stormwater runoff associated with impervious areas, with a secondary goal being the protection of capacity of existing stormwater conveyance channels. These goals will be achieved through the use of design criteria in § 190-308T of this chapter, and shall be in addition to any other municipal ordinance provisions.

G. Regional detention alternatives. For certain areas within the study area, it may be more cost-effective to provide one control facility for more than one development site than to provide an individual control facility for each development site. The initiative and funding for any regional runoff control alternatives are the responsibility of prospective developers. The design of any regional control basins must incorporate reasonable development of the entire upstream watershed. The peak outflow of a regional basin would be determined on a case-by-case basis using the hydrologic model of the watershed consistent with protection of the downstream watershed areas. "Hydrologic model" refers to the calibrated model as developed for the stormwater management plan.

H. Downstream hydraulic capacity analysis. Any downstream capacity hydraulic analysis conducted in accordance with this chapter shall use the following criteria for determining adequacy for accepting increased peak flow rates:

(1) Natural or man-made channels or swales must be able to convey the increased runoff associated with a two-year return period event within their banks at velocities consistent with protection of the channels from erosion. Acceptable velocities shall be based upon criteria included in the DEP Erosion and Sediment Pollution Control Program Manual.

(2) Natural or man-made channels or swales must be able to convey the increased one-hundred-year return period runoff without creating any hazard to persons or property.

(3) Culverts, bridges, storm sewers or any other facilities which must pass or convey flows from the tributary area must be designed in accordance with DEP, Chapter 105 regulations (if applicable) and, at a minimum, pass the increased one-hundred-year return period runoff.

§ 190-304 Nonstructural project design (sequencing to minimize stormwater impacts).

A. The design of all regulated activities shall include the following steps in sequence to minimize stormwater impacts.

(1) The applicant is required to find practicable alternatives to the surface discharge of stormwater, the creation of impervious surfaces, and the degradation of waters of the commonwealth, and must maintain as much as possible the natural hydrologic regime of the site.

(2) An alternative is practicable if it is available and capable of being completed after considering cost, existing technology, and logistics in light of overall project purposes, and other Township requirements.

(3) All practicable alternatives to the discharge of stormwater are presumed to have less adverse impact on quantity and quality of waters of the commonwealth unless otherwise demonstrated.

B. The applicant shall demonstrate that regulated activities are designed in the following sequence to minimize the increases in stormwater runoff and impacts to water quality:

(1) Prepare an existing resource and site analysis map (ERSAM), showing environmentally sensitive areas, including, but not limited to, steep slopes, ponds, lakes, streams, wetlands, hydric soils, vernal pools, floodplains, stream buffer zones, Hydrologic Soil Groups A, B, C, and D, any existing recharge areas and any other requirements outlined in the Subdivision and Land Development Ordinance.[1]

[1] Editor's Note: See Ch. 196, Subdivision and Land Development.

(2) Prepare a draft project layout avoiding sensitive areas identified in § 190-304B(1) and minimizing total site earth disturbance as much as possible. The ratio of disturbed area to the entire site area and measures taken to minimize earth disturbance shall be included in the ERSAM.

(3) Identify site-specific existing conditions drainage areas, discharge points, recharge areas, and hydrologic soil groups A and B.

(4) Evaluate nonstructural stormwater management alternatives, including, but not limited to, the following (refer to Appendix H[2]):

(a) Minimize earth disturbance.

(b) Minimize impervious surfaces.

(c) Break up large impervious surfaces and intermix with pervious areas.

[2] Editor's Note: Appendixes A through O are on file in the Township offices.

(5) Satisfy water quality objective (§ 190-305).

(6) Satisfy groundwater recharge (infiltration) objective (§ 190-306) and provide for stormwater treatment prior to infiltration.

(7) Satisfy stream bank erosion protection objective (§ 190-307).

(8) Determine the management district within which the site is located (Appendix E) and conduct a predevelopment runoff analysis.

(9) Prepare the final project design to maintain predevelopment drainage areas and discharge points, to minimize earth disturbance and impervious surfaces, to reduce runoff to the maximum extent possible, and to minimize the use of surface or point discharges.

(10) Conduct a proposed conditions runoff analysis based on the final design and to meet the release rate and in turn the overbank flow and extreme event requirements (§ 190-307).

(11) Manage any remaining runoff through treatment prior to discharge, as part of detention, biorentention, direct discharge or other structural control.

§ 190-305 Water quality.

A. The project plan shall specify permanent stormwater BMPs to be implemented, operated, and maintained to meet water quality requirements. Because water quality requirements vary depending on the "uses" of the waterbodies in the watershed, a framework methodology is provided here.

B. In order to protect and maintain water quality, additional stormwater runoff created by the development project must be captured, stored, and treated. In addition, post-construction stormwater infiltration of runoff must replicate preconstruction infiltration of runoff to the maximum extent possible. In high-quality and exceptional value watershed, special requirements may apply.

C. The volume of additional stormwater runoff to be captured, stored, and treated is called the water quality volume (WQ_v).

Equation: 190-305.1

WQ_v = [(P)(Rv)(A)]/12

Where:
	WQv	=	Water quality volume (acre-feet).
	P	=	Rainfall amount equal to 90% of events producing this rainfall (inches).
	A	=	Area of the project contributing to the water quality BMP (acres).
	Rv	=	0.05 + 0.009(I), where I is the percent of the area that is impervious surface (impervious area/A*100).
	P	=	Rainfall depth in inches, using the ninety-percent storm: The volume of rainfall for 90% of the storm events which produce runoff in the watershed annually. For PennDOT Region 5, the current P value is 2.04 inches.
In special protection watersheds, as described in 25 Pa. Code Chapter 93, this volume is required to remain on site through infiltration and other methods, to protect water quality. Guidance can be obtained from PADEP.

D. Factors.

(1) The following factors must be considered when evaluating the suitability of BMPs used to control water quality at a given development site:

(a) Total contributing drainage area.

(b) Permeability and infiltration rate of the site soils.

(c) Slope and depth to bedrock.

(d) Seasonal high-water table.

(e) Proximity to building foundations and wellheads.

(f) Erodibility of soils.

(g) Land availability and configuration of the topography.

(h) Peak discharge and required volume control.

(i) Streambank erosion.

(j) Efficiency of the BMPs to mitigate potential water quality problems.

(k) Volume of runoff that will be effectively treated.

(l) Nature of the pollutant being removed.

(m) Maintenance requirements.

(n) Creation/protection of aquatic and wildlife habitat.

(o) Recreational value.

(p) Enhancement of aesthetic and property value.

(2) To accomplish the above, the applicant shall submit original and innovative designs for review. Such designs may achieve the water quality objectives through a combination of BMPs (best management practices).

E. Credits.

(1) The applicant may, subject to approval of Nockamixon Township, use any of the following nonstructural stormwater credits, generally described in the following table, in computing the required water quality volume.

Stormwater Credit	Description
Natural area conservation	Conservation of natural areas such as forest, wetlands, or other sensitive areas in a protected easement, thereby retaining their predevelopment hydrologic and water quality characteristics. Using this credit, a designer may subtract conservation areas from total site area when computing the required water quality volume.
Vegetated roof	Credit may be given for water quality and volume benefits for vegetated roof covers where vegetation is grown on, and completely covers, an otherwise flat or pitched roof (less than or equal to 30° slope).
Disconnection of rooftop runoff	Credit may be given when rooftop runoff is disconnected and then directed over a pervious area where it may either infiltrate into the soil or filter over it. Credit is typically obtained by grading the site to promote overland flow or by providing bioretention on single-family residential lots. If a rooftop area is adequately disconnected, the impervious area may be deducted from the total impervious cover.
Disconnection of nonrooftop runoff	Credit may be given for practices that disconnect surface impervious cover by directing it to pervious areas where it is either infiltrated or filtered through the soil. As with rooftop runoff, the impervious area may be deducted from the total impervious cover, thereby reducing the required water quality volume.
Stream buffer credit	Credit may be given when a stream buffer effectively treats stormwater runoff. Effective treatment constitutes capturing runoff from pervious and impervious areas adjacent to the buffer and treating the runoff through overland flow across a grass or forested area. Areas treated in this manner may be deducted from total site area when computing the required water quality volume.
Grass channel (open section roads)	Credit may be given when open grass channels are used to reduce the volume of runoff and pollutants during smaller storms. If designed according to appropriate criteria, these channels may meet water quality criteria for certain types of residential development.
Environmentally sensitive rural development	Credit may be given when a group of environmental site design techniques are applied to low density or rural residential development. This credit eliminates the need for structural practices to address water quality volume.

(2) For design and applicability of nonstructural BMPs refer to Chapter 5 of the "Pennsylvania Stormwater Management Practices Manual," December 2006, as amended. For the nonstructural BMPs proposed, the applicant shall utilize and submit appropriate checklists included in Chapter 8, Section 8.8 of the "Pennsylvania Stormwater Best Management Practices Manual," December 2006, as amended (refer to Appendix H[1]) to demonstrate that the BMPs are applicable to the project and to determine the amount of volume or peak rate credit is applicable.

[1] Editor's Note: Appendixes A through O are on file in the Township offices.

F. The volume and rate of any stormwater discharges allowed under this chapter must be managed to prevent the physical degradation of receiving waters, such as by streambank scour and erosion. If a detention facility is proposed which is part of the BMPs approved for the project, the facility(ies) must be designed to provide for a twenty-four-hour extended detention of the one-year, twenty-four-hour storm event (i.e., the stormwater runoff will be released over a minimum 24 hours for the one-year, twenty-four-hour storm event from the time of peak inflow to zero outflow).

§ 190-306 Groundwater recharge (infiltration).

A. Infiltration BMPs shall meet the following minimum requirements:

(1) Where site/soil conditions are suitable, regulated activities must recharge (infiltrate) a portion of the runoff created by the development as part of an overall stormwater management plan designed for the site. The volume of runoff to be recharged shall be determined from § 190-306A(2)(a) or (b).

(a) Infiltration BMPs intended to receive runoff from developed areas shall be selected based on suitability of soils and site conditions and shall be constructed on soils and have the following characteristics:

[1] A minimum depth of 24 inches between the bottom of the BMP and the limiting zone.

[2] An infiltration and/or percolation rate sufficient to accept the additional stormwater load and drain completed as determined by field tests conducted by the applicant's design professional.

[3] The recharge facility shall be capable of completely infiltrating the recharge volume within four days (96 hours).

[4] Pretreatment shall be provided prior to infiltration.

[5] The requirements for recharge are applied to all disturbed areas, even if they are ultimately to be an undeveloped land use such as grass, since studies have found that compaction of the soils during disturbance reduces their infiltrative capacity.

(b) Recharge volume (Re) shall be computed by first obtaining the infiltration requirement using methods in either § 190-306A(2)(a) or (b), then multiplying by the total proposed impervious area. The overall required recharge volume for a site is computed by multiplying total impervious area by the infiltration requirement.

[1] NRCS curve number equation. The following criteria shall apply.

The NRCS runoff shall be utilized to calculate infiltration requirements (P) in inches.

Equation: 190-306.1

For zero runoff: P = I (Infiltration) = (200/CN) - 2

Where:
	P = I	=	Infiltration requirement (inches).
	CN	=	SCS(NRCS) curve number of the existing conditions contributing to the recharge facility.
This equation can be displayed graphically in, and the infiltration requirement can also be determined from, Figure 190-306.1.
The recharge volume (Rev) required would therefore be computed as:
Equation: 190-306.2
Rev = I * impervious area (SF)/12 = cubic feet (CF)

[2] Annual recharge water budget approach. It has been determined that infiltrating 0.6 inch of runoff from the impervious areas will aid in maintaining the hydrologic regime of the watershed. If the goals of § 190-306A(2)(a) cannot be achieved, then 0.6 inch of rainfall shall be infiltrated from all impervious areas, up to an existing site conditions curve number of 77. Above a curve number of 77, Equation 190-306.1 or the curve in Figure 190-306.1 should be used to determine the Infiltration requirement.

Where:
	I	=	0.6 inch
The recharge volume (Rev) required would therefore be computed as:
Rev = I * percent impervious area (SF)/12 = (CF)

The recharge values derived from these methods are the minimum volumes the applicant must control through an infiltration/recharge BMP facility. However, if a site has areas of soils where additional volume of infiltration can be achieved, the applicant is encouraged to recharge as much of the stormwater runoff from the site as possible.

Figure 190-306.1

B. The general process for designing the infiltration BMP shall be:

(1) A detached soils evaluation of the project site shall be required to determine the suitability of recharge facilities. The evaluation shall be performed by a qualified applicant and, at a minimum, address soil permeability, depth of bedrock, and subgrade stability.

(a) Analyze hydrologic soil groups as well as natural and man-made features within the watershed to determine general areas of suitability for infiltration stability.

(b) Provide field tests, such as double ring infiltration tests at the level of the proposed infiltration surface to determine the appropriate hydraulic conductivity rate.

(c) Design the infiltration structure for the required storm volume based on field determined capacity at the level of the proposed infiltration surface.

(d) Where the recharge volume requirement cannot be physically accomplished due to the results of the field soils testing, supporting documentation, and justification must be submitted with the drainage plan.

(e) If on-lot infiltration structures are proposed, the design must demonstrate that the soils are conducive to infiltrate on the lots identified.

C. Extreme caution shall be exercised where infiltration is proposed in geologically susceptible limestone areas. Extreme caution shall also be exercised where salt or chloride would be a pollutant since soils do little to filter this pollutant and it may contaminate the groundwater. Extreme caution shall be exercised where infiltration is proposed in source water protection areas. The qualified design professional shall evaluate the possibility of groundwater contamination from the proposed infiltration/recharge facility and perform a hydrogeologic justification study if necessary. The infiltration requirement in high-quality/exceptional-value waters shall be subject to DEP's Title 25, Chapter 93, antidegradation regulations. The municipality may require the installation of an impermeable liner in BMP and/or detention basins where the possibility of groundwater contamination exists. A detailed hydrogeologic investigation may be required by the municipality.

D. The plan must include safeguards against groundwater contamination for uses which may cause groundwater contamination, should there be a mishap or spill.

E. Recharge/infiltration facilities shall be used in conjunction with other innovative or traditional BMPs, stormwater control facilities, and nonstructural stormwater management alternatives.

§ 190-307 Stream bank erosion requirements.

A. In addition to the water quality volume, to minimize the impact of stormwater runoff on downstream stream bank erosion, a BMP must be designed to detain the proposed conditions two-year, twenty-four-hour design storm to the existing conditions one-year flow using the SCS Type II distribution. Additionally, provisions shall be made (such as adding a small orifice at the bottom of the outlet structure) so that the proposed conditions one-year storm takes a minimum 24 hours to drain from the facility from a point where the maximum volume of water from the one-year storm is captured (i.e., the maximum water surface elevation is achieved in the facility).

B. Release of water may begin at the start of the storm (i.e., the invert of the water quality orifice is at the invert of the facility). The design of the facility shall minimize clogging and sedimentation. Orifices smaller than three inches in diameter are not recommended. However, if the design engineer can verify that the smaller orifice is protected from clogging by use of trash racks, etc., smaller orifices may be permitted. Trash racks are required for any primary orifice.

§ 190-308 Design criteria for stormwater management facilities and best management practices.

A. Increased stormwater runoff which may result from regulated activities listed in § 190-104 shall be controlled by permanent stormwater runoff control measures that will provide the required standards within Article III. The methods of stormwater control or best management practices (BMPs) which may be used to meet the required standards are described in this chapter and are the preferred methods of controlling stormwater runoff. Additional design criteria are included in these descriptions. The choice of BMPs is not limited to the ones appearing in this chapter; however, any selected BMP must meet or exceed the runoff peak rate requirements of this chapter for the applicable hydrologic district.

B. Any stormwater facility located on state highway rights-of-way shall be subject to approval by the Pennsylvania Department of Transportation.

C. Collection system standards.

(1) Curb inlets. Curb inlets shall be located at curb tangents on the uphill side of street intersections, and at intervals along the curbline to control the maximum amount of encroachment of runoff on the roadway pavement so that same does not exceed a width of four feet during the design storm event. Design and location of curb inlets shall be approved by the Township.

(2) Pipe materials. All storm sewer piping shall be Class III reinforced concrete pipe, except when pipe class and strength is required to be increased in accordance with PennDOT specifications. Piping shall be saw-cut at ends, as needed, and not hammered or broken. All pipe joints and lift holes must be mortared except where designed for infiltration.

(a) If aproved by the Township, HDPE Type S pipe may be utilized for privately owned and maintained stormwater collection systems. Additionally, PVC Schedule 40 (or SDR 35) pipe may be utilized for on-lot roof drain/sump pump collection systems and individual lot stormwater BMPs.

(3) Minimum pipe size. Minimum pipe diameter shall be 18 inches (or an equivalent flow area of 1.76 square feet). Where PVC pipe is permitted as indicated above, minimum diameter shall be four inches with appropriate cleanouts.

(4) Inlet and manhole construction. Inlet and manhole castings and concrete construction shall be equivalent to PennDOT design standards. Manholes shall be equipped with open-grate lids. All inlet grates shall be "bicycle safe" heavy-duty structural steel. All storm sewer inlets must be identified with a storm drain marker. Storm drain markers shall be stainless steel affixed to the inlet hood with adhesive, rivets or bolts. (Marker may be bolted to the grate in off-road locations.) Marker shall have a minimum diameter of 3 1/2 inches and include "No Dumping - Drains to Waterway" and a fish symbol. Alternate designs/sizes may be used if approved by the Township.

(5) Open-end pipes must be fitted with concrete endwalls or wing walls in accordance with PennDOT standards.

(6) Flow velocity. Stormwater collection systems shall be designed to produce a minimum velocity of 3.0 feet per second when flowing full. The maximum permissible velocity shall be 15.0 feet per second. Pipe slopes shall not be less than 0.50%.

(7) Inlets and manholes shall be spaced at intervals not exceeding 300 feet, and shall be located wherever branches are connected or sizes are changed, and wherever there is a change in alignment or grade. For drainage lines of at least 36 inches diameter, inlets and manholes may be spaced at intervals not exceeding 400 feet.

(8) Storm sewer bedding/backfill requirements shall conform to the construction details in Appendix L.[1]

[1] Editor's Note: Appendixes A through O are on file in the Township offices.

(9) Inlets shall be located to intercept concentrated runoff prior to discharge over public/private rights-of-way, sidewalks, streets, and driveways.

(10) The capacity of all Type C inlets shall be based on a maximum surface flow to the inlets of 4.0 cfs, calculated based on the one-hundred-year frequency design storm event. The maximum flow to Type C inlets located in low points (such as sag vertical curves) shall include the overland flow directed to the inlet as well as all bypass runoff from upstream inlets. The bypass flow from upstream inlets shall be calculated using inlet efficiency curves included in PennDOT Design Manual Part 2, latest edition. If the surface flow to an inlet exceeds 4.0 cfs, additional inlets shall be provided upstream of the inlet to intercept the excessive surface flow. A Type C inlet at a low point of a paved area may be designed to accept a maximum of six cubic feet per second (cfs). Type M inlets shall be designed to accept a maximum surface flow of six cfs based on the one-hundred-year frequency design storm event, unless otherwise approved by the Township. Double inlets will not be permitted where additional pipe and inlets can be placed upstream to intercept excessive surface flow. A maximum of 12 cfs shall be permitted to be collected by a Type M inlet located in an isolated pervious area provided the designer can verify that such an inlet would not cause stormwater to accumulate on any adjacent public or private property, outside of an associated storm sewer easement, and that the depth of the accumulated stormwater would not exceed 12 inches.

(11) A minimum drop of two inches shall be provided between the inlet and outlet pipe invert elevations within all inlets and manholes. When varying pipe sizes enter an inlet or manhole, the elevation of crown of all pipes shall be matched.

(12) Stormwater pipes shall have a minimum depth of cover of 12 inches (including over the bell) or as designated by the American Concrete Pipe Association (whichever is greater), and in no case shall any part of the pipe project into the road subbase or curb. Where cover is restricted, equivalent pipe arches may be specified in lieu of circular pipe.

(13) The capacity of all stormwater pipes shall be calculated utilizing the Manning Equation for open channel flow as applied to closed conduit flow. The Manning's roughness coefficient shall be 0.13 for all concrete pipe. In cases where pressure flow may occur, the hydraulic grade line shall be calculated throughout the storm sewer system to verify that at least one foot of freeboard will be provided in all inlets and manholes for the design storm event.

(14) Culverts shall be designed based on procedures contained in Hydraulic Design of Highway Culverts, HDS No. 5, United States Department of Transportation, Federal Highway Administration. Where pressure flow is anticipated in storm sewer pipes (non-open channel flow), the applicant's designer shall be required to calculate the elevation of the hydraulic grade line through the storm sewer system. Wherever the hydraulic grade line elevation exceeds the pipe crown elevation for the design flow, pipes with watertight joints must be specified.

(15) Storm sewer structures, (i.e., endwalls, inlets, and sections, etc.) may not be located on top of, or within 10 feet of electric, communication, water, sanitary sewer, or gas services and/or mains, unless approval is received from the Township and the authority or utility having jurisdiction over same.

(16) Stormwater pipes must be oriented at right angles to electric, water, sanitary sewer, and gas utilities when crossing above or beneath same. Crossing angles of less than 90° will only be permitted at the discretion of the Township. When skewed crossings are permitted, interior angles between alignment of the storm sewer pipe and utility shall not be less than 45°. The vertical and horizontal design of storm sewer must be linear.

(17) Roadway underdrain is required along both sides of all proposed roadways, existing roadways proposed to be widened, and within existing or proposed roadside swales as directed by the Township.

(18) Where a public storm sewer system is not located within a right-of-way, or dedicated public property, a twenty-foot-wide easement shall be established to encompass the storm sewer system. For multiple pipes or utilities, the width of the easement shall be a minimum of 30 feet.

(19) A minimum of one foot of freeboard, between the inlet grate and the design flow elevation, shall be provided in all storm sewer systems (inlets and manholes) for the one-hundred-year frequency design storm event.

D. Open swales and gutters. Open swales shall be designed on the basis of Manning's Formula as indicated for collection systems with the following considerations:

(1) Roughness coefficient: The roughness coefficient shall be 0.040 for earth swales.

(2) Bank slopes: Slopes for swale banks shall not be steeper than one vertical to four horizontal.

(3) Flow velocity. The maximum velocity of flow as determined by Manning's Equation shall not exceed the allowable velocities as shown in the following table for the specific type of material unless otherwise approved by the Township and the Bucks County Conservation District.

Note: Source of the following design criteria is the Pennsylvania Department of Environmental Protection, Bureau of Soil and Water Conservation Publication, Erosion and Sediment Control Program Manual.

Allowable velocity
Material		Velocity in feet per second (fps)
Well-established grass on good soil
	Short pliant bladed grass	4.0 to 5.0
	Bunch grass - soil exposed	2.0 to 3.0
	Stiff-stemmed grass	3.0 to 4.0
Earth without vegetation
	Fine sand or silt	1.0
	Ordinary firm loam	2.0 to 3.0
	Stiff clay	3.0 to 5.0
	Clay and gravel	4.0 to 5.0
	Coarse gravel	4.0 to 5.0
	Soft shale	5.0 to 6.0
Shoulders
	Earth	(as defined above)
	Stabilized	6.0
	Paved	10.0 to 15.0

(4) Swales shall be stabilized with biodegradable erosion-control matting to permit establishment of permanent vegetation. Swales shall be of such shape and size to effectively contain the one-hundred-year, Rational Method design storm, and to conform to all other specifications of the Township.

(5) To minimize sheet flow of stormwater across lots located on the lower side of roads or streets, and to divert flow away from building areas, the cross section of the street as constructed shall provide for parallel ditches or swales or curb on the lower side which shall discharge only at drainage easements, unless otherwise approved by the Township.

(6) Gutters and swales adjacent to road paving shall be permitted to carry a maximum flow of four cubic feet per second prior to discharge away from the street surface, unless it is proven to the satisfaction of the Township by engineering calculations that the road slopes or other factors would allow higher gutter or swale capacity.

(7) Flows larger than those permitted in gutters and roadside swales may be conveyed in swales outside the required road right-of-way in separate drainage easements, or may be conveyed in pipes or culverts inside or outside the required road right-of-way.

(8) Existing and proposed swales shall be provided with underdrains as deemed necessary by the Township should overland seepage result in potential maintenance problems. Underdrains must discharge into a natural drainage channel or stormwater management system.

(9) Where drainage swales are used to divert surface waters away from buildings, they shall be sodded, landscaped, or otherwise protected as required and shall be of a slope, shape, and size conforming with the requirements of the Township. Concentration of surface water runoff shall be permitted only in swales, watercourses, retention or detention basins, bioretention areas, or other areas designed to meet the objectives of this Part.

E. Bridge and culvert design. Any proposed bridge or culvert to convey flow within a perennial or intermittent stream shall be designed in accordance with the following principals:

(1) Culverts and bridges shall be designed with an open bottom to maintain natural sediment transport and bed roughness, avoiding acceleration of water velocity above the natural (preexisting) condition. Rock (rip rap) lining (native material if possible) shall be installed within the culvert as needed to prevent erosion within the structure. Approximate top-of-rock lining must be at the level of the existing stream bottom so as to maintain normal water level and unimpeded movement of native animal species.

(2) Bottom of opening shall be designed, at a minimum, to match the bankfull channel condition in terms of width and depth. The cross-sectional area of the bankfull channel (measured at a reference location upstream of the structure) shall be matched with area in the crossing structure.

(3) Above the bankfull elevation, the width shall increase a minimum of 30% to disperse the energy of higher flow volumes and avoid undermining of the supporting structure by secondary currents.

(4) The total cross-sectional area of the structure opening must be equal to or greater than the flood-prone area (cross-sectional stream area at a depth of twice the maximum bankfull depth, measured at a reference location upstream of the structure). The flood-prone area is approximately equal to the area flooded by a fifty-year return flood.

(5) All bridges, culverts, and drainage channels shall be designed to convey a flow rate equal to a one-hundred-year, twenty-four-hour storm. (Refer to Appendix A, Table A-1.[2]) All bridges and culverts shall be designed to convey the one-hundred-year design storm without increasing the extent and depth of the one-hundred-year floodplain.

[2] Editor's Note: Appendixes A through O are on file in the Township offices.

F. Storm sewer design.

(1) Design flow rate. The storm sewer system shall be designed to carry the one-hundred-year frequency design storm peak flow rate. The drainage area and runoff coefficient to each inlet shall be indicated on the stormwater management plan. The one-hundred-year flow rate shall be determined by the Rational Method formula:

Q = CIA
Where:
	Q	=	Peak runoff rate measured in cubic feet per second (cfs).
	C	=	Runoff coefficient: The coefficient of stormwater runoff includes many variables, such as ground slope, ground cover, shape of drainage area, etc.
	I	=	Intensity: average rainfall intensity in inches per hour for a time equal to the time of concentration (in/hr).
	A	=	Area: drainage area in acres (ac).

Appropriate values for the rainfall intensity can be found in Appendix A, Figure A-1.[3]

[3] Editor's Note: Appendixes A through O are on file in the Township offices.

(2) Consideration shall be given to future land use changes in the drainage area in selecting the Rational (C) coefficient. For drainage areas containing several different types of ground cover, a weighted value of C shall be used.

(3) In determining the peak flow rate to individual storm sewer inlets (or other collection structures), the time of concentration method (as referenced in § 190-309) shall be used for inlet drainage areas in excess of one acre, unless otherwise approved by the Township. For inlet drainage areas less than one acre, a five-minute time of concentration shall be used unless otherwise approved by the Township.

(4) In determining the required design flow rate through a storm sewer piping system, if a five-minute time of concentration (storm duration) results in a pipe size exceeding a thirty-inch diameter pipe (or equivalent flow area of 4.9 square feet), the time of concentration approach (as defined herein) shall be used in determining storm duration.

(5) Overflow system. An overflow system shall be provided to carry all bypass flow and/or flow in excess of storm sewer design capacity to the detention basin (or other approved outlet point) when the capacity of the storm sewer system is exceeded. Stormwater runoff will not be permitted to surcharge from storm sewer structures.

G. Grading and drainage.

(1) After completion of rough grading, a minimum of eight inches of topsoil, or the exiting depth of topsoil encountered on the site (whichever is greater), shall be returned to remaining disturbed areas prior to final grading and seeding.

(2) Lots shall be graded to secure proper drainage away from buildings and to prevent the collection of stormwater in pools. A minimum of two-percent slopes shall be maintained away from and around all structures. Separation between the top-of-foundation wall (or slab) shall comply with Township Construction Code requirements.

(3) Construction. The developer shall construct and/or install such drainage structures and/or pipe which are necessary to prevent erosion damage and to satisfactorily carry off such surface waters to the nearest practical street, storm drain or natural water course.

(4) Excavation. No excavation shall be made with a cut face steeper in slope than four horizontal to one vertical (4:1 = 25%), except under one or more of the following conditions:

(a) The fill is located so that settlement, sliding, or erosion will not result in property damage or be a hazard to adjoining property, streets, alleys or buildings.

(b) A written statement from a professional civil engineer, licensed in the Commonwealth of Pennsylvania and experienced in erosion control, certifying the site has been inspected and that the proposed deviation from the slope specified above will not endanger any property or result in property damage, is submitted to and approved by the Township Engineer.

(c) A concrete, segmental block, or stone masonry wall, constructed in accordance with requirements of the Township Zoning Ordinance (Chapter 234) and Construction Code, is provided to support the face of the excavation.

(5) Fill. No fill shall be made which creates any exposed surface steeper in slope than four horizontal to one vertical (4:1 = 25%) except under one or more of the following conditions:

(a) The fill is located so that settlement, sliding, or erosion will not result in property damage or be a hazard to adjoining property, streets, alleys, or buildings.

(b) A written statement from a professional civil engineer, licensed in the Commonwealth of Pennsylvania and experienced in erosion control, certifying the site has been inspected and that the proposed deviation from the slope specified above will not endanger any property or result in property damage, is submitted to and approved by the Township.

(c) A concrete, segmental block, or stone masonry wall, constructed in accordance with Township requirements, is provided to support the face of the excavation.

(6) Slopes and fences. The top or bottom edge of slopes shall be a minimum of five feet from property or right-of-way lines of streets or alleys in order to permit the normal rounding of the edge without encroaching on the abutting property. Where walls or slopes (steeper than two horizontal to one vertical) are approved under the criteria in this Part, and are five feet or more in height, a protective fence conforming to Township Construction Codes shall be required at the top of the wall (or bank).

(7) Clean up. All lots must be kept free of any debris or nuisances whatsoever during construction.

(8) Design of erosion and sedimentation control facilities (particularly stormwater/sediment basins) shall incorporate best management practices as defined herein.

(9) Cut and fill operations shall be kept to a minimum. Wherever feasible, natural vegetation shall be retained, protected, and supplemented. Cuts and fills shall not endanger or otherwise adversely impact adjoining property.

(10) No grading equipment shall be permitted to be loaded and/or unloaded on a public street, and no grading equipment shall be permitted to travel on or across a public street unless licensed for operation on public thoroughfares.

(11) Grading equipment shall not be permitted to intermittent and perennial streams. Temporary crossing shall only be permitted where application is made, and approval is received, from the Pennsylvania Department of Environmental Protection (where applicable), the Bucks County Conservation District, and Plumstead Township.

(12) Design of energy dissipation for high volume and/or high velocity discharge from storm sewer pipes and channels shall be in accordance with Hydraulic Engineering Circular No. 14, "Hydraulic Design of Energy Dissipaters for Culverts and Channels" as published by Department of Transportation, FHA, when deemed necessary by the Township, and as approved by the Bucks County Conservation District.

(13) To control the dissemination of mud and dirt on to public roads and driveways, tire cleaning areas constructed of AASHTO #1 stone (underlain by geotextile structural fabric), at least 50 feet in length shall be installed at each point of access to the site and individual lots (upon construction of internal streets in a binder condition). When deemed necessary by the Township, washing stations shall also be set up at every construction entrance in order to wash mud and dirt from exiting vehicles. Appropriate measures must be taken to control runoff from such locations. The developer shall be responsible for the placement of appropriate signage identifying construction entrances and washing stations. Construction entrances shall be maintained by the developer during construction, as determined by the Township.

(14) During construction activities, necessary measures for dust control shall be exercised, including the application of water to higher traffic areas of the site.

(15) In the event any mud and/or debris is transported from the site onto a public roadway, the debris shall be removed immediately and the roadway swept and/or washed as deemed necessary by the Township at the owner's expense.

(16) Adequate provision shall be made to prevent surface water from damaging the cut face of excavation and the sloping surfaces of fills.

H. Any stormwater management facility designed to store runoff and requiring a berm or earthen embankment required or regulated by this chapter shall be designed to provide an emergency spillway to handle flow up to and including the one-hundred-year post-development conditions. The height of embankment must be set as to provide a minimum 1.0 foot of freeboard above the maximum pool elevation computed when the facility functions for the one-hundred-year post-development inflow.

I. Emergency spillways discharging over embankment fill shall be constructed of reinforced concrete checker blocks to protect the berm against erosion. The checker block lining shall extend to the toe of the fill slope on the outside of the berm, and shall extend to an elevation three feet below the spillway crest on the inside of the berm.

J. Vegetated spillways may be utilized for spillways constructed entirely on undisturbed ground (i.e., not discharging over fill) if the designer can demonstrate that flow velocities through the spillways will not cause erosion of the spillway. A dense cover of vegetation shall be rapidly established in such spillways by sodding or seeding with a geotextile anchor. Such a vegetated spillway must be stabilized before runoff is directed to the basin.

K. Should any stormwater management facility require a dam safety permit under PADEP 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 one-hundred-year event.

L. Stormwater management facility outlet piping shall be Class III reinforced O-ring concrete pipe. A minimum of one concrete antiseep collar shall be required. Precast collars shall have a minimum thickness of eight inches; field-poured collars shall have a minimum thickness of 12 inches. Collars may not be installed within two feet of pipe joints. Collars must be designed to project a minimum of two feet around the perimeter of the pipe. Maximum collar spacing is 14 times the design projection around the perimeter.

M. No stone gabion baskets may be used in the construction of stormwater management facilities.

N. Retention/detention basins.

(1) Pipe outlet shall permit complete drainage of all detained water, unless the stormwater management facility is designed as a retention basin/pond or provides for stormwater renovation with constructed wetlands.

(2) When a detention basin is not designed as a stormwater management constructed wetland, the stormwater management facility shall be planted with low maintenance grass or substitute satisfactory to the Township.

(3) All detention basin bottoms intended to be maintained as lawn (i.e., recreational fields) shall be designed with a minimum grade of 2%.

(4) To minimize the visual impact of detention basins, the detention basin shall be designed to avoid the need for safety fencing.

(a) To meet this requirement, basins shall be designed to the following specifications:

[1] Maximum depth of detained runoff shall be 24 inches for a two-year or ten-year storm event.

[2] Maximum depth of detained runoff shall be 36 inches for a one-hundred-year storm event.

[3] Interior slopes shall not be steeper than a ratio of 4:1 horizontal to vertical.

[4] Ponded water shall never exceed a depth of 24 inches for more than four hours.

(b) Depths and slopes may be exceeded by permission of the Township on a case-by-case basis if lot runoff, topography and/or existing downstream systems make the required pond area unreasonably large. In such case, fence and landscape screens will be required.

(5) An access ramp of 10:1, 10 feet wide, shall be provided to allow maintenance equipment to reach the basin floor. The ramp shall coincide with the required gate if fencing is needed.

(6) When required by the Township, fencing shall provide a suitable barrier at least four feet in height of material approved by the Township, such as split rail fencing (concrete posts with wood rails or all vinyl) with wire backing. Access to the basin shall be provided by a gate or gates having a total opening of at least 10 feet at such location(s) as to permit ready access to the detention basin with maintenance equipment.

(7) Landscaping:

(a) The perimeter berms and embankments of retention/detention basins, including wet ponds, and artificial wetland stormwater management facilities shall be designed to create a natural appearance and reduce future maintenance requirements. Landscaping shall include a mixture of native tall grasses and perennial plants, ground cover, shrubs, and trees to eliminate the necessity of periodic mowing.

(b) Artificial wetland basins shall be designed pursuant to requirements of the Pennsylvania Handbook of Best Management Practices for developing areas. Plant material and arrangement shall be subject to approval of the Township. (Refer to Appendix C - Plant Lists for Wetland Management.[4])

[4] Editor's Note: Appendixes A through O are on file in the Township offices.

(c) The perimeter of the retention/detention basin shall be landscaped with a mixture of deciduous trees, evergreens, and shrubs arranged in an informal manner. Retention basin (wet ponds) and artificial wetland basin landscaping shall be designed to create a "natural" appearance.

[1] Minimum plant material shall include the following per 100 linear feet of basin perimeter measured at the one-hundred-year reoccurrence stormwater elevation:

[a] Three evergreen trees (minimum height four feet).

[b] Two deciduous trees (minimum caliper 2 1/2 inches).

[c] Five shrubs (minimum height three feet).

[2] Retention/detention basin landscaping design is subject to approval by the municipality. Preservation of existing vegetation surrounding the facility may be considered in lieu of some or all required landscaping plantings.

(8) Retaining walls shall not be specified for use within the one-hundred-year water surface elevation area of any detention/retention facility or as part of any embankment or cut slope that is appurtenant to the construction of a detention/retention facility.

(9) The developer shall provide written assurance, satisfactory to the Township, that the retention/detention basin will be properly maintained. Such assurances shall be in a form to act as a covenant that will run with the land, and shall provide Township maintenance at the cost of the landowner in case of default, and further provide for assessment of costs and penalties in case of default.

(10) As an alternate to the above subsection, the Township may, at its own option, assume responsibility of the basin and may accept dedication of the basin by the developer. If the retention/detention basin is dedicated or offered to the Township for long-term maintenance, the following regulations shall apply:

(a) The dedicated area shall include the entire ponded area for the one-hundred-year storm event and the outside slope at the berm.

(b) The dedicated area shall not be considered part of the open space and recreation land required elsewhere in the Subdivision and Land Development Ordinance and Zoning Ordinance.[5]

[5] Editor's Note: See Ch. 196, Subdivision and Land Development, and Ch. 234, Zoning.

(c) If fencing is necessary, the basin design shall provide a level area (two-percent slope) eight feet in width on both the inside and outside of the fence, along the entire length of the fence for proper access by Township maintenance equipment. The total width of this generally level area shall be at least 16 feet.

(d) The developer shall provide for the special financial burden the Township will be accepting if the Township accepts the detention basin maintenance. To help mitigate this future financial burden, the developer shall contribute to the Township a cash payment in the amount of $15,000 per acre, on a pro rata basis, for any detention/retention basin site or area dedicated to the Township and being accepted by the Township. The detention/retention basin site area is measured to the outside limit of grading necessary to construct the basin and basin berm. The minimum contribution for any basin, regardless of size, shall be $7,500. This requirement may be modified by a resolution of the Township, from time to time, to reflect actual long-term costs of detention basin maintenance in the Township.

(11) Basin berm construction requirements:

(a) Site preparation. Areas under the embankment and any structural works shall be cleared, grubbed, and the topsoil stripped to remove the trees, vegetation, roots or other objectionable material. In order to facilitate cleanout and restoration, the pool area will be cleared of all brush and excess trees.

(b) Cutoff trench. A cutoff trench will be excavated along the centerline dam on earth fill embankments. The minimum depth shall be two feet. The cutoff trench shall extend up both abutments to the riser crest elevation. The minimum bottom width shall be eight feet but wide enough to permit operation of compaction equipment. The side slopes shall be no steeper than 1:1. Compaction requirements shall be the same as those for the embankment. The trench shall be kept free from standing water during the backfilling operations.

(c) Embankment.

[1] The fill material shall be taken from the selected borrow areas. It shall be free of roots, wood vegetation, oversized stones, rocks or other objectionable material. Areas on which fill is to be placed shall be scarified prior to placement of fill.

[2] The fill material should contain sufficient moisture so that it can be formed by hand into a ball without crumbling. If water can be squeezed out of the ball, it is too wet for proper compaction.

[3] Fill material will be placed in six- to eight-inch layers and shall be continuous over the entire length of the fill. Fill material must be compacted to a minimum of 95% of modified proctor density as established by ASTM D-1557. Compaction testing by a certified soils engineer/geologist must be completed as directed by the Township Engineer to verify adequate compaction has been achieved.

O. Any facilities that constitute water obstructions (e.g., culverts, bridges, outfalls, or stream enclosures), and any work involving wetlands as directed in PADEP Chapter 105 regulations (as amended or replaced from time to time by PADEP), shall be designed in accordance with Chapter 105 and will require a permit from PADEP. Any other drainage conveyance facility that doesn't fall under Chapter 105 regulations must be able to convey, without damage to the drainage structure or roadway, runoff from the one-hundred-year design storm with a minimum 1.0 foot of freeboard measured below the lowest point along the top of the roadway. Roadway crossings located within designated floodplain areas must be able to convey runoff from a one-hundred-year design storm with a minimum 1.0 foot of freeboard measured below the lowest point along the surface of the roadway. Any facility that constitutes a dam as defined in PADEP Chapter 105 regulations may require a permit under dam safety regulations. Any facility located within a PADOT right-of-way must meet PADOT minimum design standards and permit submission requirements.

P. Any drainage conveyance facility and/or channel that doesn't fall under Chapter 105 regulations must be able to convey, without damage to the drainage structure or roadway, runoff from the one-hundred-year design storm. Conveyance facilities to or exiting from stormwater management facilities shall be designed to convey the design flow to or from that structure. Roadway crossings located within designated floodplain areas must be able to convey runoff from a one-hundred-year design storm. Any facility located within a PADOT right-of-way must meet PADOT minimum design standards and permit submission requirements.

Q. Adequate erosion protection shall be provided along all open channels, and at all points of discharge.

R. Except for drainage at roadway stream crossings, pipe or artificial swale discharge shall be set back 75 feet from a receiving waterway, and the pipe discharge shall be diffused or spread out to reduce and eliminate high-velocity discharges to the impacted ground surface. The conveyance mechanism shall minimum disturbance and velocity of discharge.

S. All infiltration devices and groundwater recharge facilities shall be designed to completely drain all water in three days subsequent to any storm event.

T. Riparian corridor preservation.

(1) All disturbance of land adjacent to a perennial or intermittent river, stream or creek; or lake, pond or reservoir shall comply with the regulations promulgated by the Pennsylvania Department of Environmental Protection (PADEP) at 25 Pa. Code, Chapter 102.14, effective November 19, 2010, as amended. The obligation of the applicant to establish a riparian buffer in compliance with the regulations set forth at 25 Pa. Code, Chapter 102, shall not, for the purposes of this chapter, be limited to disturbances greater than one acre, but shall apply to all earth disturbances.

(2) Width, revegetation, maintenance, and protection of riparian buffers shall be as specified in the above PADEP regulations for special protection and other than special protection waters; and shall be so detailed on the appropriate plan sheets. For the purposes of this chapter, a minimum one-hundred-foot-wide riparian buffer shall be required to be established along all other than special protection waters. Riparian buffers must be identified on all stormwater management plans.

U. All developments which create impervious surface shall provide capacity for and treatment of the "Water Quality Volume" and "Recharge Volume," unless exempt from applicability under § 190-104.

V. Special requirements for areas falling within defined exceptional-value and high-quality subwatersheds: The temperature and quality of water and streams that have been declared as exceptional-value or high-quality is to be maintained as defined in Chapter 93 Water Quality standards, Title 25 of Pennsylvania Department of Environmental Protection Rules and Regulations. Temperature sensitive BMPs and stormwater conveyance systems are to be used and designed with storage pool areas and supply outflow channels, and shaded with trees. This will require the modification of berms for permanent ponds. At a minimum, the southern half of pond shorelines shall be planted with shade or canopy trees within 10 feet of the pond shoreline. In conjunction with this requirement, the maximum slope allowed on the berm area to be planted is 10:1 to lessen the destabilization of berm soils due to root growth.

W. Developers shall utilize BMPs to provide for additional water quality improvement and groundwater recharge.

(1) In evaluating potential stormwater BMPs, the order or preference is as follows:

(a) Infiltration BMPs.

(b) Flow attenuation methods (e.g., vegetated open swales and natural depressions).

(c) Artificial wetlands, bioretention structures, and wet ponds.

(d) Minimum first flush detention or dual purpose detention (where appropriate).

(2) Infiltration BMPs shall be utilized unless the applicant can demonstrate use of infiltration techniques is not feasible due to site conditions based upon site-specific soil testing. Vegetated swales, wetlands or artificial wetlands and bioretention structures shall be utilized wherever possible if infiltration BMPs are deemed unfeasible. BMP techniques can and should be used in conjunction with each other (e.g., vegetated swales with infiltration or retention facilities).

(a) Infiltration best management practices (BMPs). Infiltration devices shall be selected based upon suitability of soils and site conditions. Soil infiltration tests shall be performed on all sites to determine suitability of the site for infiltration BMPs. Testing shall include evaluation of selected soil horizons by soil probes, deep pits and/or percolation measurements. The soil infiltration rate of discharge from the infiltration area being used in the proposed design shall be based on these measurements. Infiltration BMPs shall be designed in accordance with the design criteria and specifications in Section 5 of the Pennsylvania Handbook of Best Management Practices for Developing Areas (1998) as amended and updated, and shall meet the following minimum requirements:

[1] Infiltration BMPs shall be constructed on soils with a minimum depth of 24 inches between the intended bottom of the facility and the seasonal high-water table and/or bedrock (limiting zone).

[2] Infiltration BMPs intended to receive rooftop runoff shall include appropriate measures such as leaf traps and cleanouts to prevent clogging by vegetation.

[3] Where direct discharge is permitted under the requirements of § 190-302, infiltration BMPs shall be designed to provide adequate storage to accommodate the post-development first flush design storm (one-year, twenty-four-hour storm) volume with outlet and overflow controls to convey runoff larger than the first flush design storm volume safely to a natural outfall.

[4] In areas where runoff release rates are specified under the requirements of § 190-302, regardless of the specified release rate percentage, if infiltration BMPs are intended, they shall be designed to, at a minimum:

[a] Provide adequate storage to accommodate the volume of runoff calculated as the difference between the predevelopment runoff volume and post-development runoff volume based on the one-hundred-year design storm.

[b] Control the post-development peak rate of runoff to the predevelopment peak rate of runoff for all design storms identified in § 190-303A of this chapter.

[c] Provide an overflow or spillway that safely permits the passing of runoff greater than that occurring during the one-hundred-year design storm.

(3) Noninfiltration facilities used as best management practices (BMPs). All facilities shall be designed in accordance to the design criteria and specifications in the Pennsylvania Handbook of Best Management Practices for Developing Areas (1998). This design shall be in particular coordination with Section 8, Descriptions of Selected Best Management Practices.

(4) Artificial wetlands, wet ponds, and bioretention structures.

(a) Wet pond BMPs shall meet the following requirements:

[1] Wet ponds shall be constructed on hydric or wet soils and/or soils which have an infiltration rate of less than 0.2 inch/hour.

[2] A minimum drainage area of five acres shall be directed to the pond unless a source of recharge is utilized, such as a natural spring or well.

[3] The length of the pond between the inflow and outlet points shall be maximized. In addition, an irregular shoreline shall be provided. By maximizing the flow length through the pond and providing an irregular shoreline, the greatest water quality benefit will be achieved by minimizing "short circuiting" of runoff flowing through the pond.

[4] A shallow forebay shall be provided adjacent to all inflow areas. The forebay shall be planted as a marsh with emergent wetland vegetation. The forebay serves to enhance sediment trapping and pollutant removal, as well as concentrating accumulated sediment in an area where it can be readily removed.

[5] All wet ponds shall be designed with public safety as a primary concern - An aquatic safety bench shall be provided around the perimeter of the permanent pool. The depth of the bench shall be a maximum of one foot for a width of at least three feet. A 3:1 slope shall lead from the edge of the safety bench toward the deep water portion of the pond. At least 15 feet of 3:1 slope shall be provided from the edge of the safety bench. Slopes in the remainder of the pond below the permanent pool elevation shall be a maximum of 2:1.

[6] The perimeter slope above the permanent pool shall have a maximum slope of 4:1 for a distance of at least 20 feet. The remaining areas above the permanent pool shall have a maximum slope of 3:1.

[7] Wet ponds shall have a deep water zone to encourage gravity settling of suspended fines, and prevent stagnation and possible eutrophication.

[8] Wet ponds shall be capable of being substantially drained by gravity flow. Where possible, wet ponds shall be equipped with a manually operated drain that can be secured against unauthorized operation.

[9] A planting plan shall be developed for the wet pond, showing all proposed aquatic, emergent, and upland plantings.

[10] Wet ponds shall be designed to discourage use by Canada geese. Techniques employed shall include the following:

[a] Elimination of straight shorelines, islands, and peninsulas;

[b] Placement of walking paths (where applicable) along the shoreline;

[c] Placement of grassed areas (i.e., playing fields) at least 450 feet from the water surface;

[d] Vegetative barriers;

[e] Rock barriers;

[f] Installation of tall trees within 10 feet of the water surface;

[g] Use of ground covers not palatable to Canada geese.

(b) Artificial wetland BMPs shall meet the following requirements:

[1] Artificial wetlands shall be constructed on hydric or wet soils and/or soils which have an infiltration rate of less than 0.2 inch/hour.

[2] Runoff entering artificial wetlands shall be filtered through a sediment removal device before entering the wetland.

[3] A planting plan shall be developed for the artificial wetland showing all proposed aquatic, emergent, and upland plantings. The planting plan shall be developed to provide a diversity of species resulting in a dense stand of wetland vegetation.

[4] At least 75% of the surface area of the wetland shall be developed as a shallow water emergent wetland, with a water depth of less than 12 inches. The remainder shall be constructed as open water with depths between two feet and four feet.

(5) Minimum first flush detention/dual purpose BMPs.

(a) Minimum first flush detention/dual purpose detention basin BMPs shall be designed to meet the following requirements:

[1] Post-development runoff from a "water quality storm" (a one-year, twenty-four-hour event) shall be released over a minimum period of 24 hours.

[2] Two stage basins shall be utilized where first flush detention will be employed for water quality and conventional detention used for peak rate control of storms exceeding the one-year, twenty-four-hour event.

[3] Two stage basins shall be constructed so that the lower part of the basin is graded to detain stormwater from the "water quality storm," and the remainder of the basin graded as a flat overbank area to provide storage only for the larger, less frequent storm events. The overbank area is encouraged to be developed as an active or passive recreational area.

[4] The area inundated by the "water quality storm" is encourage to be maintained as a wetland environment, which will increase the water quality benefits of the first flush/dual purpose detention basin and will prevent the need for mowing of a frequently saturated area.

X. All stormwater control facility designs shall conform to the applicable standards and specifications of the following governmental and institutional agencies:

(1) American Society of Testing and Materials (ASTM).

(2) Asphalt Institute (AI).

(3) Bucks Conservation District (BCD).

(4) Federal Highway Administration (FHWA).

(5) National Crushed Stone Association (NCSA).

(6) National Sand and Gravel Association (NSGA).

(7) Pennsylvania Department of Environmental Protection (PADEP).

(8) Pennsylvania Department of Transportation (PADOT).

(9) United States Department of Agriculture, Natural Resources Conservation Service, Pennsylvania (USDA, NRCS, PA).

Y. If special geological hazards or soil conditions, such as carbonate-derived soils, are identified on the site, the developer's professional engineer shall consider the effect of proposed stormwater management measures on these conditions. In such cases, the municipality shall require an in-depth report by a registered professional geologist.

Z. The design of all stormwater management facilities shall incorporate sound engineering principles and practices. Guidelines established by the Pennsylvania Handbook of Best Management Practices for Developing Areas (1998), as amended, shall be utilized in determining stormwater management facility design except where specifically modified by this or other municipal ordinance. The municipality shall reserve the right to disapprove any design that would result in the occupancy or continuation of an adverse hydrologic or hydraulic condition within the watershed.

§ 190-309 Calculation methodology.

Stormwater runoff from all development sites shall be calculated using either the Rational Method or a Soil Cover Complex methodology.

A. Any stormwater runoff calculations shall use generally accepted calculation technique that is based on the NRCS Soil Cover Complex Method. Table 190-309.1 summarizes acceptable computation methods. The method must be selected by the applicant based on the individual limitations and suitability of each method for a particular site. The Rational Method may be used to estimate peak discharges from drainage areas that contain less than 200 acres. The Rational Method is recommended for drainage areas under 100 acres.

Table 190-309.1 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 a 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	US Army Corps of Engineers	Applicable where use of full hydrologic computer model is desirable or necessary
PSRM	Penn State University	Applicable where use of an hydrologic computer model is desirable or necessary; simpler than TR-20 or HEC-1
Rational Method (or commercial computer package based on Rational Method)	Emil Kuichling (1889)	For sites less than 200 acres, or as approved by the Municipal Engineer
Other methods	Varies	Other computation methodologies approved by the Municipal Engineer

B. All calculations consistent with this chapter using the Soil Cover Complex Method shall use the appropriate design rainfall depths for the various return period storms according to National Oceanic and Atmospheric Administration (NOAA) Atlas 14 rain data corresponding to the Doylestown rain gauge. The SCS Type 11 rainfall curve from NOAA is found on Figure A-1 in Appendix A of this chapter.[1] This data may also be directly retrieved from the NOAA Atlas 14 website: hdsc.nws.noaa.gov/hdsc/pfds/orb/pa_pfds.html. If an hydrologic computer model such as PSRM or HEC-1/HEC-HMS is used for stormwater runoff calculations, the duration of rainfall shall be 24 hours.

[1] Editor's Note: Appendixes A through O are on file in the Township offices.

C. Runoff curve numbers (CN) for both existing and proposed conditions to be used in the Soil Cover Complex Method shall be obtained from the table in Appendix A of this chapter. For the purposes of existing conditions flow rate determination for applications, undeveloped land and existing impervious surfaces shall be considered as "meadow" in good condition, unless the natural ground cover generates a lower curve number of Rational C value (i.e., forest), as listed in Table in Appendix A of this chapter. Wooded areas shall use a ground cover of "woods in good condition." An area shall be considered wooded if there is a contiguous canopy of trees existing over an area of one-quarter acre or more.

D. 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 (Table A-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 or replaced from time to time by NRCS). Times of concentration for channel and pipe flow shall be computed using Manning's Equation.

E. Runoff curve numbers (CN) for both existing and proposed conditions to be used in the Soil Cover Complex Method shall be obtained from Appendix A of this chapter.

F. Runoff coefficients (c) for both existing and proposed conditions for use in the Rational Method shall be obtained from Appendix A of this chapter.

G. Where uniform flow is anticipated, the Manning Equation shall be used for hydraulic computations, and to determine the capacity of open channels, pipes, and storm sewers. Values for Manning's roughness coefficient (n) shall be consistent with Table A-4 in Appendix A of this chapter. Outlet structures for stormwater management facilities shall be designed to meet the performance standards of this chapter using any generally accepted hydraulic analysis technique or method.

H. The design of any stormwater management facilities intended to meet the performance standards of this chapter shall be verified by routing the design storm hydrograph through these facilities using the Storage Indication Method. For drainage areas greater than 20 acres 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.

I. The municipality has the authority to require that computed existing runoff rates be reconciled with field observations and conditions. If the design professional engineer can substantiate through actual physical calibration that more appropriate runoff and time-of-concentration values should be utilized at a particular site, then appropriate variations may be made upon review and recommendations of the municipal engineer. Calibration shall require detailed gauge and rainfall data for the particular site in question.

J. All stormwater runoff calculations/reports and design of stormwater management facilities shall be prepared by a registered professional engineer licensed in the Commonwealth of Pennsylvania.

§ 190-310 Erosion and sediment control during regulated earth disturbance activities.

A. Whenever vegetation and topography are to be disturbed, such activity must be in conformance with 25 Pa. Code, Part I, Department of Environmental Protection, Subpart C, Protection of Natural Resources, Article II, Water Resources, Chapter 102, Erosion and Sediment Control, and in accordance with the Bucks County Conservation District and the standards and specifications of the municipality.

B. No regulated earth disturbance activities within the municipality shall commence until approval by the municipality of an erosion and sediment control plan for construction activities.

C. PADEP has regulations that require an erosion and sediment control plan for any earth disturbance activity of 5,000 square feet or more, under 25 Pa. Code § 102.4(b). Bucks County Conservation District must be consulted regarding requirements for plan submission.

D. In addition, under 25 Pa.Code, Chapter 92, as amended, a PADEP NPDES construction activities permit is required for regulated earth disturbance activities.

E. Evidence of any necessary permit(s) for regulated earth disturbance activities from the appropriate PADEP regional office or County Conservation District must be submitted to the municipality.

F. A copy of the erosion and sediment control plan and any required permit, as required by PADEP regulations, shall be available at the project site at all times.

G. Additional erosion and sedimentation control design standards and criteria that must be applied where infiltration BMPs are proposed include the following:

(1) Areas proposed for infiltration BMPs shall be protected from sedimentation and compaction during the construction phase, so as to maintain their maximum infiltration capacity.

(2) Infiltration BMPs shall not be constructed nor receive runoff until the entire contributory drainage area to the infiltration BMP has received final stabilization.

H. Peak discharges and discharge volumes from the site shall comply with the appropriate sections above, with the following additions:

(1) For purposes of calculating required detention storage during land disturbance, peak discharge volumes shall be calculated based upon the runoff coefficients for bare soils during the maximum period and extent of disturbance which shall be clearing, indicated on the development plan. Controls shall ensure that the difference in volume and rate of peak discharges before disturbance and during shall not exceed those peak discharges and discharge volumes required in § 190-314 of this chapter. Detention storage during the period of land disturbance and prior to establishment of permanent cover may require additional facilities on a temporary basis. Such measures shall be located so as to preserve the natural soil infiltration capacities of the planned infiltration bed areas.

(2) Wherever soils, topography, cut and fill or grading requirements, or other conditions, suggest substantial erosion potential during land disturbance, the Township may require that the entire volume of all storms up to a two-year storm from the disturbed areas be retained on site and that special sediment trapping facilities (such as check dams, etc.) be installed.

I. Areas of the site to remain undisturbed shall be protected from encroachment by construction equipment/vehicles to maintain the existing infiltration characteristics of the soil.

§ 190-311 Water quality requirements after regulated earth disturbance activities are complete.

A. No regulated earth disturbance activities within the municipality shall commence until approval by the municipality of a plan which demonstrates compliance with state water quality requirements after construction is complete.

B. The BMPs must be designed, implemented, and maintained to meet state water quality requirements and any other more stringent requirements as determined by the municipality.

C. To control post-construction stormwater impacts from regulated earth disturbance activities, state water quality requirements may be met by BMPs, including site design, which provide for replication of preconstruction stormwater infiltration and runoff conditions, so that post-construction stormwater discharges do not degrade the physical, chemical or biological characteristics of receiving waters. As described in the PADEP Comprehensive Stormwater Management Policy (#392-0300-002, September 28, 2002), this may be achieved by the following:

(1) Infiltration: replication of preconstruction stormwater infiltration conditions;

(2) Treatment: use of water quality treatment BMPs to filter out the chemical and physical pollutants from the stormwater runoff; and

(3) Streambank and streambed protection: management of volume and rate of post-construction stormwater discharges to prevent physical degradation of receiving waters (e.g., from scouring).

D. PADEP has regulations that require municipalities to ensure design, implementation, and maintenance of best management practices (BMPs) that control runoff from new development from new development and redevelopment after regulated earth disturbance activities are complete. These requirements include the need to implement post-construction stormwater BMPs with assurance of long-term operations and maintenance of those BMPs.

E. Evidence of any necessary permit(s) for regulated earth disturbance activities from the appropriate PADEP regional office must be submitted to the municipality.

F. BMP operations and maintenance requirements are described in Article IV of this chapter.

§ 190-312 Other requirements.

A. Hot spots.

(1) Use of infiltration BMPs is prohibited on hot spot land use areas. Examples of hot spots are listed in Appendix J.[1]

[1] Editor's Note: Appendixes A through O are on file in the Township offices.

(2) Stormwater runoff from hot spot land uses shall be pretreated. In no case may the same BMP be employed consecutively to meet this requirement. Guidance regarding acceptable methods of pretreatment is located in Appendix J.

B. West Nile guidance requirements. All wet basin designs shall incorporate biologic controls consistent with the West Nile Guidance found in Appendix K.[2]

[2] Editor's Note: Appendixes A through O are on file in the Township offices.