Source: https://www.ecode360.com/9316638
Timestamp: 2020-02-20 21:20:20
Document Index: 20914243

Matched Legal Cases: ['§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 680', '§ 155', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 135', '§ 155', '§ 155']

Township of Caln, PA Stormwater Management Standards
Ch 135 Art III Stormwater Management Standards
§ 135-301 General requirements.
§ 135-302 Permit requirements by other governmental entities.
§ 135-303 Erosion and sediment control.
§ 135-304 Site design process.
§ 135-305 Water quality and runoff volume requirements.
§ 135-306 Infiltration requirements.
§ 135-307 Stream channel protection requirements.
§ 135-308 Stormwater peak rate control requirements.
§ 135-309 Calculation methodology.
§ 135-310 Other requirements.
§ 135-311 Other conveyance and system design standards.
Applicants proposing regulated activities in the municipality which are not exempt under § 135-106 shall submit a stormwater management site plan (SWM site plan) to the municipality for review and approval in accordance with Articles III and IV. SWM site plans approved by the municipality shall be on site throughout the duration of the regulated activity.
The applicant shall design the site to minimize disturbances to land, site hydrology, and natural resources, and to maintain the natural hydrologic regime, drainage patterns and flow conditions. The applicant shall apply the procedures set forth in § 135-304 for the overall site design and for selection, location and design of features and BMPs to be used to comply with the requirements of this chapter.
For regulated activities with one acre or more of proposed earth disturbance, existing drainage peak rate discharges up to and including the one-hundred-year storm onto or through adjacent property(ies) or down-gradient property(ies), including diffuse drainage discharge, shall not be altered in any manner without written permission from, and, where applicable as determined by the municipality an easement and agreement with, the affected landowner(s) for conveyance of discharges onto or through their property(ies). Such discharge shall be subject to any applicable discharge criteria specified in this chapter.
Areas located outside of the site (i.e., areas outside of the regulated activity) that drain through a proposed site are not subject to water quality and volume control, infiltration, stream channel protection, or peak flow rate control requirements (as presented in §§ 135-305, 135-306, 135-307, and 135-308). Drainage facilities located on the site shall be designed to safely convey flows from outside of the site through the site.
If site conditions preclude capture of runoff from limited portions of the disturbed area for achieving water quality volume control standards, stream channel protection standards, and the two-year, five-year, and ten-year storm event peak runoff rate reduction standards for new development required by this chapter, the applicant shall propose alternate methods to mitigate the bypass of the BMPs, subject to the approval of the Township Engineer. In no case shall the resulting peak rate be greater than the predevelopment peak rate for the equivalent design storm.
For all regulated activities, permanent BMPs and conveyances shall be designed, implemented, operated, and maintained to meet the purposes and requirements of this chapter and to meet all requirements under Title 25 of the Pennsylvania Code, the Clean Streams Law,[2] and the Stormwater Management Act.[3]
Editor's Note: See 32 P.S., § 680.1 et seq.
Contaminated and brownfield sites. Where BMPs may contribute to the migration of contaminants in groundwater, the water quality and runoff volume, stream channel protection, and peak rate control standards shall be met; however, at the Township Engineer's discretion, the minimum infiltration requirement may be reduced or eliminated commensurate with the contaminated area and the required water quality and runoff control measures may be increased to mitigate the reduced infiltration requirement for the contaminated area.
Applicants shall utilize the Pennsylvania Stormwater Best Management Practices Manual (PA BMP Manual), as amended, or other sources acceptable to the Township Engineer, for testing and design standards for BMPs, and, where there is a conflict with the provisions of this chapter, the most restrictive applies.
All regulated activities located within a special flood hazard area designated by the Federal Emergency Management Agency (FEMA) shall comply with § 155-34 of the Caln Code and shall be designed to maintain the flood-carrying capacity of the floodway such that the base flood elevations are not increased, either upstream or downstream. The natural conveyance characteristics of the site and the receiving floodplain shall be incorporated into the stormwater management practices proposed for the site.
Work within natural drainageways subject to permit by PADEP under Title 25 Pennsylvania. Code Chapter 105.
Any necessary permits from FEMA, including but not limited to LOMR, CLOMR and other similar permits.
Additional erosion and sediment control measures shall be applied where infiltration BMPs are proposed, at a minimum including those required in § 135-306M.
The applicant shall design the site to minimize the disturbances to land, site hydrology, and natural resources, and to maintain the natural hydrologic regime, drainage patterns and flow conditions. The applicant shall demonstrate in its SWM site plan (as required in § 135-402C) that the design sequence, objectives and techniques described below were applied to the maximum extent practicable in the site design of the regulated activity while complying with all other requirements of this chapter. The site design shall:
First, identify and delineate all existing natural resources and natural and man-made hydrologic features listed in § 135-402B(8) that are located within the site, or receive discharge from, or may be impacted by the proposed regulated activity.
Recognize and incorporate the priorities identified in § 135-304B as the basis for the proposed site layout, grading, construction, and permanent ground cover design;
Incorporate natural hydrologic features and functions identified in § 135-304B into the site design to protect and utilize those features and their hydrologic functions to reduce the need for or size of constructed BMPs;
Minimize the cumulative area to be covered by impervious surfaces; and:
For flow volumes requiring conveyance from the source of generation to a BMP for management, give preference to open channel conveyance techniques that provide infiltration and water quality benefits, and landscaped-based management in common open space areas, where practicable; and
Consider additional guidance for incorporating natural hydrology into the site and BMP designs, methods and techniques that support the objectives of § 135-304B and C. Appendix B presents additional discussion of natural hydrology site design and sources of information for "conservation design," "low-impact design," and "sustainable design."[1]
The procedures set forth above shall be utilized to the maximum extent practicable for the overall site design and selection, location and design of features and BMPs to be used to comply with the requirements of §§ 135-305, 135-306, 135-307 and 135-308.
For modeling purposes, the predevelopment ground cover conditions shall be determined using the corresponding ground cover assumptions presented in § 135-309D of this chapter.
Water quality improvement shall be achieved in conjunction with achieving the infiltration requirements of § 135-306. The infiltration volume required under § 135-306 may be included as a component of the water quality volume. If the calculated water quality and runoff volume is greater than the volume infiltrated, then the difference between the two volumes shall be managed for water quality and runoff volume control through other techniques or practices but shall not be discharged from the site.
The municipality may require additional water quality and runoff control measures for stormwater discharging to special management areas such as those listed in § 135-301P.
Water quality and volume control practices shall be selected and designed to meet the criteria of § 135-304C that apply to water quality and volume control.
Wherever possible, infiltration should be designed to accommodate the entire water quality and runoff volume required in § 135-305.
The total water quality and runoff volume required in § 135-305 of this chapter.
If the requirements of Subsections B or C cannot be physically accomplished, then the applicant shall be responsible for demonstrating with data or calculations to the satisfaction of the Township Engineer why this infiltration volume cannot be physically accomplished on the site (e.g., shallow depth to bedrock or limiting zone, open voids, steep slopes, etc.) and what alternative volume can be infiltrated; however, in all cases at least the first 0.5 inch of runoff volume should be infiltrated.
Only if a minimum of at least 0.5 inch infiltration requirement cannot be physically accomplished on the site, shall a waiver from § 135-306 be considered by the municipality.
A minimum depth of 24 inches between the bottom of the BMP and the top of the limiting zone. Additional depth may be required in areas underlain by karst or carbonate geology. (See § 135-306N.)
Be selected and designed to meet the criteria of § 135-304C that are applicable to infiltration;
Be set back at least 10 feet from all buildings and features with subgrade elements (e.g., basements, foundation walls, etc.), and 15 feet from property or right-of-way lines unless a letter is provided by a geotechnical Engineer or professional soil scientist recommending the placement of the feature at shorter distance or otherwise approved by the Township Engineer.
For any infiltration practice that collects runoff from shared or multiple features and that is located within 20 feet of a building or feature with subgrade elements (e.g., basements, foundation walls, etc.), the bottom elevation shall be set below the elevation of the subgrade element.
When a hotspot is located in the area draining to a proposed infiltration facility, an evaluation of the potential of groundwater contamination from the proposed infiltration facility shall be performed, including a hydrogeologic investigation (if requested by the Township Engineer) by a qualified licensed professional to determine what, if any, pretreatment or additional design considerations are needed to protect groundwater quality.
During site construction, all infiltration practice components shall be protected from compaction due to heavy equipment operation or storage of fill or construction material. Infiltration areas shall also be protected from sedimentation. Areas that are accidentally compacted or graded shall be remediated to restore soil composition and porosity. Adequate documentation to this effect shall be submitted to the Township Engineer for review. All areas designated for infiltration shall not receive runoff until the contributory drainage area has achieved final stabilization. Prior to commencing construction, orange construction fence shall be installed around all of the proposed infiltration areas and the fence shall remain throughout construction.
Consideration of infiltration BMPs for areas underlain by karst or carbonate geology is encouraged, but only where the design, supporting calculations, results of soils or other site investigations or other documentation are provided to the municipality demonstrating that the potential or likelihood of subsidence or sinkholes is minimal. Evaluation of site conditions and infiltration design shall rely on guidance in the PA BMP Manual (as amended) or other guidance acceptable to the Township Engineer.
To the maximum extent practicable, and unless otherwise approved by the Township Engineer, the postconstruction one-year, twenty-four-hour storm flow shall be detained for a minimum of 24 hours and a maximum not to exceed 72 hours from a point in time when the maximum volume of water from the one-year, twenty-four-hour storm is stored in a proposed BMP (i.e., when 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 orifice is at the invert of the proposed BMP).
Postconstruction peak flow rates from any regulated activity shall not exceed the predevelopment peak flow rates as shown for each of the design storms specified in Table 308.1
(Peak flow rate of the postconstruction design storm shall be reduced to the peak flow rate of the corresponding predevelopment design storm shown in the table.)
Post Construction Design Storm Frequency
For regulated activities involving only redevelopment, no peak flow rate controls are required when and only if the total proposed impervious surface area is at least 20% less than the total existing impervious surface area to be disturbed by the regulated activity. In all cases where this requirement is not met, the redevelopment regulated activity shall achieve the peak flow rate controls presented in Table 308.1, using the redevelopment ground cover assumptions presented in § 135-309D.
Stormwater runoff from all regulated activity sites with a drainage area of greater than five acres shall be calculated using a generally accepted calculation technique(s) that is based on the NRCS Soil Cover Complex Method. Table 309.1 summarizes acceptable computation methods. The method selected for use shall be based on the individual limitations and suitability of each method for a particular site. The use of the Rational Method to estimate peak discharges for drainage areas greater than five acres shall be permitted only upon approval by the Township Engineer.
For sites up to five acres, or as approved by the municipality
All calculations using the Rational Method shall use rainfall intensities consistent with appropriate times-of-concentration (duration) and storm events with rainfall intensities obtained from NOAA Atlas 14 partial duration series estimates, or the latest version of the PennDOT Drainage Manual (PDM Publication 584). Times-of-concentration shall be calculated based on the methodology recommended in the respective model used. Times of concentration for channel and pipe flow shall be computed using Manning's Equation.
Runoff curve numbers (CN) for both predevelopment and proposed (postconstruction) conditions to be used in the Soil Cover Complex Method shall be obtained from Table C-1 in Appendix C[1] of this chapter.
Runoff coefficients (C) for both predevelopment and proposed (postconstruction) conditions for use in the Rational Method shall be obtained from Table C-2 in Appendix C[2] of this chapter.
Hydraulic computations to determine the capacity of pipes, culverts, and storm sewers shall be consistent with methods and computations contained in the Federal Highway Administration Hydraulic Design Series Number 5 (Publication No. FHWA-NHI-01-020 HDS No. 5, as amended). Hydraulic computations to determine the capacity of open channels shall be consistent with methods and computations contained in the Federal Highway Administration Hydraulic Engineering Circular Number 15 (Publication No. FHWA-NHI-05-114 HEC 15, as amended). Values for Manning's roughness coefficient (n) shall be consistent with Table C-3 in Appendix C[3] of this chapter.
Any BMP intended to hold standing water for four days or longer shall be designed to incorporate biologic controls consistent with the West Nile Guidance found in Appendix D,[1] PADEP document 363-0300-001 "Design Criteria - Wetlands Replacement/Monitoring" (as amended), (or contact the Pennsylvania State Cooperative Wetland Center or the Penn State Cooperative Extension Office for design information.)
Any stormwater basin required or regulated by this chapter designed to store runoff and requiring a berm or earthen embankment shall be designed to provide an emergency spillway to safely convey flow up to and including the one-hundred-year proposed conditions. The height of embankment shall provide a minimum one foot of freeboard above the maximum pool elevation computed when the facility functions for the one-hundred-year proposed conditions inflow. Should any BMP require a dam safety permit under Pa. Code Chapter 105 regulations, the facility shall be designed in accordance with and meet the regulations of Pa. Code Chapter 105 concerning dam safety. Pa. Code Chapter 105 may require the safe conveyance of storms larger than one-hundred-year event.
Roadway crossings or structures shall be able to convey runoff from a one-hundred-year design storm. Consistency with the Federal Emergency Management Agency National Flood Insurance Program - Floodplain Management Requirements shall be demonstrated as applicable.
Adequate erosion protection and energy dissipation shall be provided along all open channels and at all points of discharge. Design methods shall be consistent with the Federal Highway Administration Hydraulic Engineering Circular Number 11 (Publication No. FHWA-IP-89-016, as amended) and the PADEP Erosion and Sediment Pollution Control Program Manual (Publication No. 363-2134-008, as amended), or other design guidance acceptable to the Township Engineer.
Design criteria. The criteria behind the design of stormwater management facilities is that "the peak rate of runoff after development shall not exceed the peak rate prior to development." The stormwater system design shall be based on the following methodology:
After installation of impervious cover, peak discharges from the site shall not exceed the before-construction peak discharge rate from:
One-year, twenty-four-hour storm of 2.6 inches of rainfall;
Two-year, twenty-four-hour storm of 3.2 inches of rainfall;
Five-year, twenty-four-hour storm of 4.2 inches of rainfall;
Ten-year, twenty-four-hour storm of 5.0 inches of rainfall;
Twenty-five-year, twenty-four-hour storm of 5.6 inches of rainfall;
Fifty-year, twenty-four-hour storm of 6.3 inches of rainfall; and
One-hundred-year, twenty-four-hour storm of 7.2 inches of rainfall.
All stormwater management designs for residential uses shall incorporate and provide for stormwater management controls that consider the maximum impervious coverage allowed for on the entire project site by the Township's Zoning Ordinance.[1]
Overflow system. An overflow system shall be provided to carry flow to the detention or the retention basin, as designed, when the capacity of the stormwater drainage pipe system is exceeded. The overflow system shall be of sufficient capacity to carry the difference between the one-hundred-year and the twenty-five-year peak flow rate. Further, an easement shall be provided for the overflow system through the entire development site, both on the face of the final plan and in a written easement executed and delivered to the Township prior to release of the final plan for recording, containing an adequate description, suitable in form and content for public recordation.
Minimum grade, size and cover. All storm drainpipes shall be designated to maintain a minimum grade of 1% unless otherwise approved by the Board of Commissioners. All storm pipes, other than those used for roof drains and street subbase underdrains, shall have a minimum inside diameter of 18 inches. All storm sewers shall have a minimum cover of 18 inches from the top of pipe to finished grade. The specifications for the pipe materials shall be determined by the Township Engineer based upon a schedule of acceptable pipe materials which shall be adopted by the Board of Commissioners by resolution, which may be amended from time to time. All pipe backfill details must be approved by the Township Engineer.
Maximum grade. All storm drain pipes shall be designed to maintain a slope of no greater than 7%.
Inlets. All inlets shall be precast concrete, Pennsylvania Department of Transportation (PADOT) type, and the grate sumped one-inch. Inlets shall have a two-inch drop from inlet to outlet. All such grates shall be constructed and installed so as to allow for the safe passage thereover of bicycles.
Runoff control. The rate of stormwater runoff from any proposed subdivision or land development shall not exceed the rate of runoff prior to development (i.e., a zero increase in runoff). This standard shall be maintained for all storms (i.e., both high-frequency and low-frequency). The groundwater recharge for the increased volume of stormwater runoff (predevelopment to postdevelopment) up to a two-year storm frequency rainfall from the development area shall be provided, unless otherwise approved by the Township Engineer.
Runoff control devices. The increased stormwater runoff which may result from the proposed subdivision or land development shall be controlled by permanent runoff control measures that will provide, to a reasonable degree of engineering certainty, the required runoff control specified above. All runoff control devices shall be evaluated for their effectiveness to maintain the above-mentioned standard for all storms with a return period of up to 100 years.
Stormwater infiltration facility design criteria.
Seepage pits and trenches shall be designed to control the runoff from a one-hundred-year storm in all subdivisions or land developments where they are used as the only method of stormwater management. Peak discharge rates shall be designed to comply with the limits set forth in Table 308.1. Where land development and the runoff generated are considered by the Board of Commissioners to be minor, the Board, at the recommendation of the Township Engineer, may allow a lesser degree of required control if the applicant can show that there will be no detrimental effects to the environment or to adjacent property owners.
The storage capacity of a stone seepage pit or trench shall be calculated using a void ratio of 0.40. Infiltration over the bed bottom may not be used in the calculations for the total amount of storage provided if standard percolation testing is done at the elevation of the bed bottom and a percolation rate is established.
Seepage pits and trenches shall be kept away from slopes exceeding 10%.
In all cases, an overflow system should be provided to accommodate flows in excess of design criteria. Wherever possible, a positive drain line should be provided to ensure complete drainage of a seepage pit within 48 hours after a storm.
All infiltration systems shall be designed to infiltrate the stored volume within 24 hours.
Seepage pits or the drains to them must contain a sediment trap which can be maintained regularly. All downspouts discharging to seepage beds or trenches should have leaf strainers or grates to retain debris. All surface inflows shall be treated to prevent the direct discharge of sediment into the infiltration system; accumulated sediment reduces stormwater storage capacity and ultimately clogs the infiltration mechanism. No sand or other particulate matter may be applied to a pervious surface for winter ice conditions.
Where seepage pits are designed to contain cisterns or pipe storage of runoff, access shall be controlled by bar screens spaced to preclude entry of children and most small animals. All such facilities shall have one or more securable means of access for cleanout.
All water storage facilities shall be designed to divert flows in excess of their holding capacity to appropriate areas of discharge without damage to property.
In addition to seepage beds and trenches, other forms of stormwater management that result in groundwater recharge are encouraged such as the use of lattice blocks for light-duty drive areas or porous paving where appropriate. The design for the use of such materials should be discussed with the Township Engineer.
Applications for subdivision and/or land development for land located wholly or partially in the Caln Township Carbonate Area District shall be accompanied by the environmental assessment report required by § 155-38G of Article V of Chapter 155 of the Caln Code. The standards specified in § 155-38G thereof shall be observed with respect to the design of any proposed stormwater management facilities.
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 carbonate/limestone formations, in which case the distance shall be four feet.
All roof drains shall discharge to infiltration systems, with appropriate measures such as leaf traps and cleanouts taken to prevent clogging by vegetation.
All infiltration systems shall have appropriate positive overflow controls to prevent storage within one foot of the finished surface or grade.
Basin design criteria. The following design criteria shall be used in the design of all detention and/or retention basins in the Township:
The detention basin or retention basin is an alternative and sometimes desirable technique for controlling the rate of runoff from subdivision and land development, absent the ability to implement the alternate methods including infiltration, as mandated by this chapter. All pertinent retention basin standards shall be applicable to seepage and detention pits. When it is demonstrated to the reasonable satisfaction of the Township Engineer that ponded attenuation is necessary, preference shall be given to the utilization of wet retention and/or detention options because of their water quality benefits. Dry basins shall be considered a viable alternative only when the other preferred methodologies specified in this chapter are not possible due to site conditions.
The basins shall be designed to detain the quantity of water resulting from storms up to 100 years, 24 hours, and storms under full development conditions.
All flows in excess of the above-mentioned standard shall flow over an emergency spillway.
Percolation rate shall not be taken into account when sizing the basin.
Each detention and/or retention basin shall be located totally within the lot lines of one lot and shall be designed and constructed to preclude uncontrolled discharge outside the basin to adjoining/contiguous properties by means of level spreaders, underground piping or such other means as are adequate to dissipate such discharge as approved by the Township Engineer.
Basin construction criteria. All basins shall be constructed to include, but not be limited to, the following standards:
Berm shall be constructed of a clay base with no topsoil and a shear key continuous along the berm base.
The top of the berm width shall be a minimum of 10 feet. The sides shall have a minimum slope of three horizontal to one vertical (3:1).
The bottom of the basin shall have a minimum slope of 2%, and any channel shall have a minimum slope of 1%.
The basin shall be lined with a geotextile fabric.
Stone fill in the basin, if required by the Township Engineer, shall be No. 4 stone with a void rating of 40%.
The maximum water depth shall be five feet, and, in the case of a permanent pool condition, the minimum permanent water depth shall be not less than four feet.
The top of the basin riser shall be two feet below the top of the berm and one foot below the emergency spillway.
The riser shall be precast concrete, box inlet or equivalent, with grate top and shall be built into the berm whenever possible.
The barrel shall be concrete pipe with anti-seep collars spread at a maximum of 15 feet with a minimum projection of two feet beyond the pipe.
Emergency spillway shall be constructed of concrete/grass pavers. Pavers shall cover the emergency spillway, extend down the downstream berm embankment slope and extend a minimum of five feet beyond the toe of the downstream embankment unless additional protection is required.
Basin barrel outfall shall have an end wall or flared end section with properly designed riprap of energy dissipaters. Flared end sections shall be permitted only when approved in writing by the Township Engineer.
The minimum distance between a building or structure and the stormwater management basin shall be 30 feet, measured from the outside face of the building or structure to the center point of the top of the berm of the basin.
The minimum distance between a stormwater management basin and the property line or street right-of-way shall be 50 feet, measured from the center point of the top of the berm of the basin.
Retention basins shall be provided with an easily accessible valve for draining the permanent pond.
All stormwater drainage channels and retention/detention basins and areas, whether existing or proposed, shall be graded and planted to effectively naturalize such areas as to become an integral and harmonious part of the landscape contour and type of plant material employed.
A fence or suitable vegetative screen shall be provided around all detention and retention basins as required by the Township Engineer. All fencing shall be at least 3 1/2 feet in height and shall be composed of the following shrubs: barberry (berberis species), eleagnus (eleagnus species), firethorn (pyracantha species) or rose (rose species). When vegetative screening is utilized, a wire mesh fencing shall also be installed on the reservoir side of the basin behind the vegetative screening so as to provide a barrier to prevent entrance to the basin area.
Underground detention beds. Underground stormwater detention beds may be utilized in lieu of open basins where soils are determined to be suitable for infiltration and where runoff to the underground detention bed will not create adverse conditions, as determined by the Township Engineer utilizing accepted engineering practice. Underground detention beds shall be designed based on the same criteria outlined in Subsection H above. Aggregate fill for underground detention beds shall be Pennsylvania No. 4 stone. A void factor of 40% shall be utilized in computing available storage volume using No. 4 stone. The beds shall be surrounded with a suitable geotextile fabric designed to allow the infiltration of water but prevent the infiltration of soil particles. A positive outfall shall be provided for all detention beds, and the discharge shall be computed using the Manning Formula based on the type and size of the outlet pipe. The bottom of the bed shall be relatively level but sloped at the rate of 1% towards the outlet to provide drainage. Effective storage volume shall be measured from the bottom of the bed to the crown of any inlet and/or distribution pipe. Measures proven to be effective and reasonably acceptable to the Township Engineer shall be installed and implemented to prevent the discharge of silt into the bed from the inlet devices.
Streets and utilities. All drainage and utility structures, including, but not limited to, manholes, inlets, pipes, water and electric lines, shall be installed prior to the final grading of the cartway.
Street crossings and inlets.
All storm sewer crossings of streets shall be perpendicular to the street center line.
All stormwater structures inlets and outlets smaller than 48 inches equivalent diameter which convey stormwater from residential lots to a street or from a street to residential lots shall extend from the street right-of-way a minimum distance of 2/3 the length of the longest adjacent lot dimension.
Inlets shall be placed on both sides of a street at low spots, at a maximum of 600 feet apart along a storm sewer pipe or culvert, at points of abrupt changes in horizontal or vertical directions of storm sewers and at points where the flow in gutters exceeds three inches for the twenty-five-year storm event. Inlets shall be placed along the curbline at or beyond the curb radius points. At street corners, exact inlet locations shall be dependent upon depth of flow for each gutter. At intersections, the depth of flow across the through streets (proposed or existing) shall not exceed one inch for the twenty-five-year storm event. Inlets shall be depressed two inches below the grade of the gutter or ground surface. With the approval of the Township Engineer, manholes may be substituted for inlets at locations where inlets are not required to handle surface water runoff.