[Ord. 2013-499, 7/10/2013]
1. 
Permanent Stormwater Management Standards. The following standards shall be used to develop the stormwater management system:
A. 
Standard 1: After site development, there shall be no increase in the volume of stormwater runoff being discharged for up to the two-year frequency rainfall, predevelopment to postdevelopment
B. 
Standard 2: After site development and assuming full compliance with Standard 1, the peak rate of stormwater discharges from the site shall be as follows:
Design Storm Postdevelopment
Design Storm Predevelopment
2-year
1-year
10-year
2-year
25-year
25-year
50-year
50-year
100-year
100-year
C. 
Standard 3: Under certain conditions, the Borough, upon recommendation of the Borough Engineer, may impose the following additional restrictions on stormwater discharges:
(1) 
Peak discharge may be further restricted when it can be shown that a probable risk to downstream structures or unique natural areas exists or that existing severe flooding problems may be further aggravated.
(2) 
Measures may be imposed to protect against ground- or surface water pollution where the type of business activity conducted at the site may result in significant nonpoint source pollution ("hot spots") or the nature of the soils or bedrock underlying a stormwater management structure presents substantial risk of contamination (e.g., limestone formations). Special measures to be followed in these cases shall be provided by the Borough Engineer.
(3) 
Where groundwater yields are very low or where a groundwater supply already is heavily used, the Borough may require that the entire volume of the two-year-frequency rainfall (3.2 inches in 24 hours) be retained and infiltrated.
D. 
Standard 4: Significant loadings of nonpoint source pollutants shall not be discharged into either surface water or groundwater. "Significant" shall be defined as resulting in an increase greater than 10% of existing background concentrations of all water quality parameters of consequence identified in federal and state criteria for the watershed. In particular, nutrients (nitrate and total phosphorus), metals (cadmium and lead), total petroleum hydrocarbons (PH) and synthetic organic compounds identified by the U.S. Environmental Protection Agency (EPA) as toxic or hazardous substances must be controlled. If the volume and peak rate standards above (Standards 1 and 2) are met, then water quality impacts are assumed to be adequately controlled. If the volume standard (Standard 1) above cannot be achieved, then a water impact analysis must be performed, at the direction of the Borough Engineer and at the applicant's expense, confirming prevention of any significant increase in nonpoint source pollution, with particular focus on the pollutants discussed above. Both structural and nonstructural (preventive) measures are to be considered for reduction and prevention of nonpoint source pollution.
2. 
Stormwater Management Calculation Methods.
A. 
In establishing the antecedent conditions for calculating runoff prior to land disturbance, the following assumptions shall apply:
(1) 
Average antecedent moisture conditions;
(2) 
A Type II distribution storm;
(3) 
Woodland shall be used as the prior condition for those portions of the site having trees of greater than six inches caliper at 4.5 feet above the average grade at the base of the tree or where such trees existed within three years of application;
(4) 
Meadow shall be used for all other areas, including areas of existing cultivation;
(5) 
In performing the TR-55 calculations, all those areas to be disturbed during construction shall be assumed to be reduced one hydrologic soil group category level during postdevelopment runoff calculations (i.e., HSG B is reduced to HSG C, and so forth).
B. 
In all plans and designs for stormwater management systems and facilities submitted to the Borough Engineer for approval, stormwater peak discharge and runoff shall be determined through the use of the Soil Cover Complex Method as set forth in Urban Hydrology for Small Watersheds, Technical Release No. 55, with specific attention given to antecedent moisture conditions, flood routing, and peak discharge specifications included therein and in Hydrology National Engineering Handbook, Section 4, both by the U.S. Department of Agriculture, Natural Resources Conservation Service (Soil Conservation Service). Note that use of TR-55 with many of the natural system-based approaches and practices recommended by this Part requires that calculations be performed on a detailed small subarea basis. The Borough Engineer may permit the use of the Rational Method for calculation of runoff on land developments of five acres or less and for the design of storm structures.
C. 
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 for which they are located as presented in the NOAA Atlas 14, most recent revision.
[Amended by Ord. 2014-505, 2/12/2014]
D. 
All calculations using the Rational Method shall use rainfall intensities consistent with appropriate times of concentration for overland flow and return periods from the design storm curves from Pennsylvania Department of Transportation design rainfall curves, Design Manual, Part 2, Chapter 10, most recent revision.
E. 
Runoff curve numbers (CN) for both existing and proposed conditions to be used in the Soil Cover Complex Method shall be obtained from Urban Hydrology for Small Watersheds, as prepared by the Soil Conservation Service, most recent revision.
F. 
Runoff coefficients (c) for both existing and proposed conditions for use in the Rational Method shall be obtained from Table 1 as shown below.
Table 1
Runoff Coefficients for the Rational Method by Hydrologic Soil Group and Slope Range
*HSG
B
HSG
C
HSG
D
Type of Land Use
0-6%
6%+
0-6%
6%
0-6%
6%+
Cultivated land
0.41
0.47
0.45
0.52
0.49
0.57
Pasture
0.34
0.39
0.40
0.46
0.46
0.53
Meadow
0.25
0.30
0.30
0.35
0.35
0.40
Woodland
0.20
0.24
0.25
0.30
0.30
0.36
Lawn
0.30
0.33
0.35
0.39
0.40
0.45
Gravel
0.88
0.91
0.90
0.93
0.92
0.95
Impervious
0.95
0.95
0.95
0.95
0.95
0.95
*Site area containing areas of Hydrologic Soil Group A should utilize the values shown in the Hydrologic Soil Group B column.
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 2 of this Part.
Table 2
Manning Roughness Coefficients
Roughness Coefficients (Manning's "n") for Overland/Sheet Flow
(From U.S. Army Corps of Engineers and NRCS TR-55)
Surface Description
n
Dense growth
0.4 — 0.5
Pasture
0.3 — 0.4
Lawns
0.2 — 0.3
Bluegrass sod
0.2 — 0.5
Short grass prairie
0.1 — 0.2
Sparse vegetation
0.05 — 0.13
Bare Clay — Loam Soil (eroded)
0.01 — 0.03
Concrete/asphalt
Very shallow depths (less than 1/4 inch)
0.10 — 0.15
Small depths (1/4 inch to several inches)
0.05 — 0.10
Table 2
Manning Roughness Coefficients
Fallow (no residue)
0.05
Cultivated soils
Residue cover less than or equal to 20%
0.06
Residue cover greater than 20%
0.17
Grass
Dense grasses
0.24
Bermuda grass
0.41
Range (natural)
0.13
Woods (light underbrush)
0.40
Roughness coefficients (Manning's "n") for channel flow
Reach Description
n
Natural stream, clean, straight, no rifts or pools
0.03
Natural stream, clean, winding, some pools or shoals
0.04
Natural stream, winding, pools, shoals, stony with some weeds
0.05
Natural stream, sluggish deep pools and weeds
0.07
Natural stream or swale, very weedy or with timber underbrush
0.10
Concrete pipe, culvert or channel
0.012
Corrugated metal pipe
0.012 — 0.027*
* Depending upon type, coating and diameter.
3. 
Specific Infiltration System Design Criteria.
A. 
Infiltration devices shall be selected based on suitability of soils and site conditions. Measures may include underground infiltration beds located under paved areas, vegetated infiltration beds, swales and trenches, or other seepage structures as recommended in the Pennsylvania Stormwater BMP Manual (2006), most recent edition, or other guidance documents approved by the Borough. The infiltration device type and construction details shall be approved by the Borough Engineer.
B. 
Soil infiltration tests shall be performed and witnessed by the Borough Engineer or geotechnical consultant, for all proposed infiltration areas; these tests shall include evaluation of selected soil horizons by deep pits and percolation measurements. Results of the on-site testing shall be submitted to the Borough Engineer for review and approval. The soil infiltration rate of discharge from the infiltration area and proposed design shall be based upon these measurements.
C. 
The lowest elevation of the infiltration area shall be at least two feet above the seasonal high water table (SHWT) and bedrock, except in the case of limestone formation, in which case the distance shall be three feet.
D. 
Any roof drains which discharge to infiltration systems must contain appropriate measures, such as leaf traps and cleanouts, taken to prevent clogging by vegetation.
E. 
All infiltration systems shall have appropriate positive overflow controls to prevent storage within one foot of the finished surface or grade.
F. 
Infiltration systems shall have a minimum setback of 15 feet from all structures that do not include a basement. Care shall be taken to prevent any seepage into subgrade structures.
(1) 
If a structure contains a basement, infiltration systems located on the upslope side of the building shall have the minimum setback increased to 100 feet.
(2) 
Infiltration systems shall be located a minimum of 50 feet from all septic systems.
G. 
All infiltration systems shall be designed to infiltrate the stored volume within 72 hours.
H. 
All surface inflows shall be treated prior to direct discharge into the infiltration system; accumulated sediment reduces stormwater storage capacity and ultimately clogs the infiltration mechanism.
I. 
During site construction, all recharge system components shall be protected from compaction due to heavy equipment operation or storage of fill or construction material. Recharge areas shall also be protected from sedimentation. All areas designated for recharge shall not receive runoff until the contributory drainage has achieved final stabilization.
J. 
The following procedures and materials shall be required during the construction of all subsurface facilities:
(1) 
Excavation for the infiltration facility shall be performed with equipment which will not compact the bottom of the seepage bed/trench, or like facility.
(2) 
The bottom of the bed and/or trench shall be scarified prior to the placement of aggregate.
(3) 
Only clean aggregate, free of fines, shall be allowed.
(4) 
The top and sides of all seepage beds, trenches, or like facilities shall be covered with drainage filtration fabric. Fabric shall meet the specifications of PennDOT Publication 408, Section 735, Construction Class 1.
(5) 
Perforated distribution pipes connected to centralized catch basins and/or manholes with provision for the collection of debris shall be provided in subsurface infiltration facilities. The perforated pipes shall distribute stormwater throughout the entire seepage bed/trench, or like facility.
K. 
All infiltration facilities which service more than one lot and are considered a common or shared facility shall have an easement granted to the Borough for future access, inspection, maintenance and repair, if determined by the Borough to be necessary upon advice of the Borough Solicitor.
4. 
Additional Stormwater Detention/Retention Facilities Design Requirements.
A. 
The following setbacks are required for stormwater management facilities:
(1) 
Stormwater retention or detention basins shall be located at least 50 feet from any structure, whether existing or proposed.
(2) 
Stormwater retention or detention basins shall be located at least 50 feet from any property boundary or right-of-way.
(3) 
Stormwater retention or detention basins shall be located at least 50 feet from existing wetlands, or the banks of existing streams, unless other agency regulations require additional setback distances.
(4) 
Recharge systems located on the downslope side of a structure shall be located at least 15 feet from any basement wall and 50 feet from wastewater treatment areas.
(5) 
Recharge systems located on the upslope side of a structure shall be located at least 100 feet from any basement wall.
(6) 
Any recharge system designed to handle runoff from any commercial or industrial impervious parking or outside storage area shall be a minimum of 50 feet from any water supply well or any wastewater treatment area.
B. 
Riser. A riser or other acceptable outfall structure shall be provided at the outlet of all detention basins. The riser shall be constructed of precast or poured-in-place concrete with controlled orifices. The height of the riser structure shall be designed such that no flow enters the top of the riser for the one-hundred-year frequency event. A trash rack or similar appurtenance shall be provided to prevent debris from entering the riser. All risers shall have a concrete base attached with a watertight connection. The base shall extend three feet below bottom of basin elevation. All riser structure connections are to be watertight.
C. 
Landscaping. All stormwater control systems, whether existing or proposed, shall be planted to effectively naturalize areas so as to become an integral and harmonious element in the local landscape. No trees shall be planted in dams more than 15 feet high.
D. 
Emergency Spillway. Whenever possible, the emergency spillway for detention basins shall be constructed on undisturbed ground. Emergency spillways shall be designed according to the Soil Conservation Service Engineering Field Manual. All emergency spillways shall be constructed so that the detention basin berm is protected against erosion. The minimum capacity of all emergency spillways shall be such that the capacity of the emergency spillway equals the peak flow rate from the one-hundred-year design storm. Emergency spillway erosion protection shall extend along the upstream and downstream berm embankment slopes. The upstream edge of the emergency spillway shall be considered a minimum of two feet below the spillway crest elevation. The downstream edge of the spillway shall, at minimum, extend to the toe of the berm embankment. The emergency spillway shall not discharge over earthen fill and/or easily erodible material.
E. 
Antiseep Collars. Antiseep collars shall be installed around the basin outfall pipe barrel within the normal saturation zone of the detention basin berms. The antiseep collars and their connections to the pipe barrel shall be watertight. The antiseep collars shall extend a minimum of two feet beyond the outside of the basin outfall pipe barrel. The maximum spacing between collars shall be 14 times the minimum protection of the collar measured perpendicular to the pipe. The antiseep collars shall be a minimum of one foot in thickness.
F. 
Freeboard. Freeboard is the difference between the design flow elevations in the emergency spillway and the top of the settled detention basin embankment. The minimum freeboard shall be one foot.
G. 
Slope of Detention Basin Embankment. The maximum slope of earthen detention basin embankments shall meet the requirements contained in this Chapter. Whenever possible, the side slopes and basin shape shall be amenable to the natural topography. Straight side slopes and rectangular basins shall be avoided.
H. 
Width of Berm. The minimum top width of detention basin berms shall be 10 feet.
I. 
Slope of Basin Bottom. In order to insure proper drainage of the detention basin, a minimum grade of 2% shall be maintained for all sheet flow. A minimum grade of 1% shall be maintained for all channel flow. These standards do not apply if the basin is to be utilized for infiltration or as a biofiltration device, subject to the prior approval of the Borough Engineer.
J. 
Energy Dissipaters. Energy-dissipating devices (riprap, end sills, etc.) shall be placed at all basin outlets. Any pipe or other component which discharges directly into the basin shall be equipped with energy-dissipating devices and shall outlet into the bottom of the basin.
K. 
Landscaping and Grading of Detention Basins. All landscaping and grading standards shall be as follows:
(1) 
Cuts. No excavation shall be made with a cut face steeper than three horizontal to one vertical (3:1). Retaining walls shall be required if a stable slope cannot be maintained. Any retaining wall design must be approved by the Borough Engineer. The toe of the slope or headwall of any cut must be located a minimum of five feet from all property lines.
(2) 
Fills. No fills shall be made which create any exposed surfaces steeper in slope than three horizontal to one vertical (3:1). The top of any fill or toe of the slope of any fill shall be located five feet from any property line with the exception of a downstream property line where the toe of the embankment shall be placed a sufficient distance to allow for energy-dissipating devices, but in no case less than five feet.
(3) 
Planting Requirements. All areas shall be planted to effectively naturalize the areas to become an integral and harmonious element in the natural landscape. Naturalized areas are encouraged to reduce the need for regular mowing activities and increase quality of habitat diversity. Seasonal mowing of the interior slopes of the detention/retention basins for maintenance is permitted. Mowed turf areas shall not be proposed within the interior of detention/retention basins.
(4) 
Drainage Channels and Retention Areas. All storm drainage channels and retention areas, whether existing or proposed, shall be graded and planted to effectively naturalize areas so as to become an integral and harmonious part of the landscape by contour and type of plant material employed.
(5) 
Fence or Screening. A fence or suitable vegetation screen shall be provided around all detention basins as required and approved by the Borough Engineer. All vegetative screening shall be at least three feet in height at installation. All vegetative screening shall provide a barrier to prevent entrance to the detention basin area.
L. 
Basin Location.
(1) 
Whenever a basin will be located in an area underlain by limestone, a geological evaluation of the proposed location shall be conducted to determine susceptibility to sinkhole formations. The design of all facilities over limestone formations shall include measures to prevent groundwater contamination and, where necessary, sinkhole formation. The Borough may require the installation of an impermeable liner in detention basins. A detailed hydrogeologic investigation may be required by the Borough.
(2) 
The municipality may require the developer to provide safeguards against groundwater contamination for uses which may cause groundwater contamination, should there be a mishap or spill.
(3) 
It shall be the developer's responsibility to determine whether the site is underlain by limestone. The following note shall be attached to all drainage plans and signed and sealed by the developer's engineer/surveyor/landscape architect/geologist:
__________________________, represents that the proposed detention basin is/is not (circle one) underlain by limestone.
M. 
Basin Outfall Pipe. All basin outfall pipes shall contain O-ring-style joints as utilized by and meeting the requirements of the Pennsylvania Department of Transportation.
N. 
Easements in form and substance acceptable to the Borough Solicitor shall be provided for all basins, storm pipes and related facilities not located within the public street right-of-way.
5. 
Stormwater Drainage System Design Requirements.
A. 
Design Flow Rate.
(1) 
The storm drain system shall be designed to carry a fifty-year peak flow rate and a one-hundred-year peak flow rate at the sump area. The design fifty-year peak flow rate into each inlet shall be indicated on the stormwater management plan. The flow rate shall be determined by the rational formula:
Q
=
CIA
Where
Q
=
Peak runoff rate, cubic feet per second (CFS).
C
=
Runoff coefficient equal to the ratio of the runoff rate to the average rate of rainfall over a time period equal to the time of concentration.
I
=
Average rainfall intensity to inches per hour for a time equivalent to the time of concentration.
A
=
Drainage area in acres.
(2) 
Appropriate values for runoff coefficients and rainfall intensities are found in § 19-401.2 of this Part entitled "Stormwater Management Calculation Methods."
B. 
Overflow System. An overflow system shall be provided to carry flow to the detention basin when the capacity of the storm drainpipe system is exceeded. The overflow system shall be of sufficient capacity to carry the difference between the one-hundred-year and the fifty-year peak flow rates.
C. 
Inlet Capacity. All inlets shall be designed to accommodate the fifty-year peak flow rate. Inlets shall be spaced to limit the gutter spread to no more than 1/3 of the width of the travel lane during the fifty-year storm. Inlets shall be sumped no more than one inch in depth at gutter face. The capacity of all C-, M-, or S-type inlets shall be determined from the following source:
Commonwealth of Pennsylvania
Department of Transportation
Design Manual, Part 2 – Highway Design
D. 
Straight Pipe Selections. Wherever possible, all storm drainpipes shall be designed to follow straight courses. No angular deflections of stormwater pipe sections shall be permitted. No vertical curves shall be permitted in the storm drainpipe system.
E. 
Minimum Grade and Size. All storm drainpipes shall be designed to maintain a minimum grade of 1/2%. All storm pipes shall have a minimum inside diameter of 15 inches, except that pipes under a twenty-five-foot or greater fill shall not be less than 24 inches.
F. 
Pipe Material and Thickness. All storm sewers shall be constructed of HDPE or reinforced concrete material which meets PennDOT requirements.
G. 
Pipe Capacity. The capacity of all pipe culverts shall, at a minimum, provide the required capacity to convey the twenty-five-year storm event.
H. 
Pipe Arches. Where headroom is restricted, equivalent pipe arches may be used in lieu of circular pipes.
I. 
Allowable Headwater Depth. At all inlets or manholes, the maximum allowable headwater depth shall be one foot below the top of the inlet grate of the manhole cover.
J. 
Horizontal Pipe Deflections. A manhole or inlet shall be provided at all horizontal deflections in the storm pipe system.
K. 
Minimum and Maximum Cover. A minimum of 24 inches of cover shall be maintained over all storm drainpipes. The top of storm drainpipes shall be at least 1/2 foot below subgrade elevation.
L. 
Diversion or Runoff. All storm drainpipes shall be designed to carry the runoff into a detention basin or similar facility utilized to control the rate of runoff. No discharge at the top or side of basin embankments shall be permitted.
M. 
Culverts and Drainage Channels.
(1) 
Design Flow Standards. All culverts and drainage channels shall be designed to carry a flow rate equal to a one-hundred-year, twenty-four-hour storm (Soil Conservation Service, Technical Release No. 55).
(2) 
Erosion Prevention. All drainage channels shall be designed to prevent the erosion of the bed and bank areas. The flow velocity in all vegetated drainage channels shall not exceed three feet per second to prevent erosion unless special provisions are made to protect banks and channel bottoms against erosion. Suitable bank stabilization shall be provided where required to prevent erosion of the drainage channels. Where storm sewers discharge into existing drainage channels at an angle greater than 30° from parallel with the downstream channel flow, the far side bank shall be stabilized by the use of riprap or masonry and/or concrete walls. The stabilization shall be designed to prevent erosion and frost heave under and behind the stabilizing media.
(3) 
Maximum Side Slope. Any vegetated drainage channel requiring mowing of the vegetation shall have a maximum grade of three horizontal to one vertical (3:1) of those areas to be mowed.
(4) 
Design Standard. Because of the critical nature of the vegetated drainage channels, the design of all vegetated channels shall, at a minimum, conform to the design procedures outlined in the PADEP manuals. Several acceptable sources that outline procedures for nonvegetated drainage channels include, without limitation, the following:
(a) 
Bureau of Public Roads.
(b) 
Hydraulic Engineering Circular No. 5.
(c) 
Hydraulic Charts for the Selection of Highway Culverts Federal Highway Administration.
(d) 
Hydraulic Engineering Circular No. 13.
(e) 
Hydraulic Design of Improved Inlets for Culverts.
(5) 
References to publications and source documents in this subsection shall be deemed to include any amendments and revisions thereof.
6. 
Standards During Land Disturbance.
A. 
During earth disturbance activities, when significant sediment can be contained in runoff, this runoff shall be controlled prior to entering any proposed infiltration area. Specific requirements are outlined in § 19-402, Erosion and Sediment Control During Regulated Earth Disturbance Activities.
B. 
Peak discharges and discharge volumes from the site shall comply with the requirements of this Part, with the following additions:
(1) 
For purposes of calculating required detention storage during land disturbance, peak discharges and discharge volumes shall be calculated based upon the runoff coefficients for bare soils during the maximum period and extent of disturbance. Controls shall insure that the difference in volumes and rates of peak discharge before disturbance and during shall not exceed those peak discharges and discharge volumes noted in 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 Borough, as recommended by the Borough Engineer, 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.
C. 
Sediment in runoff water shall be trapped in accordance with criteria of the County Conservation District and PADEP and removed through means approved by the Borough Engineer to assure proper functioning and adequate capacity in the basins or traps.
D. 
Procedures shall be established by the applicant for protecting soils or geologic structures with water supply potential from contamination by surface water or other disruption by construction activity.
[Ord. 2013-499, 7/10/2013]
1. 
No regulated earth disturbance activities within the Borough shall commence until plan approval by the Montgomery County Conservation District and the Borough Engineer of an erosion and sediment control plan for construction activities.
2. 
The applicant shall comply with all DEP regulations that require an erosion and sediment control plan for any earth disturbance activity of 5,000 square feet or more in accordance with 25 Pa. Code § 102.4(b).
3. 
The applicant shall comply with the provisions of 25 Pa. Code Chapter 92a, which require a DEP NPDES construction activities permit for regulated earth disturbance activities.
4. 
Evidence of any necessary permit(s) for regulated earth disturbance activities from the appropriate DEP regional office or County Conservation District shall be provided to the Borough prior to the commencement of any work.
5. 
A copy of the erosion and sediment control plan and any required permit, as required by DEP regulations, shall be available at the project site at all times.
6. 
No construction machinery that leaks fluids (oils, antifreeze, coolants, hydraulic fluids) shall be permitted to be operated during any earth disturbance activity; if such equipment develops a leak during operation, it shall immediately be shut down and the leak fixed. All fluids leaked onto the ground surface, and the contaminated ground surface itself, shall be cleaned up and disposed of properly and in compliance with applicable law to eliminate the possibility of stormwater contamination.
[Ord. 2013-499, 7/10/2013]
1. 
No regulated earth disturbance activities within the Borough shall commence until approval by the Borough of a plan which demonstrates compliance with state water quality requirements after construction is complete.
2. 
The BMPs shall be designed, implemented and maintained to meet state water quality requirements and any other more stringent requirements as determined by the Borough.
3. 
To control postconstruction stormwater impacts from regulated earth disturbance activities, state water quality requirements shall be met by BMPs, including site design, which provide for replication of preconstruction stormwater infiltration and runoff conditions, so that postconstruction stormwater discharges do not degrade the physical, chemical or biological characteristics of the receiving waters. Based on the system types and specifications set forth in the Pennsylvania Handbook of Best Management Practices for Developing Areas, published by the Commonwealth of Pennsylvania, as amended and updated, this may be achieved by one or more of the following:
A. 
Infiltration: replication of preconstruction stormwater infiltration conditions;
B. 
Treatment use of water quality treatment BMPs to ensure filtering out of the chemical and physical pollutants from the stormwater runoff; and
C. 
Stream bank and streambed protection: management of volume and rate of postconstruction stormwater discharges to prevent physical degradation of receiving waters (e.g., from scouring).
4. 
The applicant shall comply with all DEP regulations that are intended to ensure design, implementation and maintenance of BMPs that control runoff from new development and redevelopment after regulated earth disturbance activities are complete. These requirements shall include the implementation of postconstruction stormwater BMPs and the assurance of long-term operations and maintenance of those BMPs.
5. 
Evidence that all necessary permit(s) for regulated earth disturbance activities have been issued by the appropriate agencies shall be provided to the Borough. The issuance of an NPDES construction permit (or permit coverage under the statewide general permit. [PAG-2]) shall be deemed to satisfy the requirements of § 19-402.
6. 
BMP operations and maintenance requirements are described in §§ 19-404 through 19-507 of this Chapter.
7. 
Commercial and industrial properties shall demonstrate compliance with the NPDES (40 CFR Part 122) as administered by DEP. Copies of stormwater pollution prevention plans (SWPPP) and monitoring reports shall be provided to the Borough.
[Ord. 2013-499, 7/10/2013]
1. 
No regulated earth disturbance activities within the Borough shall commence until a BMP operation and maintenance plan for the project site (also known as a "stormwater management plan"), acceptable to the Borough Engineer, shall have been approved by Borough Council, which shall describe how the permanent (e.g., postconstruction) stormwater BMPs will be properly operated and maintained.
2. 
The following items shall be included in the BMP operation and maintenance plan:
A. 
Map(s) of the project area, in a form that meets the requirements for recording at the Office of the Recorder of Deeds of Montgomery County, and shall be submitted on twenty-four-inch-by-thirty-six-inch or thirty-inch-by-forty-two-inch sheets. The contents of the maps(s) shall include, but not be limited to:
(1) 
Clear identification of the location and nature of permanent stormwater BMPs;
(2) 
The location of the project site relative to highways, municipal boundaries or other identifiable landmarks;
(3) 
Existing and final contours at intervals of two feet, or others as appropriate;
(4) 
Existing streams, lakes, ponds, or other bodies of water within the project site area;
(5) 
Other physical features, including wetlands, sinkholes, streams, existing drainagecourses, and areas of natural vegetation to be preserved;
(6) 
The locations of all existing and proposed utilities, sanitary sewers, and waterlines within 50 feet of the property lines of the project site;
(7) 
Proposed final changes to the land surface and vegetative cover, including the type and amount of impervious area that will be added;
(8) 
Proposed final structures, roads, paved areas, and buildings; and
(9) 
A fifteen-foot-wide access easement around and from all stormwater BMPs to provide access, ingress to and egress from a public right-of-way.
B. 
A description of how and when each permanent stormwater BMP will be operated and maintained, and the identity of the person(s) responsible for operations and maintenance.
C. 
The name of the project site, the name and address of the owner of the property, and the name of the individual or firm preparing the Stormwater Management Plan.
D. 
A statement, signed by the landowner, acknowledging that the stormwater BMPs are fixtures that shall not be altered or removed without the prior written approval of the Borough upon advice of the Borough Engineer.
E. 
The Stormwater Management Plan shall include the following block for Borough use:
"__________", on this date __________ has reviewed and hereby certifies that the stormwater management plan meets all design standards and criteria of Red Hill Borough Ordinance No. 2013-499.
F. 
Red Hill Borough Council shall not approve any stormwater management plan that is deficient in meeting the requirements of this Chapter. When a stormwater management plan is found to be deficient, Borough Council may disapprove the submission and require the submission of a new stormwater management plan, or in the case of minor deficiencies as determined by the Borough in its sole discretion, Borough Council may accept the resubmission of the plan with modifications.