A. 
Applicants proposing regulated activities in the Township that do not fall under the exemption criteria in § 203-39 shall submit a drainage plan consistent with this part and the respective Act 167 stormwater management plan to the Township for review. The stormwater management criteria of this part shall apply to the total proposed development even if development is to take place in stages.
B. 
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.
C. 
The drainage plan must be designed consistent with the sequencing provisions of § 203-52 to ensure maintenance of the natural hydrologic regime, to promote groundwater recharge, and to protect groundwater and surface water quality and quantity. The drainage plan designer must proceed sequentially in accordance with Article XII of this part.
D. 
Stormwater drainage systems shall be designed in order to permit unimpeded flow along natural watercourses, except as modified by stormwater management facilities or open channels consistent with this part.
E. 
Existing points of concentrated drainage that discharge onto adjacent property shall not be altered in any manner which could cause property damage without permission of the affected property owner(s) and shall be subject to any applicable discharge criteria specified in this part.
F. 
Areas of existing diffused drainage discharge, whether proposed to be concentrated or maintained as diffused drainage areas, shall be subject to any applicable discharge criteria in the general direction of existing discharge, except as otherwise provided by this part. If diffused drainage discharge is proposed to be concentrated and discharged onto adjacent property, the applicant must document that adequate downstream conveyance facilities exist to safely transport the concentrated discharge or otherwise prove that no erosion, sedimentation, flooding or other impacts will result from the concentrated discharge.
G. 
Where a development site is traversed by existing streams, drainage easements shall be provided conforming to the line of such streams. The terms of the easement shall conform to the stream buffer requirements contained in § 203-54G of this part.
H. 
Any stormwater management facilities regulated by this part that would be located in or adjacent to waters of the commonwealth or delineated wetlands shall be subject to approval by DEP through the joint permit application or the environmental assessment approval process or, where deemed appropriate, by the DEP general permit process. When there is a question as to whether wetlands may be involved, it is the responsibility of the applicant or his agent to show that the land in question cannot be classified as wetlands; otherwise, approval to work in the area must be obtained from DEP.
I. 
Any proposed stormwater management facilities regulated by this part that would be located on state highway rights-of-way shall be subject to approval by PennDOT.
J. 
Minimization of impervious surfaces and infiltration of runoff through seepage beds, infiltration trenches, etc., is encouraged in order to reduce the size or eliminate the need for detention facilities or other structural BMPs.
K. 
All stormwater runoff shall be pretreated for water quality prior to discharge to surface water or groundwater.
L. 
All regulated activities within the Township shall be designed, implemented, operated and maintained to meet the purposes of this part through these two elements:
(1) 
Erosion and sediment control during earth disturbance activities (e.g., during construction); and
(2) 
Water quality protection measures after completion of earth disturbance activities (i.e., after construction), including operations and maintenance.
M. 
No regulated earth disturbance activities within the Township shall commence until the requirements of this part are met.
N. 
Post-construction water quality protection shall be addressed as required by § 203-54.
O. 
Operation and maintenance of permanent stormwater BMPs shall be addressed as required by Article XV.
P. 
All BMPs used to meet the requirements of this part shall conform to the state water quality requirements and any more stringent requirements as set forth by the Township.
Q. 
Techniques described in "Low-Impact Development Practices" in the appendix of this chapter shall be considered because they reduce the costs of complying with the requirements of this part and the state water quality requirements.[1]
[1]
Editor's Note: See Appendix A, Low-Impact Development Practices, at the end of this chapter.
R. 
In selecting the appropriate BMPs, the applicant shall consider:
(1) 
Total contributing area.
(2) 
Permeability and infiltration rate of the site's soils.
(3) 
Slope and depth to bedrock.
(4) 
Seasonal high-water table.
(5) 
Proximity to building foundations and wellheads.
(6) 
Erodibility of soils.
(7) 
Land availability and configuration of the topography.
(8) 
Peak discharge and required volume control.
(9) 
Stream bank erosion.
(10) 
Effectiveness of the BMPs to mitigate potential water quality problems.
(11) 
The volume of runoff that will be effectively treated.
(12) 
The nature of the pollutant being removed.
(13) 
Maintenance requirements.
(14) 
Creation and protection of aquatic and wildlife habitat.
(15) 
Recreational value.
S. 
The applicant may meet the stormwater management criteria through off-site stormwater management measures as long as the proposed measures are in the same subwatershed as the Swamp Creek Stormwater Management District Watershed Map shown in the appendix.[2]
[2]
Editor's Note: The Swamp Creek Stormwater Management District Watershed Map is included at the end of this chapter.
The following permit requirements may apply to certain regulated earth disturbance activities and must be met prior to commencement of regulated earth disturbance activities, as applicable:
A. 
All regulated earth disturbance activities subject to permit requirements by DEP under regulations at 25 Pa. Code Chapter 102.
B. 
Work within natural drainageways subject to permit by DEP under 25 Pa. Code Chapter 105.
C. 
Any stormwater management facility that would be located in or adjacent to surface waters of the commonwealth, including wetlands, subject to permit by DEP under 25 Pa. Code Chapter 105.
D. 
Any stormwater management facility that would be located on a state highway right-of-way or require access from a state highway shall be subject to approval by PennDOT.
E. 
Culverts, bridges, storm sewers, or any other facilities which must pass or convey flows from the tributary area and any facility which may constitute a dam subject to permit by DEP under 25 Pa. Code Chapter 105.
A. 
No regulated earth disturbance activities within the Township shall commence until the Township receives an approval from the Conservation District of an erosion and sediment control plan for construction activities.
B. 
DEP 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).
C. 
In addition, under 25 Pa. Code Chapter 92, a DEP permit for stormwater discharges associated with construction activities is required for land disturbances greater than one acre.
D. 
Evidence of any necessary permit(s) for regulated earth disturbance activities from the appropriate DEP regional office or County Conservation District must be provided to the Township.
E. 
A copy of the erosion and sediment control plan and any required permit, as required by DEP regulations, shall be available on the project site at all times.
F. 
Additional erosion and sediment control design standards and criteria are recommended to be applied where infiltration BMPs are proposed. They shall include the following:
(1) 
Areas proposed for infiltration BMPs shall be protected from sedimentation and compaction during the construction phase to maintain maximum infiltration capacity. Additional measures, such as placement of orange construction fencing around proposed infiltration BMPs during construction to minimize or eliminate traffic over the top of these areas, and temporary sealing off pipes and inlet connections to infiltration BMPs to prevent sediment clogging, should be given consideration.
(2) 
Infiltration BMPs shall not be constructed nor receive runoff until the entire drainage area contributory to the infiltration BMP has achieved final stabilization.
A. 
The design of all regulated activities shall include the following to minimize stormwater impacts:
(1) 
The applicant shall 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 implementation after taking into consideration 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 the regulated activities were designed in the following sequence. The goal of the sequence is to minimize the increases in stormwater runoff and impacts to water quality resulting from the proposed regulated activity.
(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, stream buffers, hydrologic soil groups, wooded areas, and potential infiltration areas. Land development, any existing recharge areas, and other requirements outlined in the Township SALDO shall also be included.
(2) 
Establish a stream buffer according to § 203-54G.
(3) 
Prepare a draft project layout avoiding sensitive areas identified in § 203-52B(1).
(4) 
Identify site-specific existing conditions drainage areas, discharge points, recharge areas, and hydrologic soil groups A and B (areas conducive to infiltration). Infiltration should still be considered in well-draining soils listed as hydrologic soil group C, but additional soils testing should be performed to verify on-site conditions and placement of these BMPs.
(5) 
Evaluate nonstructural stormwater management alternatives:
(a) 
Minimize earth disturbance.
(b) 
Minimize impervious surfaces.
(c) 
Break up large impervious surfaces.
(6) 
Satisfy the groundwater recharge (infiltration) objective (§ 203-53) and provide for stormwater pretreatment prior to infiltration.
(7) 
Provide for water quality protection in accordance with § 203-54 water quality requirements.
(8) 
Provide stream bank erosion protection in accordance with § 203-55 stream bank erosion requirements.
(9) 
Determine into what management district the site falls (Appendix Map[1]) and conduct an existing conditions runoff analysis.
[1]
Editor's Note: The Stormwater Management District Watershed Map is included at the end of this chapter.
(10) 
Prepare the final project design to maintain existing condition drainage areas and discharge points, to minimize earth disturbance and impervious surfaces, and, to the maximum extent possible, to ensure that the remaining site development has no surface or point discharge.
(11) 
Conduct a proposed conditions runoff analysis based on the final design that meets the management district requirements (§ 203-56).
(12) 
Manage any remaining runoff prior to discharge through detention, bioretention, direct discharge, or other structural control.
Maximizing the groundwater recharge capacity of the area being developed is required. Design of the infiltration facilities shall consider groundwater recharge to compensate for the reduction in the recharge that occurs when the ground surface is disturbed or impervious surface is created. It is recommended that roof runoff be directed to infiltration BMPs that may be designed to compensate for the runoff from parking areas. These measures are required to be consistent with § 203-36 and to take advantage of utilizing any existing recharge areas. Infiltration may not be feasible on every site due to site-specific limitations such as soil type. If it cannot be physically accomplished, then the design professional shall be responsible to show that this cannot be physically accomplished. Appropriate soils testing and/or geotechnical evaluation should be included as part of any documentation for infiltration BMPs. If it can be physically accomplished, then the volume of runoff to be infiltrated shall be determined from § 203-53A(2).
A. 
Infiltration BMPs shall meet the following minimum requirements.
(1) 
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 that have the following characteristics:
(a) 
A minimum depth of 24 inches, preferably 36 inches, between the bottom of the BMP and the top of the limiting zone, e.g., seasonal high-water table, groundwater, bedrock, etc.
(b) 
An infiltration rate sufficient to accept the additional stormwater load and dewater completely as determined by field tests conducted by the applicant's design professional.
(c) 
The infiltration facility shall be capable of completely infiltrating the recharge (infiltration) volume (Rev) within three days (72 hours) or less.
(d) 
Pretreatment shall be provided prior to infiltration.
(2) 
The size of the infiltration facility shall be based upon the Net Two-Year Volume Approach, where the recharge (infiltration) volume (Rev) to be captured and infiltrated shall be the volume difference between the predevelopment two-year twenty-four-hour storm event and post-development two-year twenty-four-hour storm event.
The recharge volume calculated using this section is the minimum volume the applicant must control through an infiltration BMP facility. However, if a site has areas of soils where additional volume of recharge can be achieved, the applicant is encouraged to infiltrate as much of the stormwater runoff from the site as possible.
B. 
Soils. A detailed soils evaluation of the project site shall be required to determine the suitability of infiltration facilities. The evaluation shall be performed by a qualified design professional and at a minimum address soil permeability, depth to bedrock, and subgrade stability. The general process for designing the infiltration BMP shall be:
(1) 
Analyze hydrologic soil groups and all natural and artificial features on the site to determine general areas of suitability for infiltration practices. In areas where development on fill material is considered, conduct geotechnical investigations of subgrade stability; infiltration may not be ruled out without conducting these tests.
(2) 
Provide field tests such as double ring infiltrometer or hydraulic conductivity tests (at the level of the proposed infiltration surface) to determine the appropriate hydraulic conductivity rate. Percolation tests are not recommended for design purposes.
(3) 
Design the infiltration structure for the required recharge (Rev) volume based on field-determined capacity at the level of the proposed infiltration surface.
(4) 
If on-lot infiltration structures are proposed by the applicant's design professional, it must be demonstrated to the Township that the soils are conducive to infiltrate on the lots identified.
C. 
Stormwater hot spots:
(1) 
Below is a list of examples of designated hot spots. If a site is designated as a hot spot, it has important implications for how stormwater is managed. First and foremost, untreated stormwater runoff from hot spots shall not be allowed to recharge into groundwater where it may contaminate water supplies. Therefore, the Rev requirement shall NOT be applied to development sites that fit into the hot spot category (the entire WQv must still be treated). Second, a greater level of stormwater treatment shall be considered at hot spot sites to prevent pollutant runoff after construction. The Environmental Protection Agency's (EPA) NPDES stormwater program requires some industrial sites to prepare and implement a stormwater pollution prevention plan.
(a) 
Examples of hot spots:
[1] 
Vehicle salvage yards and recycling facilities.
[2] 
Vehicle fueling stations.
[3] 
Vehicle service and maintenance facilities.
[4] 
Vehicle and equipment cleaning facilities.
[5] 
Fleet storage areas (bus, truck, etc.).
[6] 
Industrial sites based on Standard Industrial Codes.
[7] 
Marinas (service and maintenance).
[8] 
Outdoor liquid container storage.
[9] 
Outdoor loading/unloading facilities.
[10] 
Public works storage areas.
[11] 
Facilities that generate or store hazardous materials.
[12] 
Commercial container nursery.
[13] 
Other land uses and activities as designated by an appropriate review authority.
(b) 
The following land uses and activities are not normally considered hot spots:
[1] 
Residential streets and rural highways.
[2] 
Residential development.
[3] 
Institutional development.
[4] 
Office developments.
[5] 
Nonindustrial rooftops.
[6] 
Pervious areas, except golf courses and nurseries, which may need an integrated pest management (IPM) plan.
(2) 
While large highways with an average daily traffic volume greater than 30,000 are not designated as stormwater hot spots, it is important to ensure that highway stormwater management plans adequately protect groundwater.
D. 
Extreme caution shall be exercised where infiltration is proposed in SWPAs, as defined by the local Township or water authority.
E. 
Infiltration facilities shall be used in conjunction with other innovative or traditional BMPs, stormwater control facilities, and nonstructural stormwater management alternatives.
F. 
Extreme caution shall be exercised where salt or chloride, i.e., salt storage areas, would be a pollutant, since soils do not filter this pollutant and it contaminates the groundwater. A design professional shall evaluate the possibility of groundwater contamination from the proposed infiltration facility and perform a hydrogeologic justification study if necessary. Specific consideration should be given to the particular type of salt or deicing material to be used within this watershed in regards to its potential long-term effects on the soils, especially in areas that contain clay soil.
G. 
The infiltration requirement in HQ or EV waters shall be subject to the DEP's Chapter 93 Antidegradation Regulations.
H. 
An impermeable liner is required in detention basins where the possibility of groundwater contamination exists. A detailed hydrogeologic investigation may be required by the Township.
I. 
The Township shall require the applicant to provide safeguards against groundwater contamination for land uses that may cause groundwater contamination should there be a mishap or spill.
The applicant shall comply with the following water quality requirements of this article.
A. 
No regulated earth disturbance activities within the Township shall commence until approval by the Township of a plan that demonstrates compliance with post-construction state water quality requirements.
B. 
The BMPs shall be designed, implemented, and maintained to meet DEP water quality requirements and any other more stringent requirements as determined by the Township.
C. 
To control post-construction stormwater impacts from regulated earth disturbance activities, state water quality requirements can 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 the receiving waters. As described in the DEP Comprehensive Stormwater Management Policy (No. 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 ensure filtering out of the chemical and physical pollutants from the stormwater runoff; and
(3) 
Stream bank 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. 
Water quality volume.
(1) 
Developed areas shall provide adequate storage and treatment facilities necessary to capture and treat stormwater runoff. If site conditions allow for infiltration, the water quality volume and the recharge volume are the same volume and may be managed in a single facility. If infiltration cannot be physically accomplished, the water quality volume should be calculated using the Net Two-Year Volume Approach described in § 203-53A(2). In this case, the water quality volume may be captured and treated by methods other than infiltration BMPs.
(2) 
This volume requirement can be accomplished by the permanent volume of a wet basin or the detained volume from other BMPs. Where appropriate, wet basins shall be utilized for water quality control and shall follow the guidelines of the BMP manuals referenced in Appendix E.[1]
[1]
Editor's Note: Appendix E, References, is included at the end of this chapter.
(3) 
The water quality volume shall take a minimum of 24 hours to be discharged from a BMP facility. Release of the water quality volume can 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 provide for protection from clogging and unwanted sedimentation.
E. 
For areas within defined special protection subwatersheds that include EV and HQ waters, the temperature and quality of water and streams shall be maintained through the use of temperature-sensitive BMPs and stormwater conveyance systems.
F. 
To accomplish the above, the applicant shall submit original and innovative designs to the Township Engineer for review and approval. Such designs may achieve the water quality objectives through a combination of different BMPs.
G. 
If a perennial or intermittent stream passes through the site, the applicant shall create a stream buffer extending a minimum of 50 feet to either side of the top-of-bank of the channel. The buffer area shall be maintained with and encouraged to use appropriate native vegetation (refer to Appendix B of the Pennsylvania Stormwater Best Management Practices Manual for plant lists). If the applicable rear or side yard setback is less than 50 feet or a stream traverses the site, the buffer width may be reduced to 25% of the setback and/or to a minimum of 10 feet. If an existing buffer is legally prescribed, i.e., by deed, covenant, easement, etc., and it exceeds the requirements of this part, the existing buffer shall be maintained. This does not include lakes or wetlands.
H. 
Evidence of any necessary permit(s) for regulated earth disturbance activities from the appropriate DEP regional office must be provided to the Township.
A. 
In addition to the control of water quality volume (in order to minimize the impact of stormwater runoff on downstream stream bank erosion), the primary requirement is to design a BMP 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 of 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). Release of water can begin at the start of the storm (i.e., the invert of the water quality orifice is at the invert of the facility).
B. 
The minimum orifice size in the outlet structure to the BMP shall be three inches in diameter where possible, and a trash rack shall be installed to prevent clogging. On sites with small drainage areas contributing to this BMP that do not provide enough runoff volume to allow a twenty-four-hour attenuation with the three-inch orifice, the calculations shall be submitted showing this condition. Orifice sizes less than three inches can be utilized, provided that the design will prevent clogging of the intake.
A. 
Within the Swamp Creek watershed, the criteria for peak runoff control are designed to reduce the post-development peak flow to 50% of the predevelopment peak flow. Development sites must control proposed conditions runoff rates to 50% of the existing conditions runoff rates for the two-, five-, ten-, twenty-five-, fifty- and one-hundred-year storm events.
B. 
The calculated peak discharges shall apply regardless of whether the grading plan changes the drainage area by subarea. An exception to the above may be granted if discharges from multiple subareas recombine in proximity to the site. In this case, peak discharge in any direction may be a one-hundred-percent release rate, provided that the overall site discharge meets the weighted average release rate.
C. 
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. However, on-site drainage facilities shall be designed to safely convey off-site flows through the development site.
D. 
Site areas. Where the site area to be impacted by a proposed development differs significantly from the total site area, only the proposed impact area utilizing stormwater management measures shall be subject to the peak rate control standards noted above. Unimpacted areas bypassing the stormwater management facilities would not be subject to the peak rate control standards.
E. 
Alternate criteria for redevelopment sites. For redevelopment sites, one of the following minimum design parameters shall be met, whichever is most appropriate for the given site conditions as determined by the Township:
(1) 
Meet the full requirements specified by § 203-56A through D; or
(2) 
Reduce the total impervious surface on the site by at least 20%, based upon a comparison of existing impervious surface to proposed impervious surface.
A. 
Stormwater runoff from all development sites with a drainage area of greater than 200 acres shall be calculated using a generally accepted calculation technique that is based on the NRCS Soil-Cover-Complex Method. The table that follows summarizes acceptable computation methods, and the method selected by the design professional shall be based on the individual limitations and suitability of each method for a particular site. Note that successors to the methods listed in the table are also acceptable, such as WinTR55 for TR-55 and WinTR20 for TR-20. The Township may allow the use of the Rational Method to estimate peak discharges from drainage areas that contain less than 200 acres. The Soil-Cover-Complex Method shall be used for drainage areas greater than 200 acres.
Acceptable Computation Methodologies for Stormwater Management Plans
Method
Developed By
Applicability
TR-20 (or commercial computer package based on TR-20)
USDA NRCS
Applicable where use of full hydrology computer model is desirable or necessary
TR-55 (or commercial computer package based on TR-55)
USDA NRCS
Applicable for land development plans where limitations described in TR-55
HEC-1/HEC-HMS
US Army Corps of Engineers
Applicable where use of a full hydrologic computer is desirable or necessary
PSRM
Penn State University
Applicable where use of a hydrologic 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 Township and/or Township Engineer.
Other methods
Varies
Other computation methodologies approved by the Township and/or Township Engineer
B. 
All calculations consistent with this part using the Soil-Cover-Complex Method shall use the appropriate design rainfall depths for the various return period storms according to the region in which they are located. If a hydrologic computer model such as PSRM or HEC-1/HEC-HMS is used for stormwater runoff calculations, then the duration of rainfall shall be 24 hours.
C. 
The following criteria shall be used for runoff calculations.
(1) 
For development sites not considered redevelopment, the ground cover used in determining the existing conditions flow rates shall be as follows:
(a) 
Wooded sites shall use a ground cover of "woods in good condition." A site shall be considered to be a wooded site where a biological community dominated by trees and other woody plants exists that covers an area of 10,000 square feet or more, and contains at least 100 trees with at least 50% of those trees having a DBH of two inches or greater. (Duerksen, Christopher J., with Suzanne Richman, Tree Conservation Ordinances, Planning Advisory Service Report Number 446, American Planning Association, Chicago, Illinois, and Scenic America, Washington, D.C., August, 1993.)
(b) 
The undeveloped portion of the site including agriculture, bare earth, and fallow ground shall be considered as "meadow in good condition," unless the natural ground cover generates a lower curve (CN) number or Rational "c" value (i.e., woods).
(c) 
Off-site land use conditions used to determine storm flows for designing storm facilities shall be based on existing land uses assuming winter or poor land cover conditions.
(2) 
For development considered redevelopment sites, the ground cover used in determining the existing conditions flow rates for the developed portion of the site shall be based upon actual land cover conditions.
D. 
All calculations using the Rational Method shall use rainfall intensities consistent with appropriate times-of-concentration for overland flow and return periods presented in the appropriate curves from the PennDOT Storm-Duration-Frequency Chart (Region 4 is included in Figure E-3. The user should refer to the Atlas 14, Volume 2, Storm-Duration-Frequency Chart). 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 used for calculating runoff.
F. 
Runoff coefficients (c) for both existing and proposed conditions for use in the Rational Method shall be used for calculating runoff.
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 accepted published values.
H. 
Outlet structures for stormwater management facilities shall be designed to meet the performance standards of this part using any generally accepted hydraulic analysis technique or method.
I. 
The design of any stormwater detention facilities intended to meet the performance standards of this part shall be verified by routing the design storm hydrograph through these facilities using the Storage-Indication Method. The design storm hydrograph shall be computed using a calculation method that produces a full hydrograph. The Township 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.
A. 
All wet basin designs shall incorporate biologic controls consistent with the West Nile Guidance found in Appendix F.[1]
[1]
Editor's Note: Appendix F is included at the end of this chapter.
B. 
Any stormwater management facility (i.e., detention basin) required or regulated by this part, designed to store runoff and requiring a berm or earthen embankment, shall be designed to provide an emergency spillway to handle flow up to and including the one-hundred-year proposed conditions. The height of embankment must provide a minimum two feet of freeboard above the maximum pool elevation computed when the facility functions for the one-hundred-year proposed conditions inflow. Should any stormwater management facility require a dam safety permit under DEP Chapter 105, the facility shall be designed in accordance with Chapter 105 and meet the regulations of Chapter 105 concerning dam safety. Chapter 105 may be required to pass storms larger than the one-hundred-year event.
C. 
Any facilities that constitute water obstructions (e.g., culverts, bridges, outfalls, or stream enclosures) and any work involving wetlands governed by DEP Chapter 105 regulations (as amended or replaced from time to time by DEP) shall be designed in accordance with Chapter 105 and will require a permit from DEP.
D. 
Any other drainage conveyance facility that does not fall under Chapter 105 regulations must be able to convey, without damage to the drainage structure or roadway, runoff from the twenty-five-year design storm with a minimum one foot of freeboard measured below the lowest point along the top of the roadway. Any facility that constitutes a dam as defined in DEP Chapter 105 regulations may require a permit under dam safety regulations. Any facility located within a PennDOT right-of-way must meet PennDOT minimum design standards and permit submission requirements.
E. 
Any drainage conveyance facility and/or channel not governed by Chapter 105 regulations must be able to convey, without damage to the drainage structure or roadway, runoff from the twenty-five-year design storm. Conveyance facilities to or exiting from stormwater management facilities (i.e., detention basins) 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 PennDOT right-of-way must meet PennDOT minimum design standards and permit submission requirements.
F. 
Storm sewers must be able to convey proposed conditions runoff from a twenty-five-year design storm without surcharging inlets, where appropriate.
G. 
Adequate erosion protection shall be provided along all open channels and at all points of discharge.
H. 
The design of all stormwater management facilities shall incorporate sound engineering principles and practices. The Township reserves the right to disapprove any design that would result in construction in or continuation of a stormwater problem area.
I. 
Any stormwater management facility (i.e., detention basin) required or regulated by this part, designed to store runoff and requiring a berm or earthen embankment, shall be designed to provide the following (at a minimum):
(1) 
The maximum water depth shall not exceed 30 inches, unless the design includes fencing and is approved by the Township Engineer.
(2) 
The minimum top width of all dams/embankments/berms shall be 10 feet.
(3) 
The interior side slopes shall not be greater than three horizontal to one vertical.
(4) 
All basins shall be structurally sound and shall be constructed of sound and durable materials. The completed structure and the foundation of all basins shall be stable under all probable conditions of operation. An emergency spillway shall be provided for the basin and shall be capable of discharging the one-hundred-year peak rate of runoff that enters the basin after development in a manner that will not damage the integrity of the facility and will not create a downstream hazard. Where practical, the emergency spillway shall be constructed in undisturbed ground. An easement for inspection and repair shall be provided when the conveyance structure crosses property boundaries.
(5) 
All basins not including groundwater recharge and/or water quality storage shall include an outlet structure to permit draining the basin to a completely dry position within 24 hours following the end of the design rainfall. All basins that do include groundwater recharge and/or water quality storage shall include an outlet structure to permit draining the basin to the level of the groundwater recharge and/or water quality storage within 24 hours following the end of the design rainfall.
(6) 
A cutoff trench of relatively impervious material shall be provided within all basin embankments.
(7) 
All structures passing through detention basin embankments shall have properly spaced concrete cutoff collars, and all piping must be watertight. All structures passing through dam embankments shall have seepage diaphragms and drains.
(8) 
All discharge control devices with appurtenances shall be made of reinforced concrete and stainless or hot dip galvanized steel or HDPE. Bolts and fasteners are to be stainless or galvanized steel.
(9) 
Low-flow channels shall be provided from each water-carrying facility to the outlet structure for all basins that do not include groundwater recharge and/or water quality storage. Low-flow channels shall be one-percent minimum slope and shall be designed to enable ease of maintenance. All basins that do include groundwater recharge or water quality storage shall not be required to have a low-flow channel.
(10) 
Minimum slope within a basin that does not include groundwater recharge and/or water quality storage shall be 2% positive grade to the low flow channel.
(11) 
Design storms for the computation of retention basin volumes shall be based upon a twenty-four-hour storm with a two-, ten-, twenty-five-, fifty- and one-hundred-year return period.
(12) 
The effect on downstream areas if the basin embankment fails shall be considered in the design of all basins. Where possible, the basin shall be designed to minimize the potential damage caused by such failure of the embankment.
(13) 
All structures (detention basins, cisterns, etc.), other than those used for groundwater recharge volume and water quality volume, must completely drain within 24 hours after the end of the design storm.
(14) 
Soils used for the construction of basins shall have low-erodibility factors ("K" factors).
J. 
Minimum floor elevations for all structures that would be affected by a basin, other temporary impoundments, or open conveyance systems where ponding may occur shall be 1 1/2 feet above the one-hundred-year water surface. If basement or underground facilities are proposed, detailed calculations addressing the effects of stormwater ponding on the structure and waterproofing and/or floodproofing design information shall be submitted for approval.
K. 
All storm sewer pipes, culverts and bridges (excluding detention and retention basin outfall structures), gutters and swales shall be designed for a twenty-five-year storm event. The system must adequately convey a one-hundred-year storm to detention facilities. The twenty-five-year peak flow rate into each inlet shall be indicated on the stormwater management plan. Drainage easements shall be provided to contain and convey the one-hundred-year frequency flood throughout the development site. Easements shall begin at the furthest upstream property line of the proposed development site in a watershed.
L. 
A concentrated discharge of stormwater to an adjacent property shall be within an existing natural drainageway or watercourse, or otherwise an easement shall be required.
M. 
Storm sewer pipes, other than those used as roof drains, detention basin underdrains, and street subbase underdrains, shall have a minimum diameter of 18 inches and be made of reinforced concrete pipe, corrugated galvanized metal pipe, smooth lined corrugated polyethylene pipe, or approved equivalent. Where installation conditions merit, structural calculations that address the actual design requirements will be required.
N. 
Storm sewer pipes and culverts shall be installed on sufficient slopes to provide a minimum velocity of three feet per second when flowing full.
O. 
All storm sewer pipe and culverts shall be laid to a minimum depth of 18 inches from finished subgrade to the crown of pipe in paved areas and one foot from finished grade to the crown of pipe in grassed areas.
P. 
Curves in pipes or box culverts without an inlet or manhole are prohibited. Tee joints, elbows and wyes are also prohibited.
Q. 
Manholes, inlets, headwalls, and endwalls proposed for dedication or located along streets or subject to vehicular traffic shall conform to the requirements of the PennDOT Bureau of Design, Standards for Roadway Construction in effect at the time the design is submitted or as otherwise modified by the Township.
R. 
Headwalls and endwalls shall be used where stormwater runoff enters or leaves the storm sewer horizontally from a natural or man-made channel. PennDOT Type "DW" headwalls and endwalls shall be utilized.
S. 
Stormwater roof drains, sump pumps, and pipes shall not directly discharge water into a street right-of-way or discharge into a sanitary sewer or storm sewer.
T. 
All existing and natural watercourses, channels, drainage systems, wetlands and areas of surface water concentration shall be maintained in their existing condition unless an alteration is approved by the Township and any other necessary approving body.
U. 
Flow velocities from any storm sewer may not result in erosion of the receiving channel.
V. 
Energy dissipators shall be placed at the outlets of all storm sewer pipes, culverts and bridges where flow velocities exceed maximum permitted channel velocities as specified below:
(1) 
Three feet per second where only sparse vegetation can be established and maintained because of shade or soil condition.
(2) 
Four feet per second where normal growing conditions exist and vegetation is to be established by seeding.
(3) 
Five feet per second where a dense, vigorous sod can be quickly established or where water can be temporarily diverted during establishment of vegetation. Netting and mulch or the equivalent methods for establishing vegetation shall be used.
(4) 
Six feet per second where there exists a well-established sod of good quality.
W. 
The following conditions shall be met for all swales.
(1) 
Capacities and velocities shall be computed using the Manning equation. The design parameters shall be as follows:
(a) 
Vegetated swales shall meet the following two design considerations:
[1] 
The first shall consider swale stability based upon a low degree of retardance ("n" = 0.03).
[2] 
The second shall consider swale capacity based upon a high degree of retardance ("n" = 0.05).
(b) 
All vegetated swales shall have a minimum slope of 2% unless approved by the Township Engineer.
(c) 
The "n" factors to be used for paved or riprap swales or gutters shall be based upon accepted engineering design practices as approved by the Township.
(2) 
All swales shall be designed to concentrate low flows to minimize siltation and meandering.
X. 
Manning "n" values used for design of pipes and culverts shall be in accordance with accepted published values.
Y. 
When feasible, all storm sewer crossings of streets shall be perpendicular to the street center line.
Z. 
Storm facilities not located within a public right-of-way shall be contained in and centered within an easement. Easements shall follow property boundaries where possible.
AA. 
Adequate erosion protection shall be provided along all open channels and at all points of discharge.
BB. 
All groundwater recharge facilities shall be designed to empty within three days (72 hours) or less subsequent to any storm event. All water quality facilities shall be designed so that water is released slowly for a minimum of 24 hours subsequent to any storm event. All infiltration, detention or retention facilities, the volume of which will be used for stormwater management (predevelopment vs. post development), shall be designed to empty within 24 hours subsequent to any storm event. Volumes that will not be available within 24 hours subsequent to any storm event shall not be used for stormwater management (predevelopment vs. post development).