A. 
All regulated activities in the municipality shall be subject to the stormwater management requirements of this Part 1.
B. 
Storm drainage systems shall be provided to permit unobstructed flow in natural watercourses except as modified by stormwater detention facilities, recharge facilities, water quality facilities, pipe systems or open channels consistent with this Part 1.
C. 
The existing locations of concentrated drainage discharge onto adjacent property shall not be altered without written approval of the affected property owner(s).
D. 
Areas of existing diffused drainage discharge onto adjacent property shall be managed such that, at minimum, the peak diffused flow does not increase in the general direction of discharge, except as otherwise provided in this Part 1. If diffused flow is proposed to be concentrated and discharged onto adjacent property, the developer must document that there are adequate downstream conveyance facilities to safely transport the concentrated discharge to the point of predevelopment flow concentration, to the stream reach or otherwise prove that no harm will result from the concentrated discharge. Areas of existing diffused drainage discharge shall be subject to any applicable release rate criteria in the general direction of existing discharge whether they are proposed to be concentrated or maintained as diffused drainage areas.
E. 
Where a site is traversed by watercourses other than those for which a one-hundred-year floodplain is defined by the municipality, there shall be provided drainage easements conforming substantially with the line of such watercourses. The width of any easement shall be adequate to provide for unobstructed flow of storm runoff based on calculations made in conformance with § 383-17 for the one-hundred-year return period runoff and to provide a freeboard allowance of 0.5 foot above the design water surface level. The terms of the easement shall prohibit excavation, the placing of fill or structures, and any alterations which may adversely affect the flow of stormwater within any portion of the easement. Also, periodic maintenance of the easement to ensure proper runoff conveyance shall be required. Watercourses for which the one-hundred-year floodplain is formally defined are subject to the applicable municipal floodplain regulations.
F. 
When it can be shown that, due to topographic conditions, natural drainage swales on the site cannot adequately provide for drainage, open channels may be constructed conforming substantially to the line and grade of such natural drainage swales. Capacities of open channels shall be calculated using the Manning Equation.
G. 
Postconstruction BMPs shall be designed, installed, operated and maintained to meet the requirements of the Clean Streams Law and implementing regulations, including the established practices in 25 Pa. Code Chapter 102 and the specifications of this Part 1 as to prevent accelerated erosion in watercourse channels and at all points of discharge.
H. 
No earth disturbance activities associated with any regulated activities shall commence until approval by the municipality of a plan which demonstrates compliance with the requirements of this Part 1.
I. 
Techniques described in Appendix F (Low-Impact Development) of this Part 1[1] are encouraged because they reduce the costs of complying with the requirements of this Part 1 and the state water quality requirements.
J. 
Infiltration for stormwater management is encouraged where soils and geology permit, consistent with the provisions of this Part 1 and, where appropriate, the Recommendation Chart for Infiltration Stormwater Management BMPs in Carbonate Bedrock in Appendix D.[2]
The following permit requirements apply to certain regulated and earth disturbance activities and must be met prior to commencement of regulated and earth disturbance activities, as applicable:
A. 
All regulated and 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 102 and 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 the Pennsylvania Department of Transportation (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 municipality shall commence until approval by the municipality of an erosion and sediment control plan for construction activities. Written approval by DEP or a delegated County Conservation District shall satisfy this requirement.
B. 
An erosion and sediment control plan is required by DEP regulations for any earth disturbance activity of 5,000 square feet or more under Pa. Code § 102.4(b).
C. 
A DEP NPDES Stormwater Discharges Associated with Construction Activities Permit is required for regulated earth disturbance activities under Pa. Code Chapter 92.
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 municipality before the commencement of an earth disturbance activity.
E. 
A copy of the erosion and sediment control plan and any permit, as required by DEP regulations, shall be available at the project site at all times.
A. 
No regulated earth disturbance activities within the municipality shall commence until approval by the municipality of a drainage plan which demonstrates compliance with this Part 1. This Part 1 provides standards to meet NPDES permit requirements associated with construction activities and MS4 permit requirements.
B. 
The water quality volume (WQv) shall be captured and treated.
(1) 
First, the WQv shall be calculated two ways. First, WQv shall be calculated using the following formula:
WQv =
(c)(P)(A)
12
Where:
WQv
=
Water quality volume in acre-feet
c
=
Rational Method postdevelopment runoff coefficient for the two-year storm
P
=
1.25 inches
A
=
Area in acres of proposed regulated activity
(2) 
Second, the WQv shall be calculated as the difference in runoff volume from predevelopment to postdevelopment for the two-year return period storm. The effect of closed depressions on the site shall be considered in this calculation. The larger of these two calculated volumes shall be used as the WQv to be captured and treated, except that in no case shall the WQv be permitted to exceed 1.25 inches of runoff over the site area. This standard does not limit the volume of infiltration an applicant may propose for purposes of water quantity/peak rate control.
C. 
The WQv shall be calculated for each postdevelopment drainage direction on a site for sizing BMPs. Site areas having no impervious cover and no proposed disturbance during development may be excluded from the WQv calculations and do not require treatment.
D. 
If an applicant is proposing to use a dry extended detention basin, wet pond, constructed wetland or other BMP that ponds water on the land surface and may receive direct sunlight, the discharge from that BMP must be treated by infiltration, a vegetated buffer, filter strip, bioretention, vegetated swale or other BMP that provides a thermal benefit to protect the high-quality waters of the Trout/Bertsch Creeks from thermal impacts.
E. 
The WQv for a site as a result of the regulated activities must either be treated with infiltration or two acceptable BMPs such as those listed in Subsection O, except for minor areas on the periphery of the site that cannot reasonably be drained to an infiltration facility or other BMP.
F. 
Infiltration BMPs shall not be constructed on fill unless the applicant demonstrates that the fill is stable and otherwise meets the infiltration BMP standards of this Part 1.
G. 
The applicant shall document the bedrock type(s) present on the site from published sources. Any apparent boundaries between carbonate and noncarbonate bedrock shall be verified through more detailed site evaluations by a qualified geotechnical professional.
H. 
For each proposed regulated activity in the watershed where an applicant intends to use infiltration BMPs, the applicant shall conduct a preliminary site investigation, including gathering data from published sources, a field inspection of the site, a minimum of one test pit and a minimum of two percolation tests, as outlined in Appendix G.[1] This investigation will determine depth to bedrock, depth to the seasonal high water table, soil permeability and location of special geologic features, if applicable. This investigation may be done by a certified Sewage Enforcement Officer (SEO), except that the location(s) of special geologic features shall be verified by a qualified geotechnical professional.
I. 
Sites where applicants intend to use infiltration BMPs must meet the following criteria:
(1) 
Depth to bedrock below the invert of the BMP greater than or equal to two feet.
(2) 
Depth to seasonal high water table below the invert of the BMP greater than or equal to three feet; except for infiltration of residential roof runoff where the seasonal high water table must be below the invert of the BMP. (If the depth to bedrock is between two and three feet and the evidence of the seasonal high water table is not found in the soil, no further testing to locate the depth to seasonal high water table is required.)
(3) 
Soil permeability (as measured by the adapted 25 Pa. Code § 73.15 percolation test in Appendix G) greater than or equal to 0.5 inch/hour and less than or equal to 12 inches per hour.
(4) 
Setback distances or buffers as follows:
(a) 
One hundred feet from water supply wells.
(b) 
Fifteen feet downgradient or 100 feet upgradient from building foundations; except for residential development where the required setback is 15 feet downgradient or 40 feet upgradient from building foundations.
(c) 
Fifty feet from septic system drainfields; except for residential development where the required setback is 25 feet from septic system drainfields.
(d) 
Fifty feet from a geologic contact with carbonate bedrock unless a preliminary site investigation is done in the carbonate bedrock to show the absence of special geologic features within 50 feet of the proposed infiltration area.
(e) 
One hundred feet from the property line unless documentation is provided to show that all setbacks from existing or potential future wells, foundations and drainfields on neighboring properties will be met; except for one- and two-family residential dwellings where the required setback is 40 feet unless documentation is provided to show that all setbacks from existing or potential future wells, foundations and drainfields on neighboring properties will be met.
J. 
For entirely noncarbonate sites, the recharge volume (REv) shall be infiltrated unless the applicant demonstrates that it is infeasible to infiltrate the REv for reasons of seasonal high water table, permeability rate, soil depth or setback distances; or except as provided in Subsection U.
(1) 
The REv shall be calculated as follows:
REv = (0.25) X (I)/12
Where:
REv
=
Recharge volume in acre-feet
I
=
Impervious area in acres
(2) 
The preliminary site investigation described in Subsection H is required and shall continue on different areas of the site until a potentially suitable infiltration location is found or the entire site is determined to be infeasible for infiltration. For infiltration areas that appear to be feasible based on the preliminary site investigation, the additional site investigation and testing as outlined in Appendix G[2] shall be completed.
(3) 
If an applicant proposes infiltration, the municipality may determine infiltration to be infeasible if there are known existing conditions or problems that may be worsened by the use of infiltration.
(4) 
The site must meet the conditions listed in Subsection I.
(5) 
If it is not feasible to infiltrate the full REv, the applicant shall infiltrate that portion of the REv that is feasible based on the site characteristics. If none of the REv can be infiltrated, REv shall be considered as part of the WQv and shall be captured and treated as described in Subsection O.
(6) 
If REv is infiltrated, it may be subtracted from the WQv required to be captured and treated.
K. 
In entirely carbonate areas, where the applicant intends to use infiltration BMPs, the preliminary site investigation described in Subsection H shall be conducted. For infiltration areas that appear feasible based on the preliminary site investigation, the applicant shall conduct the additional site investigation and testing as outlined in Appendix G.[3] The soil depth, percolation rate and proposed loading rate, each weighted as described in § 383-17, along with the buffer from special geologic features, shall be compared to the Recommendation Chart for Infiltration Stormwater Management BMPs in Carbonate Bedrock in Appendix D to determine if the site is recommended for infiltration.[4] In addition to the recommendation from Appendix D, the conditions listed in Subsection I, are required for infiltration in carbonate areas. Applicants are encouraged to infiltrate the REv, as calculated in Subsection J, but are not required to use infiltration BMPs on a carbonate site even if the site falls in the "Recommended" range on the chart in Appendix D. Any amount of volume infiltrated can be subtracted from the WQv to be treated by noninfiltration BMPs. If infiltration is not proposed, the full WQv shall be treated by two acceptable BMPs, as specified in Subsection O.
L. 
If a site has both carbonate and noncarbonate areas, the applicant shall investigate the ability of the noncarbonate portion of the site to fully meet this Part 1 to meet the requirements for REv for the whole site through infiltration. If that proves infeasible, infiltration in the carbonate area as described in Subsection K or two other noninfiltration BMPs as described in Subsection O, must be used. No infiltration structure in the noncarbonate area shall be located within 50 feet of a boundary with carbonate bedrock, except when a preliminary site investigation has been done showing the absence of special geologic features within 50 feet of the proposed infiltration area.
M. 
If infiltration BMPs are proposed in carbonate areas, the postdevelopment two-year runoff volume leaving the site shall be 80% or more of the predevelopment runoff volume for the carbonate portion of the site to prevent infiltration of volumes far in excess of the predevelopment infiltration volume.
N. 
Site areas proposed for infiltration shall be protected from disturbance and compaction except as necessary for construction of infiltration BMPs.
O. 
If infiltration of the entire WQv is not proposed, the remainder of the WQv shall be treated by two acceptable BMPs in series for each discharge location. Sheet flow draining across a pervious area can be considered as one BMP. Sheet flow across impervious areas and concentrated flow shall flow through two BMPs. If sheet flow from an impervious area is to be drained across a pervious area as one BMP, the length of the pervious area must be equal to or greater than the length of impervious area. In no case may the same BMP be employed consecutively to meet the requirement of this section. Acceptable BMPs are listed below along with the recommended reference for design.
Best Management Practice
Design Reference NumberC
BioretentionA
4, 5, 11, 16
Capture/reuseB
4, 14
Constructed wetlands
4, 5, 8, 10, 16
Dry extended detention ponds
4, 5, 8, 12, 18
Minimum disturbance/minimum maintenance practices
1, 9
Significant reduction of existing impervious cover
N/A
Stormwater filtersA (sand, peat, compost, etc.)
4, 5, 10, 16
Vegetated buffers/filter strips
2, 3, 5, 11, 16, 17
Vegetated roofs
4, 13
Vegetated swalesA
2, 3, 5, 11, 16, 17
Water quality inletsD
4, 7, 15, 16, 19
Wet detention ponds
4, 5, 6, 8
NOTES:
A
This BMP could be designed with or without an infiltration component. If infiltration is proposed, the site and BMP will be subject to the testing and other infiltration requirements in this Part 1.
B
If this BMP is used to treat the entire WQv, then it is the only BMP required because of this BMPs superior water quality performance.
C
See table below.
D
Water quality inlets include such BMPs as oil/water separators, sediment traps/catch basin sumps, and trash/debris collectors in catch basins.
Number
Design Reference Title
1
"Conservation Design For Stormwater Management — A Design Approach to Reduce Stormwater Impacts From Land Development and Achieve Multiple Objectives Related to Land Use," Delaware Department of Natural Resources and Environmental Control, The Environmental Management Center of the Brandywine Conservancy, September 1997.
2
"A Current Assessment of Urban Best Management Practices: Techniques for Reducing Nonpoint Source Pollution in the Coastal Zone," Schueler, T. R., Kumble, P. and Heraty, M., Metropolitan Washington Council of Governments, 1992.
3
"Design of Roadside Channels with Flexible Linings," Federal Highway Administration, Chen, Y. H. and Cotton, G. K., Hydraulic Engineering Circular 15, FHWA-IP-87-7, McLean, Virginia, 1988.
4
"Draft Stormwater Best Management Practices Manual," Pennsylvania Department of Environmental Protection, January 2005.
5
"Evaluation and Management of Highway Runoff Water Quality," Federal Highway Administration, FHWA-PD-96-032, Washington, D.C., 1996.
6
"Evaporation Maps of the United States," U.S. Weather Bureau (now NOAA/National Weather Service) Technical Paper 37, Published by Department of Commerce, Washington D.C., 1959.
7
"Georgia Stormwater Manual," AMEC Earth and Environmental, Center for Watershed Protection, Debo and Associates, Jordan Jones and Goulding, Atlanta Regional Commission, Atlanta, Georgia, 2001.
8
"Hydraulic Design of Highway Culverts," Federal Highway Administration, FHWA HDS 5, Washington, D.C., 1985 (revised May 2005).
9
"Low-Impact Development Design Strategies: An Integrated Design Approach," Prince Georges County, Maryland Department of Environmental Resources, June 1999.
10
"Maryland Stormwater Design Manual," Maryland Department of the Environment, Baltimore, Maryland, 2000.
11
"Pennsylvania Handbook of Best Management Practices for Developing Areas," Pennsylvania Department of Environmental Protection, 1998.
12
"Recommended Procedures for Act 167 Drainage Plan Design," LVPC, Revised 1997.
13
"Roof Gardens History, Design, and Construction," Osmundson, Theodore. New York: W.W. Norton & Company, 1999.
14
"The Texas Manual on Rainwater Harvesting," Texas Water Development Board, Austin, Texas, Third Edition, 2005.
15
"VDOT Manual of Practice for Stormwater Management," Virginia Transportation Research Council, Charlottesville, Virginia, 2004.
16
"Virginia Stormwater Management Handbook," Virginia Department of Conservation and Recreation, Richmond, Virginia, 1999.
17
"Water Resources Engineering," Mays, L. W., John Wiley & Sons, Inc., 2005.
18
"Urban Hydrology for Small Watersheds," Technical Report 55, U.S. Department of Agriculture, Natural Resources Conservation Service, 1986.
19
U.S. EPA, Region 1 New England website (as of August 2005) http://www.epa.gov/NE/assistance/ceitts/stormwater/techs/html.
P. 
Stormwater runoff from hotspot land uses shall be pretreated. In no case may the same BMP be employed consecutively to meet this requirement and the requirement in Subsection O.
(1) 
Acceptable methods of pretreatment are listed below:
Hotspot Land Use
Pretreatment Method(s)
Vehicle maintenance and repair facilities, including auto parts stores
Water quality inlets
Use of drip pans and/or dry sweep material under vehicles/equipment
Use of absorbent devices to reduce liquid releases
Spill prevention and response program
Vehicle fueling stations
Water quality inlets
Spill prevention and response program
Storage areas for public works
Water quality inlets
Use of drip pans and/or dry sweep material under vehicles/equipment
Use of absorbent devices to reduce liquid releases
Spill prevention and response program
Diversion of stormwater away from potential contamination areas
Outdoor storage of liquids
Spill prevention and response program
Commercial nursery operations
Vegetated swales/filter strips
Constructed wetlands
Stormwater collection and reuse
Salvage yards and recycling facilities*
BMPs that are a part of a stormwater pollution prevention plan under an NPDES permit
Fleet storage yards and vehicle cleaning facilities*
BMPs that are a part of a stormwater pollution prevention plan under an NPDES permit
Facilities that store or generate regulated substances*
BMPs that are a part of a stormwater pollution prevention plan under an NPDES permit
Marinas*
BMPs that are a part of a stormwater pollution prevention plan under an NPDES permit
Certain industrial uses (listed under NPDES)*
BMPs that are a part of a stormwater pollution prevention plan under an NPDES permit
NOTES:
*
Regulated under the NPDES Stormwater Program.
(2) 
Design references for the pretreatment methods, as necessary, are listed below. If the applicant can demonstrate to the satisfaction of the municipality that the proposed land use is not a hotspot, then the pretreatment requirement would not apply.
Pretreatment Method
Design ReferenceA
Constructed wetlands
4, 5, 8, 10, 16
Diversion of stormwater away from potential contamination areas
4, 11
Stormwater collection and reuse (especially for irrigation)
4, 14
Stormwater filters (sand, peat, compost, etc.)
4, 5, 10, 16
Vegetated swales
2, 3, 5, 11, 16, 17
Water quality inlets
4, 7, 15, 16, 19
NOTES:
A
These numbers refer to the Design Reference Title Chart in Subsection O, above.
Q. 
The use of infiltration BMPs is prohibited on hotspot land use areas.
R. 
Stormwater infiltration BMPs shall not be placed in or on a special geologic feature(s). Additionally, stormwater runoff shall not be discharged into existing on-site sinkholes.
S. 
Applicants shall request, in writing, public water suppliers to provide the Zone I Wellhead Protection radius, as calculated by the method outlined in the Pennsylvania Department of Environmental Protection Wellhead Protection regulations, for any public water supply well within 400 feet of the site. In addition to the setback distances specified in Subsection I, infiltration is prohibited in the Zone I radius as defined and substantiated by the public water supplier in writing. If the applicant does not receive a response from the public water supplier, the Zone I radius is assumed to be 100 feet.
T. 
The volume and rate of the net increase in stormwater runoff from the regulated activities must be managed to prevent the physical degradation of receiving waters from such effects as scour and streambank destabilization, to satisfy state water quality requirements, by controlling the two-year post-development runoff to a 30% release rate.
U. 
The municipality may, after consultation with DEP, approve alternative methods for meeting the state water quality requirements other than those in this section, provided that they meet the minimum requirements of and do not conflict with state law, including but not limited to the Clean Streams Law.[5]
[5]
Editor's Note: See 35 P.S. § 691.1 et seq.
A. 
Mapping of stormwater management districts. To implement the provisions of the Trout/Bertsch Creeks Watershed Stormwater Management Plan, the municipality is hereby divided into stormwater management districts consistent with the Trout/Bertsch Creeks Release Rate Map presented in the plan update. The boundaries of the stormwater management districts are shown on an official map which is available for inspection at the municipal office. A copy of the official map at a reduced scale is included in Appendix A for general reference.[1]
[1]
Editor's Note: Appendix A is on file in the Borough offices.
B. 
Description of stormwater management districts. Two types of stormwater management districts may be applicable to the municipality, namely conditional/provisional no detention districts and dual-release-rate districts as described below.
(1) 
Conditional/provisional no-detention districts. Within these districts, the capacity of the "local" runoff conveyance facilities (as defined in Article II) must be calculated to determine if adequate capacity exists. For this determination, the developer must calculate peak flows assuming that the site is developed as proposed and that the remainder of the local watershed is in the existing condition. The developer must also calculate peak flows assuming that the entire local watershed is developed per current zoning and that all new development would use the runoff controls specified by this Part 1. The larger of the two peak flows calculated will be used in determining if adequate capacity exists. If adequate capacity exists to safely transport runoff from the site to the main channel (as defined in Article II), these watershed areas may discharge postdevelopment peak runoff without detention facilities. If the capacity calculations show that the "local" runoff conveyance facilities lack adequate capacity, the developer shall either use a 100% release rate control or provide increased capacity of downstream elements to convey increased peak flows consistent with § 383-16P. Any capacity improvements must be designed to convey runoff from development of all areas tributary to the improvement consistent with the capacity criteria specified in § 383-16D. By definition, a storm drainage problem area associated with the "local" runoff conveyance facilities indicates that adequate capacity does not exist. Sites in these districts are still required to meet all of the water quality requirements in § 383-14.
(2) 
Dual-release-rate districts. Within these districts, the two-year postdevelopment peak discharge must be controlled to 30% of the predevelopment two-year runoff peak. Further, the ten-, twenty-five-year and one-hundred-year postdevelopment peak runoff must be controlled to the stated percentage of the predevelopment peak. Release rates associated with the ten- through one-hundred-year events vary from 50% to 100%, depending upon location in the watershed.
A. 
Applicants shall provide a comparative pre- and postconstruction stormwater management hydrograph analysis for each direction of discharge and for the site overall to demonstrate compliance with the provisions of this Part 1.
B. 
Any stormwater management controls required by this Part 1 and subject to a dual release rate criteria shall meet the applicable release rate criteria for each of the two-, ten-, twenty-five-, and one-hundred-year return period runoff events consistent with the calculation methodology specified in § 383-17.
C. 
The exact location of the stormwater management district boundaries as they apply to a given development site shall be determined by mapping the boundaries using the two-foot topographic contours provided as part of the drainage plan. The district boundaries as originally drawn coincide with topographic divides or, in certain instances, are drawn from the intersection of the watercourse and a physical feature such as the confluence with another watercourse or a potential flow obstruction (e.g., road, culvert, bridge, etc.). The physical feature is the downstream limit of the subarea and the subarea boundary is drawn from that point upslope to each topographic divide along the path perpendicular to the contour lines.
D. 
Any downstream capacity analysis conducted in accordance with this Part 1 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.
(2) 
Natural or man-made channels or swales must be able to convey the increased twenty-five-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 minimum, pass the increased twenty-five-year return period runoff.
E. 
For a proposed development site located within one release rate category subarea, the total runoff from the site shall meet the applicable release rate criteria. For development sites with multiple directions of runoff discharge, individual drainage directions may be designed for up to a 100% release rate so long as the total runoff from the site is controlled to the applicable release rate.
F. 
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. 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 100% release rate, provided that the overall site discharge meets the weighted average release rate.
G. 
For a proposed development site located partially within a release rate category subarea and partially within a conditional/provisional no detention subarea, the size of the predevelopment drainage area on a site may not be changed postdevelopment to create potentially adverse conditions on downstream properties except as part of a "no harm" or hardship waiver procedure.
H. 
No portion of a site may be regraded between the Trout/Bertsch Creeks Watershed and any adjacent watershed except as part of a "no harm" or hardship waiver procedure.
I. 
Within a release rate category area, for a proposed development site which has areas which drain to a closed depression(s), the design release from the site will be the lesser of: (a) the applicable release rate flow assuming no closed depression(s); or (b) the existing peak flow actually leaving the site. In cases where (b) would result in an unreasonably small design release, the design discharge of less than or equal to the release rate will be determined by the available downstream conveyance capacity to the main channel calculated using Subsection D and the minimum orifice criteria.
J. 
Off-site areas which 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 using the capacity criteria in Subsection D and the detention criteria in § 383-17.
K. 
For development sites proposed to take place in phases, all detention ponds shall be designed to meet the applicable release rate(s) applied to all site areas tributary to the proposed pond discharge direction. All site tributary areas will be assumed as developed, regardless of whether all site tributary acres are proposed for development at that time. An exception shall be sites with multiple detention ponds in series where only the downstream pond must be designed to the stated release rate.
L. 
Where the site area to be impacted by a proposed development activity differs significantly from the total site area, only the proposed impact area shall be subject to the release rate criteria. The impact area includes any proposed cover or grading changes.
M. 
Development proposals which, through groundwater recharge or other means, do not increase either the rate or volume of runoff discharged from the site compared to predevelopment are not subject to the release rate provisions of this Part 1.
N. 
"No harm" water quantity option. For any proposed development site not located in a Conditional/Provisional No-Detention District, the developer has the option of using a less restrictive runoff control (including no detention) if the developer can prove that special circumstances exist for the proposed development site and that no harm would be caused by discharging at a higher runoff rate than that specified by the plan. "Special circumstances" are defined as any hydrologic or hydraulic aspects of the development itself not specifically considered in the development of the plan runoff control strategy. Proof of no harm would have to be shown from the development site through the remainder of the downstream drainage network to the confluence of the creek with the Delaware or Lehigh River. Proof of no harm must be shown using the capacity criteria specified in Subsection D if downstream capacity analysis is a part of the no harm justification.
(1) 
Attempts to prove no harm based upon downstream peak flow versus capacity analysis shall be governed by the following provisions:
(a) 
The peak flow values to be used for downstream areas for the design return period storms (two-, ten-, twenty-five-, and one-hundred-year) shall be the values from the calibrated PSRM Model for the Trout/Bertsch Creeks or as calculated by an applicant using an alternate method acceptable to the municipality. The flow values from the PSRM Model would be supplied to the developer by the municipality upon request.
(b) 
Any available capacity in the downstream conveyance system as documented by a developer may be used by the developer only in proportion to his development site acreage relative to the total upstream undeveloped acreage from the identified capacity (i.e. ,if his site is 10% of the upstream undeveloped acreage, he may use up to 10% of the documented downstream available capacity).
(c) 
Developer-proposed runoff controls which would generate increased peak flow rates at storm drainage problem areas would, by definition, be precluded from successful attempts to prove "no harm," except in conjunction with proposed capacity improvements for the problem areas consistent with Subsection P.
(2) 
Any "no harm" justifications shall be submitted by the developer as part of the drainage plan submission per Article IV. Developers submitting "no harm" justifications must still meet all of the water quality requirements in § 383-14.
O. 
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 based on the required release rate at the point of discharge.
P. 
Capacity improvements.
(1) 
In certain instances, primarily within the conditional/provisional no detention areas, local drainage conditions may dictate more stringent levels of runoff control than those based upon protection of the entire watershed. In these instances, if the developer could prove that it would be feasible to provide capacity improvements to relieve the capacity deficiency in the local drainage network, then the capacity improvements could be provided by the developer in lieu of runoff controls on the development site. Peak flow calculations shall be done assuming that the local watershed is in the existing condition and then assuming that the local watershed is developed per current zoning and using the specified runoff controls. Any capacity improvements would be designed using the larger of the above peak flows and the capacity criteria specified in Subsection D. All new development in the entire subarea(s) within which the proposed development site is located shall be assumed to implement the developer's proposed discharge control, if any.
(2) 
Capacity improvements may also be provided as necessary to implement any regional detention alternatives or to implement a modified no harm option which proposes specific capacity improvements to provide that a less stringent discharge control would not create any harm downstream.
A. 
Stormwater runoff from all development sites shall be calculated using either the rational method or the soil-cover-complex methodology.
B. 
Infiltration BMP loading rate percentages in the Recommendation Chart for Infiltration Stormwater Management BMPs in Carbonate Bedrock in Appendix D shall be calculated as follows:
383 equation.tif
The area tributary to the infiltration BMP shall be weighted as follows:
All disturbed areas to be made impervious:
Weight at 100%
All disturbed areas to be made pervious:
Weight at 50%
All undisturbed pervious areas:
Weight at 0%
All existing impervious areas:
Weight at 100%
C. 
Soil thickness is to be measured from the bottom of any proposed infiltration system.
(1) 
The effective soil thickness in the Recommendation Chart for Infiltration Stormwater Management BMPs in Carbonate Bedrock in Appendix D is the measured soil thickness multiplied by the thickness factor based on soil permeability (as measured by the adapted 25 Pa. Code § 73.15 percolation test in Appendix G),[1] as follows:
Permeability Range*
Thickness Factor
6.0 to 12.0 inches/hour
0.8
2.0 to 6.0 inches/hour
1.0
1.0 to 2.0 inches/hour
1.4
0.75 to 1.0 inches/hour
1.2
0.5 to 0.75 inches/hour
1.0
NOTE:
*
If the permeability rate (as measured by the adapted 25 Pa. Code § 73.15 percolation test in Appendix G) falls on a break between two thickness factors, the smaller thickness factor shall be used.
(2) 
Sites with soil permeability greater than 12.0 inches per hour or less than 0.5 inch per hour, as measured by the adapted 25 Pa. Code § 73.15 percolation test in Appendix G, are not recommended for infiltration.
D. 
The design of any detention basin intended to meet the requirements of this Part 1 shall be verified by routing the design storm hydrograph through the proposed basin using the storage indication method or other methodology demonstrated to be more appropriate. For basins designed using the Rational Method technique, the design hydrograph for routing shall be either the Universal Rational Hydrograph or the Modified Rational Method trapezoidal hydrograph which maximizes detention volume. Use of the Modified Rational hydrograph shall be consistent with the procedure described in section "PIPE.RAT" of the Users' Manual for the Penn State Urban Hydrology Model (1987).
E. 
BMPs designed to store or infiltrate runoff and discharge to surface runoff or pipe flow shall be routed using the storage indication method.
F. 
BMPs designed to store or infiltrate runoff and discharge to surface runoff or pipe flow shall provide storage volume for the full WQv below the lowest outlet invert.
G. 
Wet detention ponds designed to have a permanent pool for the WQv shall assume that the permanent pool volume below the primary outlet is full at the beginning of design event routing for the purposes of evaluating peak outflows.
H. 
All stormwater detention facilities shall provide a minimum one-foot freeboard above the maximum pool elevation associated with the two- through twenty-five-year runoff events. A one-half-foot freeboard shall be provided above the maximum pool elevation of the one-hundred-year runoff event. The freeboard shall be measured from the maximum pool elevation to the invert of the emergency spillway. The two- through one-hundred-year storm events shall be controlled by the primary outlet structure. An emergency spillway for each basin shall be designed to pass the one-hundred-year return frequency storm peak basin inflow rate with a minimum one-half-foot freeboard measured to the top of basin. The freeboard criteria shall be met considering any off-site areas tributary to the basin as developed, as applicable. If this detention facility is considered to be a dam as per DEP Chapter 105, the design of the facility must be consistent with the Chapter 105 regulations, and may be required to pass a storm greater than the one-hundred-year event.
I. 
The minimum circular orifice diameter for controlling discharge rates from detention facilities shall be three inches. Designs where a lesser-size orifice would be required to fully meet release rates shall be acceptable with a three-inch orifice, provided that as much of the site runoff as practical is directed to the detention facilities. The minimum three-inch diameter does not apply to the control of the WQv.
J. 
Runoff calculations using the soil-cover-complex method shall use the Natural Resources Conservation Service Type II 24-hour rainfall distribution. The 24-hour rainfall depths for the various return periods to be used consistent with this Part 1 may be taken from NOAA Atlas 14, Volume 2 Version 2.1, 2004 or the PennDOT Intensity-Duration-Frequency Field Manual ("PDT-IDF") (May 1986) for Region 4.
(1) 
The following values are taken from the PDT-IDF Field Manual:
Return Period
24-Hour Rainfall Depth
(inches)
1-year
2.40
2-year
3.00
5-year
3.60
10-year
4.56
25-year
5.52
50-year
6.48
100-year
7.44
(2) 
A graphical and tabular presentation of the Type II-24 hour distribution is included in Appendix C.
K. 
Runoff calculations using the Rational Method shall use rainfall intensities consistent with appropriate times of concentration and return periods and NOAA Atlas 14, Volume 2 Version 2.1, 2004 or the Intensity-Duration-Frequency Curves as presented in Appendix C.[2]
L. 
Runoff curve numbers (CNs) to be used in the soil-cover-complex method shall be based upon the matrix presented in Appendix C.
M. 
Runoff coefficients for use in the Rational Method shall be based upon the table presented in Appendix C.
N. 
All time of concentration calculations shall use a segmental approach which may include one or all of the flow types below:
(1) 
Sheet flow (overland flow) calculations shall use either the NRCS average velocity chart (Figure 3-1, Technical Release-55, 1975) or the modified kinematic wave travel time equation (Equation 3-3, NRCS TR-55, June 1986). If using the modified kinematic wave travel time equation, the sheet flow length shall be limited to 50 feet for designs using the Rational Method and limited to 150 feet for designs using the Soil-Cover-Complex Method.
(2) 
Shallow concentrated flow travel times shall be determined from the watercourse slope, type of surface and the velocity from Figure 3-1 of TR-55, June 1986.
(3) 
Open channel flow travel times shall be determined from velocities calculated by the Manning Equation. Bankfull flows shall be used for determining velocities. Manning 'n' values shall be based on the table presented in Appendix C.
(4) 
Pipe flow travel times shall be determined from velocities calculated using the Manning Equation assuming full flow and the Manning 'n' values from Appendix C.
O. 
If using the Rational Method, all predevelopment calculations for a given discharge direction shall be based on a common time of concentration considering both on-site and any off-site drainage areas. If using the Rational Method, all postdevelopment calculations for a given discharge direction shall be based on a common time of concentration considering both on-site and any off-site drainage areas.
P. 
The Manning Equation shall be used to calculate the capacity of watercourses. Manning 'n' values used in the calculations shall be consistent with the table presented in Appendix C or other appropriate standard engineering 'n' value resources. Pipe capacities shall be determined by methods acceptable to the municipality.
Q. 
The Pennsylvania DEP, Chapter 105, Rules and Regulations, apply to the construction, modification, operation or maintenance of both existing and proposed dams, water obstructions and encroachments throughout the watershed. Criteria for design and construction of stormwater management facilities according to this Part 1 may differ from the criteria that are used in the permitting of dams under the Dam Safety Program.