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20150923_14-091 SWPPP STORMWATER POLLUTION PREVENTION PLAN For the Proposed Lia Nissan Queensbury Dix Avenue Town of Queensbury WARREN COUNTY STATE OF NEW YORK PREPARED BY: Ingalls &Associates, LLP 2603 Guilderland Avenue Schenectady, NY 12306 Phone: (518) 393-7725 Fax: (518) 393-2324 January 7, 2015 Revised: September 23, 2015 APPLICANT: The Lia Auto Group 1258 Central Avenue, Box 5789 Albany, NY 12205 TABLE OF CONTENTS Section Page Number 1. PROJECT BACKGROUND INFORMATION...............................................................................2 Projectand Site Description............................................................................................................................2 II. PRE-DEVELOPMENT CONDITIONS..........................................................................................3 III. POST-DEVELOPMENT CONDITIONS.......................................................................................4 IV. EROSION AND SEDIMENTATION CONTROL........................................................................5 Erosion and Sedimentation Control.............................................................................................................5 TemporaryControls...........................................................................................................................................5 Inspections.............................................................................................................................................................6 SpillPrevention Measures................................................................................................................................7 Winter Shutdown Measures............................................................................................................................8 PermanentMeasures..........................................................................................................................................8 V. WATER QUALITY AND QUANTITY CONTROL PLAN........................................................9 AnalysisCriteria...................................................................................................................................................9 ExistingConditions.............................................................................................................................................9 ProposedConditions..........................................................................................................................................9 WaterQuality......................................................................................................................................................10 WaterQuantity...................................................................................................................................................10 Summary..............................................................................................................................................................11 VI. IMPLEMENTATION SCHEDULE AND MAINTENANCE..................................................12 LIST OFAPPENDICIES APPENDIX A SITE LOCATION MAP,SOILS MAP&PRECIPITATION ESTIMATES APPENDIX B PRE-DEVELOPMENT DRAINAGE MAP AND CALCULATIONS APPENDIX C POST-DEVELOPMENT DRAINAGE PLAN AND CALCULATIONS APPENDIX D WATER QUALITY CALCULATIONS APPENDIX E CONTRACTOR'S CERTIFICATION STATEMENT APPENDIX F SAMPLE INSPECTION FORM APPENDIX G NOTICE OF INTENT(NOI) APPENDIX H NOTICE OF TERMINATION (NOT) APPENDIX I EROSION&SEDIMENT CONTROL PLAN APPENDIX J MS4 ACCEPTANCE FORM APPENDIX K OWNERSHIP&MAINTENANCE MANUAL APPENDIX L SUPPORTING DOCUMENTATION SWPPP - Lia Nissan Queensbury SWPPP - 1 I. PROJECT BACKGROUND INFORMATION Project and Site Description The proposed project, Lia Nissan Queensbury, is a commercial development located in the Town of Queensbury, Warren County. The proposed project consists of the development of one automotive dealership building along with associated features including parking,vehicle storage, septic field, and stormwater management area on the 13.35± acre site. Tax Map ID 303.16-1-1.1 references the site. This project type is listed under Table 2 in Appendix B of the NYSDEC GP-0-15-002, and will require a full Stormwater Pollution Prevention Plan (SWPPP) that includes post-construction stormwater management practices. Stormwater Management Objectives The primary stormwater management objective is to provide water quantity and quality control from the developed area to protect the adjacent roadways & storm sewers and lessen the impacts to downstream water channels. Per the New York State Stormwater Management Design Manual the water quality control must be accomplished at least in part by green infrastructure practices. Sources of water pollution during construction typically include erosion, siltation, and debris transport from excavated site areas, accidental spillage or leakage of motor fuels, lubrication oils, and other fluids from construction equipment, and other potential releases of construction related debris. In post construction, typical pollution sources include leakage of motor fuel or lubricating oils onto pavement, sediment-laden runoff from paved areas after deicing procedures, and runoff from landscaped areas that may contain fertilizers and other landscape maintenance chemicals. The proposed stormwater management scheme will provide peak flow-rate attenuation for the 1, 10, and 100-year storm events through the use of underground infiltration chambers; and provide permanent water quality control for the 90th percentile one-year event through the use of green infrastructure techniques or SMP's with RRv capacity. Stormwater quality and erosion control during construction will utilize temporary measures including installation of silt fencing, temporary seeding, and stabilized construction entrance(s) to minimize the potential of soil erosion and water pollution. SWPPP - Lia Nissan Queensbury SWPPP - 2 II. PRE-DEVELOPMENT CONDITIONS Existing Drainage areas are outlined on the attached Map entitled "Existing Drainage Map" (see Appendix B of this report). There is one analysis point reviewed for the purposes of this project. Analysis point 'A' is located at approximately the easterly boundary of the subject site. The total drainage area is 9.22± acres. The topography of the site can be generally described as flat or gently rolling with a low lying depression toward the easterly side where runoff collects, infiltrates into the soil, and flows off site. Site drainage is generally from west to east. All run-off from the adjacent parcel to the west, Dunkin Donuts, discharges to the subject site at the southwesterly corner by way of vegetated swale. Vegetation within the site can be classified as predominantly woodland and fallow agricultural lands. Soils found within the project site according to the SCS "Soil Survey of Albany, New York"include: Soil Type Abbreviation Description Erodibilty H drolo is Soil Grou Farmington FrC Loam,very rocky High D Oakville OaA Loamy fine sand Low A Wareham Wa Loamy sand Low A/D The receiving body is not located within a TMDL Watershed area, nor is it a listed impaired 303(d) water body, nor is the site located within a designated Sole Source Aquifer. There are no Critical Environmental Areas, natural resource protection areas, or identified wildlife habitats. Through coordination with the NYSDEC and the USFWS, no known record of occurrences of state or federally listed threatened or endangered species or critical habitat areas were found to occur within the vicinity of project. A Letter of Findings by a qualified biologist is included in Appendix L. Site screening was conducted with respect to archeological significance. The site was found to be within an archeologically-sensitive bubble and a Phase 1A/113 site investigation was completed. Findings and correspondence with OPRHP including the "Letter of No Impact"are included within Appendix L. There are no water supply sites located within the project site. The facility will include an individual sewage disposal system in accordance with the NYS design standards for intermediate wastewater treatment. SWPPP - Lia Nissan Queensbury SWPPP - 3 III. POST-DEVELOPMENT CONDITIONS The proposed project consists of the development of one automotive dealership building, and associated features including parking, septic field, and storm water collection and management facilities on the 13.35± acre site.As the site is located in an urban/rural setting, there is some ability for conservation. The total disturbance will be 7.1± acres. The analysis point for the site has been revised to a location near the northeasterly corner of the parcel. Existing drainage patterns provide for minimal runoff. This runoff is generally infiltrated. What runoff leaves the site appears to make its way to an adjacent wetland located to the north of the site. Proximity to this wetland remains the ultimate point of discharge. The proposed development anticipates only slight alterations to contributing areas and times of concentration to this wetland. Stormwater Runoff Quality Control will be provided by the use of porous pavement. Water Quality treatment for the proposed development through this SMP with RRv will treat 100% of the required Water Quality Volume. Quantity control for the project will be provided by storage within the porous pavement subbase in addition to swales and a shallow storm-water detention pond for extreme storm events. The chambers contain appropriate downstream channel protection for the one-year storm event (2.20") and peak outflow control for the 10- year (3.66"), 50-year (5.24") and the 100-year (6.12") events. Emergency overflow spillways will be provided to convey events in excess of the 100-year storm. A stormwater analysis was completed to ensure that the site meets the requirement set by the NYS DEC Stormwater Manual of no increase in stormwater runoff rate from the site. This analysis is further outlined in Section V and calculations are included in Appendices B & C. Detailed construction plans containing sequencing information, construction details, and placement of erosion control devices are also included in the appendices. Due to site constraints the proposed stormwater detention pond is designed without an outlet. The model which was prepared in support of the stormwater design depicts exfiltration in the detention pond to demonstrate that it is not a "wet Pond". The pond is not designed as an infiltration practice and all necessary water quality treatment occurs upstream from it. The proposed Stormwater detention pond does not meet the requirements for permit consideration for "Dams" as described by NYSDEC Guidelines. With respect to Hazard Classification, as defined by NYSDEC, the impoundment can be classified as letter designation "A", as it can be assumed that any unlikely event of failure or misoperation would results in no probable loss of human life and low economic and/or environmental losses. Losses would be principally limited to the developer's property. SWPPP - Lia Nissan Queensbury SWPPP - 4 IV. EROSION AND SEDIMENTATION CONTROL Erosion and Sedimentation Control Erosion and sedimentation control will be achieved in two phases: 1. Temporary Controls shall be installed and maintained throughout the site during construction activity. This will include the use of silt fencing, check dams, tracking pads at construction entrances, silt fencing at drainage inlets, and temporary seeding of disturbed areas. All temporary E&S controls will be installed and maintained by the site contractor. 2. Permanent controls include as necessary the planting of vegetation, including appropriate buffer shrubbery; and the construction of permanent water-quality control structures within the stormwater management areas. Temporary Controls All appropriate stormwater control measures shall be in place before commencement of construction on any segment of the project that requires such measures. The site will be the most susceptible to erosion and sediment problems during the construction phase of the project. This can result in sedimentation in the nearby streams. To prevent erosion and sediment transport during the construction phase, temporary erosion control measures will be used including: • Silt fencing will be placed around the perimeter of the site at the toe of all slopes to be disturbed or property boundary; • Stabilized construction entrance will be placed at the roadway entrances to the site; • As excavation progresses, disturbed areas will be mulched to prevent sediment transport.Areas that are at or near finish grade will be stabilized. • Areas adjacent to pavement, not under active construction will be covered with mulch or erosion matting and be seeded to minimize sediment transport onto paved areas. Seed mixtures to be compliant with NYS DEC. • As structure is constructed, in the area adjacent to the building, sod or erosion control matting will be installed to minimize erosion from roof runoff. • All disturbed areas will be seeded as soon as possible and dust will be controlled on adjacent roadways with water. • Stockpiles of soil materials shall be stabilized with geotextile or seeding, and be surrounded by silt fencing or other suitable erosion control device. • No area shall be left unstabilized within 14 days after completion of construction activities. SWPPP - Lia Nissan Queensbury SWPPP - 5 • Erosion control devices should be cleaned and repaired as necessary to insure proper operation. • Creation of a designated, protected area to stockpile topsoil material stripped during excavation. • Litter and construction debris shall be collected on a daily basis by the General Contractor, and disposed of properly. Any storage of such debris on- site shall be undertaken only in designated areas where any runoff will not directly discharge to adjacent waterways. • Construction chemicals and other potential pollutants shall be stored in covered containers. • Infiltration practices shall not be utilized as temporary sedimentation basins In accordance with the "New York Guidelines for Urban Erosion and Sediment Control", there shall not be more than five (5) acres of disturbed soil at any one time. Detailed construction plans containing phasing information, construction details, and placement of erosion control devices are included in Appendix 1. Inspections All contractors involved in earthwork operations are required to review and understand the Stormwater Pollution Prevention Plan and certify in writing such knowledge(see Appendix E for the Contractor's Certifications). The contractor shall maintain erosion control devices on a daily basis. As established in the general permit, "Each contractor is responsible for providing at least one trained individual from their company that will be responsible for implementation of the SWPPP. The Owner/Operator shall ensure that at least one trained individual is on site on a daily basis when soil disturbance activities are being performed." In addition, a qualified inspector must conduct a site inspection at least once every seven calendar days. This inspection is performed to inspect all erosion and sediment control practices are installed properly, all post-construction stormwater management practices are installed in accordance with the SWPPP, all disturbed areas that have not achieved final stabilization, and all points of discharge from the site. The inspector shall complete an inspection report after each site inspection and this form is to be kept in the on-site SWPPP binder. Should the inspector identify any deficiencies on the inspection report, he/she shall notify the owner of such deficiencies within one business day of the inspection. The contractor/subcontractor shall initiate the corrective measures within one business day of the notification and shall be completed within a reasonable time. Erosion control devices shall be removed upon site stabilization with the approval of the Design Engineer. Upon final site stabilization the Design Engineer shall SWPPP - Lia Nissan Queensbury SWPPP - 6 conduct a final stabilization and post construction control inspection to ensure that the site is ready for termination of permit coverage. Spill Prevention Measures In the event of a spill of potentially hazardous material (fuel, solvents, etc), appropriate containment and reporting to NYSDEC measures shall be implemented. The following good housekeeping practices will be followed onsite during the construction project: • All materials stored onsite will be stored in a neat, orderly manner and under cover. • Products will be kept in their original containers with the original manufacturer's label in legible condition. • Substances will not be mixed with one another unless recommended by the manufacturer. • Original labels and material safety data sheets (MSDS) will be procured and used for each material. • Whenever possible, all of a product will be used up before disposing of the container. • If surplus product must be disposed of, manufacturers or local/state/federal recommended methods for proper disposal will be followed. • Manufacturer's recommendations for proper use and disposal will be followed. • The job site superintendent will be responsible for daily inspections to ensure proper use and disposal of materials. In addition to the good housekeeping and material management practices discussed in the previous sections of this plan, the following practices will be followed for spill prevention and cleanup: • Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be trained regarding these procedures and the location of the information and cleanup supplies. • Materials and equipment necessary for spill cleanup will be kept in the material storage area onsite in spill control and containment kit (containing, for example, absorbent such as kitty litter or sawdust, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.). • All spills will be cleaned up immediately after discovery. • The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with the hazardous substances. • Spills of toxic or hazardous materials will be reported to the appropriate federal, state, and/or local government agency, regardless of the size of the spill. Spills of amounts that exceed Reportable Quantities of certain substances specifically mentioned in federal regulations (40 CFR 302 list and SWPPP - Lia Nissan Queensbury SWPPP - 7 oil) will be immediately reported to the EPA National Response Center, telephone 1-800-424-8802. • The SPCC plan will be adjusted to include measures to prevent this type of spill from recurring and how to clean up the spill if there is another one. A description of the spill, what caused it, and the cleanup measures will also be included as part of Form SWPPP-10. If the spill exceeds a Reportable Quantity, all federal regulations regarding reports of the incident will be complied with. • The job site superintendent will be the spill prevention and cleanup coordinator. He will designate the individuals who will receive spill prevention and cleanup training. These individuals will each become responsible for a particular phase of prevention and cleanup. The names of these personnel will be posted in the material storage area and in the office trailer onsite. Winter Shutdown Measures Prior to temporary winter shutdown any disturbed areas as well as stockpiles shall be stabilized. Temporary sediment basins shall be cleaned out and cleared of any debris as needed. Access roads shall be kept clear of excessive snow to allow for ingress and egress. Snow shall be stockpiled in a location that does not inhibit runoff to stormwater drainage and detention areas. Permanent Measures For long-term sedimentation and erosion control measures, the following are to be incorporated: • All disturbed areas not containing buildings or pavement shall be re- vegetated, either with grass or native plantings; • Pipe outlets will include channel liners (rock outlet protection) sized to provide erosion protection for velocities associated with the ten-year storm event. • There are no direct discharges to adjacent surface water bodies. • Vegetated areas will be maintained to prevent erosion and transport of bare soil. SWPPP - Lia Nissan Queensbury SWPPP - 8 V. WATER QUALITY AND QUANTITY CONTROL PLAN In accordance with the Town of Queensbury MS4 and NYSDEC GP 0-15-002 regulations, appropriate Stormwater Quality and Quantity Controls are provided for the post-construction condition. Analysis Criteria Both the hydrologic and hydraulic drainage analyses for this project were based on accepted methodologies presented in the New York State Stormwater Management Design Manual. Water Quality Volume (WQv) is based on the 90th percentile one- year event (1.2"). Stream Channel Protection Volume (CPQ) was determined using the one-year rainfall event (2.20"). Overbank Flood Control (Qp) and Extreme Flood Control (Qf) were determined using the 10 (3.66"), 50 (5.24") and 100-year (6.12") events, respectively. Required storage volumes were calculated by examining the pre- and post- construction conditions using the TR-55 methodology, applied with HydroCAD software to compute runoff quantities and rates. Pond routing is completed using TR-20 methodology to determine resultant water surface elevations. In accordance with the NYSDEC Design Manual, Green Infrastructure Techniques and SMP's with runoff reduction capacity were used to treat 100% of the Water Quality Volume. Existing Conditions Appendix B of this report contains the calculations and drainage area sizes and configurations for the pre-development runoff. Pre-Development Peak Flow Rates CFS Storm Event AP A AP B 0.01 1.06 ..., 10-yr (Qp) 0.51 2.83 50-yr 3.33 4.9.6 100-yr (Qf) 5.78 6.19 Proposed Conditions As described in Section III above, stormwater runoff from the area of development discharges to one analysis point. Increases in runoff from new impervious areas include building rooftops, paved drives and parking. Appendix C of this report contains the calculations, drainage area sizes and configurations for the post- development runoff. SWPPP - Lia Nissan Queensbury SWPPP - 9 All runoff from impervious surfaces will be treated for water quality prior to reaching the stormwater detention pond. All of the facilities proposed in the project are to be constructed on private property and remain under private ownership. The storm water management system includes porous pavement, an infiltration basin, stormwater detention/quantity pond. The chart below shows the peak runoff comparisons for the pre-development and post development conditions with the stormwater management practices constructed. It can be seen from this chart that for the 1, 10, and 100-year storm events,there is no appreciable increase in discharge flow rates. Drainage Comparison cfs Analysis 1-YR (CPV-ED) 10-YR NO 50-yr 100-YR (Qf) Point Pre- Post- Pre- Post- Pre- Post- Pre- Post- A 0.01 0.00 0.51 0.00 3.33 0.00 5.78 0.00 B 1.06 1.19 2.83 2.92 4.96 4.90 6.19 6.03 Water QualitX In accordance with the New York State Stormwater Design Manual and conditions of GP 0-15-002, Water Quality Volumes are reduced by the application of approved Green Infrastructure Practices and SMP's with runoff reduction capacity. Applied practices include Conservation of Natural Areas, Porous Pavement, and Infiltration Basin. All Water Quality practices have been designed to treat their calculated water quality volume as well as safely conveying the 10-yr storm event. See Appendix D "Water Quality Calculations" which contains the New York State DEC Green Infrastructure Worksheets for calculations and sizing of stormwater treatment practices. Water Quantity Quantity control for the project will be provided through storage within the existing detention areas. Attenuation of the Overbank Flood Control (Qp) and Extreme Flood Control (Qf) rainfall events is provided by these two areas. Hydrographs for these existing conditions are included within Appendix C. As these calculations demonstrate, the detention areas meet the NYSDEC's Channel protection sizing criteria requirement for the 24-hour extended detention of the 1- year storm event. The peak inflow to the pond occurs at the 12th hour (the beginning of the storm event is hour 0), while the basins last outflow occurs after the 36th hour. The detention basins also have adequate capacity to safely pass the 10-year and 100-year design storms. SWPPP - Lia Nissan Queensbury SWPPP - 10 Summary The stormwater management system will prevent flooding, nutrient loading, and erosion that may result from development while at the same time maintaining the current hydrologic conditions of the existing wetlands. Based upon the attached calculations, plans and summaries the proposed closed drainage system, as designed, will function adequately and not adversely impact adjacent or downstream properties. In addition, the guidelines set by the NYS DEC Stormwater Design Manual relative to runoff reduction have been met. SWPPP - Lia Nissan Queensbury SWPPP - 11 VI. IMPLEMENTATION SCHEDULE AND MAINTENANCE To provide for proper installation and operation of pollution control devices, the following schedule shall be maintained for each phase of the project. CONSTRUCTION SEQUENCE: 1) Establish perimeter silt fencing,barriers, and stabilized construction entrances. 2) Construct swales&detention pond,establish vegetative cover once completed. 3) Begin rough grading of phase 1 parking area,taking care to establish temporary swales and permanent swales with temporary check dams to divert runoff to storm pond; stabilize cut and fill slopes, 4) Install septic area,utilities and water lines. Install check dams in drainage flow lines. 5) Stabilize internal pavement areas with applicable base course as soon as practical. 6) Construct building pad and commence construction of building. 7) Complete parking area subgrade excavation, construct base course, stabilize with sub roadway. 8) After completion of phase 1 parking area pavement base course and building pad have been installed grading of phase 2 parking area can commence. 9) After installation of phase 2 parking area base course is completed commence site paving operations. 10) Rope off or clearly delineate the porous pavement areas to keep construction traffic in these areas to the minimum practical level. 11) Complete grading on non-pavement areas. Stabilize graded areas with temporary seeding and mulching. 12) After 100% stabilization of east side drainage areas and swale construct and stabilize infiltration basin. 13) Continue inspection and maintenance of site and erosion/sediment control devices throughout the duration of construction. 14) Remove all temporary sediment control measures from the site. 15) Wash and vacuum porous pavements. SWPPP - Lia Nissan Queensbury SWPPP - 12 APPENDIX A SITE LOCATION MAP, SOILS MAP &PRECIPITATION ESTIMATES SWPPP - Lia Nissan Queensbury SWPPP -A 3 CoxLR § j j � 2 . i ) � § � . \ 0 2 0 J Soil Map—Warren County, New York (Dix Avenue) 612640 612690 612740 612790 612840 612890 612940 430 19'8"N 43o 19'8"N 0 n n n n V m V 0 N O n R v � v 0 N O � N n n r � a i r �pp N O O n n el � 1 O r O N n 43o 18'53"N " 3 "'�'�l" mN. 43o 18'53"N 612640 612690 612740 612790 612840 612890 612940 o v Map Scale:1:2,300 i printed on A portrait(8.5"x 11")sheet. N Meters 0 30 60 120 180 Feet 0 100 200 400 600 Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:lfrM Zone 18N WCS84 USDA Natural Resources Web Soil Survey 1/2/2015 I Conservation Service National Cooperative Soil Survey Page 1 of 3 N 2 a) a) o 0 0 O C O O C N N a0 N = O 3 O U a) N N y 0 y U y U N O a) N m y 7 a) >p U) O O �p d p) O p L a) y p y 3 O U '6 a) O O O O U U U m N -6 Q y 7 O a) m O O a) U y E (n y a) 6 y E U N = 1 O- 3 0 -O 7 -`� � y = U O Q O U y a) `p O tll I� 7 '6 a) O- O m E m U m o N a) O U �m U) -0 O 0 a) m-, m °� T�? y U Y v y E m a) y N a) C7 os � Of 8F, vii a w 0 E o Q 3 U) ami N �_ Z U) o � a) �_ u) E O y w y U) Q a) m 3 a) m m Q m E N 'o m CL U) Z o Q N U) ami N m o m s p iq a) O a) Q -o O _ 3 m a) m m ' � a) U rn oovi 0. > O O a) 7 3 i U O m � 7 v m O m Q a) LL a) a) s 3 c o a) (1) c ' m � o o- o E >, m a) w '� y s o uy) Q o .o o O U N Q a) m E oo (ncn cu y > o o �o m ami U a) a) Q o o m CL o a) o a) U m cL E Q U (Eu y Q m m U (n o p o::: m y � z (n a) m E m O m > Z -a Q $ m a) — m O O N O m m E rn E m a) p a) o (Su) m n n ns a) o s > 2 � s ns rna) > a) a) y U o o)a) a) m m O o > D o s N fl > a) m m U) ( p m o o ~_ o o amici u 3 U m voi a m :� m t D N U a) N U T E U a) E m (u u) o a) a) o- m y E a) w o = m o a.o � .o Q o m O -o a) E a) o o o a) o 3 T m s w voi v°)i v'i U y N °) U a) E y o 'Q a) m H w E Q N a E c/) U Q o Q Fo H c� c� U) o H u . o Y O > } N ) Z � a) U � a) o c 3 a) o c U > Q o m a) U a) x o- j y oo r m u) a a) y `a) o '0 a) Q U Q u) in ° m E m o a u) .O O L w a _ U u) fn > O u) fn O Q J a Q r ry�p w Z III&�P' O O �e rd - a W R m LU CLJ y o y Q Q Q ay o m u) o o N Q 2 a m � w w Q Q 3 m 0 2 ° ° Q > > > w u) 3 y = w w o o w _ o O Q Q Q R a Q p a o o O m cn > o m m m w c) 3 a = o O o O o a m a 3 o T w > > a m w a) cw) 2 0 � = > Y w a y o 0 0 o o m o m E y a) O m m a) E a O Q u) u) u) o m m U U C7 c7 J J a m u) u) u) u) u) u) w a v R ,'�`y�� OIN '-' u�k"�n n q ,, a�ool,,p. i�"' w y ® Cl) y Q VO) O O y ,_ > L L 7 N w 0 r0 O Z U I�d� Soil Map—Warren County, New York Dix Avenue Map Unit Legend Warren County,New York(NY113) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI FrC Farmington loam,very rocky,3 4.7 35.3% to 15 percent slopes OaA Oakville loamy fine sand,0 to 3 7.7 56.9% percent slopes Wa Wareham loamy sand 1.0 7.8% Totals for Area of Interest 13.4 100.0% USDA Natural Resources Web Soil Survey 1/2/2015 Conservation Service National Cooperative Soil Survey Page 3 of 3 12/11/2014 EA,e-Precipitation TaNes:43.316°N,73.609'W Extreme Precipitation Tables Northeast Regional Climate Center Data represents point estimates calculated front partial duration series.All precipitation amounts are displayed in inches. Smoothing Yes State New York Location Longitude 73.609 degrees West Latitude 43.316 degrees North Elevation Unknown/Unavailable Date/Time Thu,11 Dec 2014 14:47:22-0500 Extreme Precipitation Estimates ))min 10min 15min 30min 60min 120min lhr 2hr 3hr 6hr 12hr 24hr 48hr lday 2day 4day 7day 10day lyr 0.27 0.42 0.52 0.68 0.85 1.05 lyr 0.73 0.96 1.21 1.48 1.81 2.20 2.47 lyr 1.95 2.38 2.80 3.36 3.91 lyr 2yr 0.33 0.50 0.62 0.82 1.03 1.28 2yr 0.89 1.15 1.46 1.78 2.14 2.57 2.89 2yr 2.27 2.78 3.22 3.87 4.39 2yr Syr 0.39 0.60 0.75 1.01 1.29 1.61 Syr 1.11 1.43 1.83 2.22 2.65 3.14 3.55 Syr 2.78 3.41 3.91 4.59 5.19 Syr 10yr 0.43 0.68 0.86 1.17 1.52 1.91 10yr 1.31 1.68 2.18 2.63 3.12 3.66 4.14 10yr 3.24 3.98 4.53 5.22 5.90 10yr 25yr 0.51 0.81 1.03 1.43 1.89 2.39 25yr 1.63 2.10 2.73 3.28 3.87 4.49 5.08 25yr 3.98 4.89 5.51 6.20 1 6.98 25yr 50yr 0.58 0.93 1.19 1.67 2.24 2.84 50yr 1.93 2.48 3.25 3.88 4.55 5.24 5.93 50yr 4.64 5.70 6.39 7.06 7.92 50yr 100yr 0.66 1.06 1.37 1.94 2.65 3.37 100yr 2.29 2.93 3.85 4.60 5.35 6.12 6.93 100yr 5.42 6.66 7.41 8.04 9.01 100yr 200yr 0.75 1.22 1.58 2.27 3.14 4.00 200yr 2.71 3.46 4.58 5.44 6.30 7.15 8.10 200yr 6.33 7.79 8.60 9.16 10.24 200yr 500yr 0.90 1.48 1.93 2.80 3.92 5.01 500yr 3.38 4.32 5.73 6.78 7.80 8.79 9.95 500yr 7.78 9.57 10.48 10.90 12.13 500yr Lower Confidence Limits 5n]Ia'p I Onfln 15a7 in 3lllnfln Minna 120miin lhr 2hr 3hr 6hr 12hr 24hr 4Shr I.P.'ay 2d,ay 4d.ay 7till.ay 1.011l.ay lyr 0.2.3 0.36 0.=44 0.51' 0.72. 0.881 1yr 0.62.0.79 0196 1.20 I1.66 1.82 12.91 1yr 1.61 2.20 2..31 3.06 3.58 1yr 2yr 0.31 0.48 0.59 0.80 0.98 1..114 2yr (M6 11.)2. II 28 L64 1.08 2.50 2.81 2yr 122 2.'70 :3.15 3 7,8 430 2yr 5y# 0.36 0.55 0.68 O.93 1.19 1.35 Syr 1.03 1.32 l 5l 1.92. 2.41 2..93 3,32. 5p 160 120 3.68 4.3: 4.92. 5p 110yr 0.39 0.60 0.75 1..04 1..35 1.53 J Oyr 1.116 1.50 11.11 2..114 1.68 `:3.29 3.73 J Oyr 2.911 3.58 4 12, 4 7 5.44 ldllyr 25yr 1111 0.45 0.69 0.815 1.21 L61 1.81 III 25y- 1."391.772,052..48 3.10 3.'78 4.27 25yr 111 5.3a 4.1.0 4 '79 5.38 6.20 25yr. 50yr 0.50 0.76 0.95 1.37 1.84 2.041 50yr 1.59 3.99 2.18 175 3.45 4.12 4.7 0 50yr 3.73 4.52. 5.34 5.90 6.83 50yr 100yr 0.56 0.84 1..06 1..53 2.10 2.131 100yr LS 3 2.26 2 59 :3.0'7 5.84 4.01) 5.18 11 OYP 4,15 4.98 5 98 645 '7.334 11 OYJ 20 llyr 0.62 0.94 1.119 1.'77 140 2.011 200yr 2..08 2.56 292 143 4.27 5.20 5.67 200yr 4.60 5.45 0.68 '7 08 8'.32 200yr 504Uyr 0.73 1.09 1.40 2.03 ).89 .08 500yr 2..49 5.02.13 43 3.94 4.91 5.92 6n.39 500yr `.J.4 6.1.5 7."/"3 "7.97 9.46 500yr Upper Confidence Limits 5rnu n ftlrni 11 '15tniin 30rniiin 60rniln 1120unlin 1111Ri 2hr 3loir Or 112.1na 24hr 48h 1- 11day May 4alay May IOday lyr 0 3 0.46 0.57 0.70 0.94 1.0'7 1 y 0.81 1.05 1201..50 1.96 2.38 1,611 lyn 2.11 2..50 5.02 3.59 4 1 lyr 2yr 0.34 0.53 0.65 0.88 1.0''4' 1.2.2 2:yir 0.9-4 1.19 1.37 1.75 2.1.0 2.66 3.06 2yir 2..36 2.95 3.3-4 4 3.98 4.52. 2yr Syr 0.42 0.64 0.80 1.AN 1..39 1..58 Syr 1.20 1.54 1 77 3.21 1.73 $.'36 3."78 5yr 2.97 3.64 4.14 4.86 5.4"7 Syr lop 0.49 0.70 0.94 1.31 1.70 1.93 10p 1.46 1.88 2.16 2..67 3.25 4.04 4,.54 10p 3.57 4.37 4.92. 5.66 6.35 1Oyr 25yr 0.62 0.95 1..118 1..69 3.22 2.51 25yr 1.911 1.45 2.91 3.415 4.091 5.14 5.'78 25yr 4.55 5.56 6 18 6.`4 1 "7."75 25yr 50yr 0.'74 1.12. 1.40 2..01 2.70 107 50yr 2..53 3.00 31.45 4.15 4.86 62.1 691) 50yr 5_50 6.72. /.33 8.13 9.01 '50yr 100yr 0.88 1..33 1..66 2.40 3.30 3.75 100yr 2.84 3.67 4."3 5.02 5.80 7.50 8.44 100yr 6.64 8.1111 8.72 950 10.49 100yr 200yr 1.05 1.58 2.00 2.90 4.04 4,60 200yr 149 4.49 7 20 6.08 67 92 9.10 10.1"7 7.00yr 8.05 9.78 10.39 11.14 12.21. 200yr 500yr 11."33 ).98 1.55 3.70 5.26 6.02 500yr 4.54 5.88 6,82 '7.84 8.77 1111.74 11::3.110 500yr 10.39 12.60 113.09 113.75 114.95 500yr l^awwerod by C S WAS Northegasi Regional Climates Center http:l/precip.eas.cornell.edu/data.plip?1418327238691 ill APPENDIX B PRE-DEVELOPMENT DRAINAGE MAP AND CALCULATIONS SWPPP - Lia Nissan Queensbury SWPPP - B a f o — _ Z a Na� ZNw — W LLm o� MQ o �o a x ;z to Z W �3� -z w o + m Q S o r V of W z n 0 e a�a M 0 M e�a Pam ooss��� w=o a ,t o / w>�w � o o z J O a wd cs n�c s�oz/oz/z �rv'a 3�vnliva��do—n�\si33i+s\nlvssiN S—A S—D 199 Iso—\DMG n—\:i �SlCl02 AP B SC 102 AP B AP A AP A SC101 SC 101 �ca Reach on Link Drainage Diagram for 14-091 EX. Drainage Prepared by Microsoft, Printed 2/20/2015 """"" Hydro CAD®9.10 s/n 00694 ©2010 Hydro CAD Software Solutions LLC 14-091 EX. Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 2/20/2015 HydroCAD®9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment SC101: SC 101 Runoff = 0.01 cfs @ 24.12 hrs, Volume= 0.003 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 36,345 98 Paved parking/Dix Ave., HSG C 281,070 49 50-75% Grass cover, Fair, HSG A 104,845 36 Woods, Fair, HSG A 422,260 50 Weighted Average 385,915 91.39% Pervious Area 36,345 8.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0560 0.20 Sheet Flow, DD Property, to Ditch Grass: Short n= 0.150 P2= 2.80" 12.1 60 0.0050 0.08 Sheet Flow, DD Ditch Grass: Short n= 0.150 P2= 2.80" 4.6 294 0.0050 1.06 Shallow Concentrated Flow, DD Ditch Grassed Waterway Kv= 15.0 fps 12.4 329 0.0040 0.44 Shallow Concentrated Flow, Ditch to Wooded patch Short Grass Pasture Kv= 7.0 fps 1.5 36 0.0240 0.39 Shallow Concentrated Flow, Wooded Patch Forest w/Heavy Litter Kv= 2.5 fps 12.2 323 0.0040 0.44 Shallow Concentrated Flow, Grassed area to end Short Grass Pasture Kv= 7.0 fps 46.1 1,082 Total Summary for Subcatchment SC102: SC 102 Runoff = 1.06 cfs @ 12.38 hrs, Volume= 0.131 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 40,326 84 50-75% Grass cover, Fair, HSG D 52,736 79 Woods, Fair, HSG D 93,062 81 Weighted Average 93,062 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 100 0.0312 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" 5.6 300 0.0315 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.1 400 Total 14-091 EX. Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 2/20/2015 HydroCAD®9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 3 Summary for Link AP A: AP A Inflow Area = 9.694 ac, 8.61% Impervious, Inflow Depth = 0.00" for 1-YR event Inflow = 0.01 cfs @ 24.12 hrs, Volume= 0.003 of Primary = 0.01 cfs @ 24.12 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP B: AP B Inflow Area = 2.136 ac, 0.00% Impervious, Inflow Depth = 0.73" for 1-YR event Inflow = 1.06 cfs @ 12.38 hrs, Volume= 0.131 of Primary = 1.06 cfs @ 12.38 hrs, Volume= 0.131 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 14-091 EX. Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 2/20/2015 HydroCAD®9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment SC101: SC 101 Runoff = 0.51 cfs @ 12.75 hrs, Volume= 0.191 af, Depth= 0.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 36,345 98 Paved parking/Dix Ave., HSG C 281,070 49 50-75% Grass cover, Fair, HSG A 104,845 36 Woods, Fair, HSG A 422,260 50 Weighted Average 385,915 91.39% Pervious Area 36,345 8.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0560 0.20 Sheet Flow, DD Property, to Ditch Grass: Short n= 0.150 P2= 2.80" 12.1 60 0.0050 0.08 Sheet Flow, DD Ditch Grass: Short n= 0.150 P2= 2.80" 4.6 294 0.0050 1.06 Shallow Concentrated Flow, DD Ditch Grassed Waterway Kv= 15.0 fps 12.4 329 0.0040 0.44 Shallow Concentrated Flow, Ditch to Wooded patch Short Grass Pasture Kv= 7.0 fps 1.5 36 0.0240 0.39 Shallow Concentrated Flow, Wooded Patch Forest w/Heavy Litter Kv= 2.5 fps 12.2 323 0.0040 0.44 Shallow Concentrated Flow, Grassed area to end Short Grass Pasture Kv= 7.0 fps 46.1 1,082 Total Summary for Subcatchment SC102: SC 102 Runoff = 2.83 cfs @ 12.38 hrs, Volume= 0.327 af, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 40,326 84 50-75% Grass cover, Fair, HSG D 52,736 79 Woods, Fair, HSG D 93,062 81 Weighted Average 93,062 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 100 0.0312 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" 5.6 300 0.0315 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.1 400 Total 14-091 EX. Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 2/20/2015 HydroCAD®9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 5 Summary for Link AP A: AP A Inflow Area = 9.694 ac, 8.61% Impervious, Inflow Depth = 0.24" for 10-YR event Inflow = 0.51 cfs @ 12.75 hrs, Volume= 0.191 of Primary = 0.51 cfs @ 12.75 hrs, Volume= 0.191 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP B: AP B Inflow Area = 2.136 ac, 0.00% Impervious, Inflow Depth = 1.84" for 10-YR event Inflow = 2.83 cfs @ 12.38 hrs, Volume= 0.327 of Primary = 2.83 cfs @ 12.38 hrs, Volume= 0.327 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 14-091 EX. Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 2/20/2015 HydroCAD®9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment SC101: SC 101 Runoff = 3.33 cfs @ 12.55 hrs, Volume= 0.640 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 36,345 98 Paved parking/Dix Ave., HSG C 281,070 49 50-75% Grass cover, Fair, HSG A 104,845 36 Woods, Fair, HSG A 422,260 50 Weighted Average 385,915 91.39% Pervious Area 36,345 8.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0560 0.20 Sheet Flow, DD Property, to Ditch Grass: Short n= 0.150 P2= 2.80" 12.1 60 0.0050 0.08 Sheet Flow, DD Ditch Grass: Short n= 0.150 P2= 2.80" 4.6 294 0.0050 1.06 Shallow Concentrated Flow, DD Ditch Grassed Waterway Kv= 15.0 fps 12.4 329 0.0040 0.44 Shallow Concentrated Flow, Ditch to Wooded patch Short Grass Pasture Kv= 7.0 fps 1.5 36 0.0240 0.39 Shallow Concentrated Flow, Wooded Patch Forest w/Heavy Litter Kv= 2.5 fps 12.2 323 0.0040 0.44 Shallow Concentrated Flow, Grassed area to end Short Grass Pasture Kv= 7.0 fps 46.1 1,082 Total Summary for Subcatchment SC102: SC 102 Runoff = 4.96 cfs @ 12.34 hrs, Volume= 0.569 af, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 40,326 84 50-75% Grass cover, Fair, HSG D 52,736 79 Woods, Fair, HSG D 93,062 81 Weighted Average 93,062 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 100 0.0312 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" 5.6 300 0.0315 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.1 400 Total 14-091 EX. Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 2/20/2015 HydroCAD®9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 7 Summary for Link AP A: AP A Inflow Area = 9.694 ac, 8.61% Impervious, Inflow Depth = 0.79" for 50-YR event Inflow = 3.33 cfs @ 12.55 hrs, Volume= 0.640 of Primary = 3.33 cfs @ 12.55 hrs, Volume= 0.640 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP B: AP B Inflow Area = 2.136 ac, 0.00% Impervious, Inflow Depth = 3.20" for 50-YR event Inflow = 4.96 cfs @ 12.34 hrs, Volume= 0.569 of Primary = 4.96 cfs @ 12.34 hrs, Volume= 0.569 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 14-091 EX. Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 2/20/2015 HydroCAD®9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment SC101: SC 101 Runoff = 5.78 cfs @ 12.55 hrs, Volume= 0.971 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 36,345 98 Paved parking/Dix Ave., HSG C 281,070 49 50-75% Grass cover, Fair, HSG A 104,845 36 Woods, Fair, HSG A 422,260 50 Weighted Average 385,915 91.39% Pervious Area 36,345 8.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0560 0.20 Sheet Flow, DD Property, to Ditch Grass: Short n= 0.150 P2= 2.80" 12.1 60 0.0050 0.08 Sheet Flow, DD Ditch Grass: Short n= 0.150 P2= 2.80" 4.6 294 0.0050 1.06 Shallow Concentrated Flow, DD Ditch Grassed Waterway Kv= 15.0 fps 12.4 329 0.0040 0.44 Shallow Concentrated Flow, Ditch to Wooded patch Short Grass Pasture Kv= 7.0 fps 1.5 36 0.0240 0.39 Shallow Concentrated Flow, Wooded Patch Forest w/Heavy Litter Kv= 2.5 fps 12.2 323 0.0040 0.44 Shallow Concentrated Flow, Grassed area to end Short Grass Pasture Kv= 7.0 fps 46.1 1,082 Total Summary for Subcatchment SC102: SC 102 Runoff = 6.19 cfs @ 12.34 hrs, Volume= 0.711 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 40,326 84 50-75% Grass cover, Fair, HSG D 52,736 79 Woods, Fair, HSG D 93,062 81 Weighted Average 93,062 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 100 0.0312 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" 5.6 300 0.0315 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.1 400 Total 14-091 EX. Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 2/20/2015 HydroCAD®9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 9 Summary for Link AP A: AP A Inflow Area = 9.694 ac, 8.61% Impervious, Inflow Depth = 1.20" for 100-YR event Inflow = 5.78 cfs @ 12.55 hrs, Volume= 0.971 of Primary = 5.78 cfs @ 12.55 hrs, Volume= 0.971 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP B: AP B Inflow Area = 2.136 ac, 0.00% Impervious, Inflow Depth = 3.99" for 100-YR event Inflow = 6.19 cfs @ 12.34 hrs, Volume= 0.711 of Primary = 6.19 cfs @ 12.34 hrs, Volume= 0.711 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs APPENDIX C POST-DEVELOPMENT DRAINAGE PLAN AND CALCULATIONS SWPPP - Lia Nissan Queensbury SWPPP - C a f a w az wz z< �z m w a o0 LLm P x _ z pyo aw�� w r✓' J � < 00 < rc w _ 0 0 + m I s o r r o IQ H z n d c �Atl s� 000 li IISA I � a,m I oo - I � SII I ,w°II av�m �zNo i i r m o �w oo I A z V v�v�vr� o M / xa xo� wowLL a�N oma Y�omr 5�a ox> s n 000 00 �� m I viQ � 000 000s r as < 'o oo �oN 0 r:i �aoa�lf i�o�oa / o 0000% xawrz roo�o / 000 x�u i oo m�m� z �r i oar a - e � _ w � mmmPP..��.� 1 / 10 iLO�oo 0 0 N 0 .moo v�mr aoo� f r N N a� i N i x ,- o \ l� ovloQ a xaoH 1 w _ nµ o�w o,oa i coo~ -T o�o ro ol a< iv 000 o II Ii � � III '� ` z z / vrd Z 61--/�z/6 DMa]DVNIdaG-1do—ewsI33HSvNdSSIN s„d,SNI,D,ae vDMG e—\:, IAP B SC 212 A4P AP B SC 212 A3P Rear Pond Dry Swale R 205 EME NCY SC 210 SC 211 OVE FLOW SC 2 0 SC 211 2 ( A 2P IAP A SC 202 Detention Pond APA .................. SC 202 R 202 SC 208 PARKIN LO IPE NE PARKING 110 SC 207 C � (SC209 NE POROUS B EAST WIDE SWALE � 111 -W PARKING INFILTRA N BASI W PARKING (SC 206) CC 205) R 201 ROOF AREA 1108 R 204 DIX AVE&OFFSITE SC 201 Dunkin Donuts 103 �-- SC 203 ROOF DISCHARGE WALE C SC 201 W POROUS W PARKING 104 SC 204 S POROUS .................. S PARKING SubcatReach on Link Drainage Diagram for 14-091 PR Drainage Prepared by Microsoft, Printed 9/23/2015 """"" Hydro CAD®9.10 s/n 00694 ©2010 Hydro CAD Software Solutions LLC 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment SC 201: SC 201 Runoff = 0.55 cfs @ 12.11 hrs, Volume= 0.041 af, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 22,350 98 Paved parking/Dix Ave., HSG C 16,160 49 50-75% Grass cover, Fair, HSG A 38,510 77 Weighted Average 16,160 41.96% Pervious Area 22,350 58.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0560 0.20 Sheet Flow, DD Property, to Ditch Grass: Short n= 0.150 P2= 2.80" 8.0 276 0.0091 0.57 Shallow Concentrated Flow, DD Ditch Kv= 6.0 fps 0.3 36 0.0050 2.08 1.64 Pipe Channel, Road culvert 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 4.9 274 0.0038 0.92 Shallow Concentrated Flow, New Swale Grassed Waterway Kv= 15.0 fps 16.5 626 Total Summary for Subcatchment SC 202: SC 202 Runoff = 0.11 cfs @ 12.02 hrs, Volume= 0.010 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 19,061 49 50-75% Grass cover, Fair, HSG A 8,972 98 Paved parking, HSG A 3,100 60 Woods, Fair, HSG B 31,133 64 Weighted Average 22,161 71.18% Pervious Area 8,972 28.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 169 0.0100 2.03 Shallow Concentrated Flow, Off bldg Paved Kv= 20.3 fps 0.9 75 0.0400 1.40 Shallow Concentrated Flow, off pvmnt Short Grass Pasture Kv= 7.0 fps 3.7 238 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.0 482 Total 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment SC 203: W PARKING Runoff = 2.01 cfs @ 11.97 hrs, Volume= 0.100 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 19,450 98 PROPOSED PARKING LOT, HSG C 1,669 49 50-75% Grass cover, Fair, HSG A 10,093 98 Porous Paved parking, HSG A 31,212 95 Weighted Average 1,669 5.35% Pervious Area 29,543 94.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 110 0.0225 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.3 110 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 204: S PARKING Runoff = 3.47 cfs @ 11.97 hrs, Volume= 0.180 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 33,760 98 PROPOSED PARKING LOT, HSG C 545 49 50-75% Grass cover, Fair, HSG A 16,109 98 Porous Paved parking, HSG A 50,414 97 Weighted Average 545 1.08% Pervious Area 49,869 98.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 24 0.0200 0.97 Sheet Flow, Sheet Pavement Smooth surfaces n= 0.011 P2= 2.80" 0.4 24 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 205: DIX AVE & OFFSITE Runoff = 0.02 cfs @ 12.44 hrs, Volume= 0.009 af, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24-hr 1-YR Rainfall=2.20" 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCADO 9.10 s/n 00694 ©2010 HydroCAD Software Solutions LLC Page 4 Area (sf) CN Description 13,508 98 Paved parking, HSG A 35,364 49 50-75% Grass cover, Fair, HSG A 9,315 43 Woods/grass comb., Fair, HSG A 58,187 59 Weighted Average 44,679 76.79% Pervious Area 13,508 23.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 20 0.1500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 7.9 505 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 525 Total Summary for Subcatchment SC 206: ROOF AREA Runoff = 1.31 cfs @ 11.97 hrs, Volume= 0.070 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 18,622 98 Roofs, HSG A 18,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 0.0100 1.01 Sheet Flow, roof top Smooth surfaces n= 0.011 P2= 2.80" 2.0 120 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 207: EAST WIDE SWALE Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 7,638 39 >75% Grass cover, Good, HSG A 5,120 32 Woods/grass comb., Good, HSG A 12,758 36 Weighted Average 12,758 100.00% Pervious Area 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.0 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" Summary for Subcatchment SC 208: NE PARKING Runoff = 2.65 cfs @ 11.97 hrs, Volume= 0.138 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 15,160 98 Paved parking, HSG A 23,005 98 Paved parking, HSG A 366 39 >75% Grass cover, Good, HSG A 38,531 97 Weighted Average 366 0.95% Pervious Area 38,165 99.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 36 0.0225 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.5 36 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 209: NW PARKING Runoff = 2.83 cfs @ 11.97 hrs, Volume= 0.143 af, Depth= 1.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 20,549 98 PROPOSED PARKING LOT, HSG C 1,557 49 50-75% Grass cover, Fair, HSG A 20,277 98 Porous Paved parking, HSG A 42,383 96 Weighted Average 1,557 3.67% Pervious Area 40,826 96.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 175 0.0170 1.35 Sheet Flow, PAVED Smooth surfaces n= 0.011 P2= 2.80" 0.4 25 0.0225 1.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.8 186 0.0134 1.74 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.4 386 Total, Increased to minimum Tc = 6.0 min 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment SC 210: SC 210 Runoff = 0.00 cfs @ 24.10 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 18,793 35 Brush, Fair, HSG A 25,338 60 Woods, Fair, HSG B 44,131 49 Weighted Average 44,131 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.8 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.9 69 0.0660 1.28 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.7 237 0.0032 0.85 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 31.4 406 Total Summary for Subcatchment SC 211: SC 211 Runoff = 0.00 cfs @ 24.30 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 42,620 39 >75% Grass cover, Good, HSG A 10,780 58 Woods/grass comb., Good, HSG B 7,100 85 Gravel roads, HSG B 60,500 48 Weighted Average 60,500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.3300 0.29 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 45.8 412 0.0001 0.15 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 48.7 462 Total 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment SC 212: SC 212 Runoff = 1.49 cfs @ 12.38 hrs, Volume= 0.174 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.20" Area (sf) CN Description 42,900 84 50-75% Grass cover, Fair, HSG D 27,300 79 Woods, Fair, HSG D 20,600 98 Paved parking, HSG D 90,800 86 Weighted Average 70,200 77.31% Pervious Area 20,600 22.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 100 0.0312 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" 5.6 300 0.0315 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.1 400 Total Summary for Reach R 201: Dunkin Donuts Inflow Area = 1.601 ac, 74.43% Impervious, Inflow Depth = 0.31" for 1-YR event Inflow = 0.55 cfs @ 12.11 hrs, Volume= 0.041 of Outflow = 0.50 cfs @ 12.24 hrs, Volume= 0.041 af, Atten= 9%, Lag= 8.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.14 fps, Min. Travel Time= 4.9 min Avg. Velocity = 0.40 fps, Avg. Travel Time= 13.9 min Peak Storage= 147 cf @ 12.16 hrs Average Depth at Peak Storage= 0.17' Bank-Full Depth= 2.00', Capacity at Bank-Full= 71.40 cfs 2.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.07' Top Width= 14.00' Length= 335.0' Slope= 0.00397' Inlet Invert= 320.45', Outlet Invert= 319.15' 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 8 Summary for Reach R 202: PARKING LOT PIPE Inflow Area = 4.301 ac, 54.27% Impervious, Inflow Depth = 0.14" for 1-YR event Inflow = 0.53 cfs @ 12.24 hrs, Volume= 0.052 of Outflow = 0.52 cfs @ 12.31 hrs, Volume= 0.052 af, Atten= 2%, Lag= 4.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.09 fps, Min. Travel Time= 2.5 min Avg. Velocity = 0.86 fps, Avg. Travel Time= 6.1 min Peak Storage= 79 cf @ 12.27 hrs Average Depth at Peak Storage= 0.27' Bank-Full Depth= 2.00', Capacity at Bank-Full= 13.67 cfs 24.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 315.0' Slope= 0.00377' Inlet Invert= 319.15', Outlet Invert= 318.00' 0 Summary for Reach R 204: E SWALE Inflow Area = 1.585 ac, 99.21% Impervious, Inflow Depth = 0.53" for 1-YR event Inflow = 1.30 cfs @ 11.98 hrs, Volume= 0.070 of Outflow = 1.18 cfs @ 12.08 hrs, Volume= 0.070 af, Atten= 9%, Lag= 5.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.78 fps, Min. Travel Time= 3.9 min Avg. Velocity = 0.47 fps, Avg. Travel Time= 14.6 min Peak Storage= 275 cf @ 12.01 hrs Average Depth at Peak Storage= 0.24' Bank-Full Depth= 2.00', Capacity at Bank-Full= 92.28 cfs 2.00' x 2.00' deep channel, n= 0.022 Side Slope Z-value= 3.07' Top Width= 14.00' Length= 415.0' Slope= 0.0065 '/' Inlet Invert= 320.70', Outlet Invert= 318.01' 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 9 Summary for Reach R 205: EMERGENCY OVERFLOW Inflow Area = 5.690 ac, 41.03% Impervious, Inflow Depth = 0.00" for 1-YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 30.95 cfs 12.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.07' Top Width= 24.00' Length= 409.2' Slope= 0.0001 T Inlet Invert= 318.20', Outlet Invert= 318.16' Summary for Pond 2P: Detention Pond Inflow Area = 5.690 ac, 41.03% Impervious, Inflow Depth = 0.11" for 1-YR event Inflow = 0.52 cfs @ 12.31 hrs, Volume= 0.052 of Outflow = 0.48 cfs @ 12.37 hrs, Volume= 0.052 af, Atten= 7%, Lag= 3.5 min Discarded = 0.48 cfs @ 12.37 hrs, Volume= 0.052 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 318.00' @ 12.37 hrs Surf.Area= 24,020 sf Storage= 104 cf Flood Elev= 321.00' Surf.Area= 35,264 sf Storage= 93,258 cf Plug-Flow detention time= 3.6 min calculated for 0.052 of(100% of inflow) Center-of-Mass det. time= 3.6 min ( 922.0 - 918.4 ) Volume Invert Avail.Storage Storage Description #1 318.00' 93,258 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.00 24,001 0 0 319.00 28,361 26,181 26,181 320.00 35,264 31,813 57,994 321.00 35,264 35,264 93,258 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 10 Device Routing Invert Outlet Devices #1 Primary 320.00' 8.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 318.00' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=3.34 cfs @ 12.37 hrs HW=318.00' (Free Discharge) L2=Exfiltration (Exfiltration Controls 3.34 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 3P: Dry Swale Inflow Area = 2.084 ac, 22.69% Impervious, Inflow Depth = 1.00" for 1-YR event Inflow = 1.49 cfs @ 12.38 hrs, Volume= 0.174 of Outflow = 1.49 cfs @ 12.38 hrs, Volume= 0.174 af, Atten= 0%, Lag= 0.4 min Primary = 1.49 cfs @ 12.38 hrs, Volume= 0.174 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 323.60' @ 12.38 hrs Surf.Area= 178 sf Storage= 63 cf Flood Elev= 325.50' Surf.Area= 1,000 sf Storage= 474 cf Plug-Flow detention time= 0.7 min calculated for 0.174 of(100% of inflow) Center-of-Mass det. time= 0.7 min ( 868.1 - 867.4 ) Volume Invert Avail.Storage Storage Description #1 323.00' 474 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 323.00 35 0 0 324.00 275 155 155 324.50 1,000 319 474 Device Routing Invert Outlet Devices #1 Primary 321.50' 6.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 323.00' 12.000 in/hr Exfiltration over Surface area #3 Primary 323.00' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir X 0.20 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #4 Secondary 324.50' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 11 Primary OutFlow Max=1.49 cfs @ 12.38 hrs HW=323.60' (Free Discharge) 1=0rifice/Grate (Passes 0.05 cfs of 1.28 cfs potential flow) L2=Exfiltration (Exfiltration Controls 0.05 cfs) 3=Broad-Crested Rectangular Weir(Weir Controls 1.44 cfs @ 0.40 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) L4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 4P: Rear Pond Inflow Area = 2.084 ac, 22.69% Impervious, Inflow Depth = 1.00" for 1-YR event Inflow = 1.49 cfs @ 12.38 hrs, Volume= 0.174 of Outflow = 1.19 cfs @ 12.58 hrs, Volume= 0.174 af, Atten= 20%, Lag= 11.7 min Primary = 1.19 cfs @ 12.58 hrs, Volume= 0.174 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 320.44' @ 12.58 hrs Surf.Area= 3,106 sf Storage= 1,293 cf Flood Elev= 322.00' Surf.Area= 4,000 sf Storage= 6,900 cf Plug-Flow detention time= 31.9 min calculated for 0.174 of(100% of inflow) Center-of-Mass det. time= 31.8 min ( 899.9 - 868.1 ) Volume Invert Avail.Storage Storage Description #1 320.00' 6,900 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.00 2,800 0 0 321.00 3,500 3,150 3,150 322.00 4,000 3,750 6,900 Device Routing Invert Outlet Devices #1 Primary 320.00' 8.0' long x 8.0' breadth Broad-Crested Rectangular Weir X 0.20 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Secondary 321.50' 8.0' long x 8.0' breadth Broad-Crested Rectangular Weir X 0.80 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=1.19 cfs @ 12.58 hrs HW=320.44' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 1.19 cfs @ 0.34 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.00' (Free Discharge) L2=Broad-crested Rectangular Weir( Controls 0.00 cfs) 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 12 Summary for Pond IB 1: INFILTRATION BASIN 1 Inflow Area = 4.098 ac, 67.31% Impervious, Inflow Depth = 0.23" for 1-YR event Inflow = 1.19 cfs @ 12.08 hrs, Volume= 0.080 of Outflow = 0.30 cfs @ 12.30 hrs, Volume= 0.080 af, Atten= 75%, Lag= 13.0 min Discarded = 0.30 cfs @ 12.30 hrs, Volume= 0.080 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 318.39' @ 12.30 hrs Surf.Area= 2,139 sf Storage= 763 cf Plug-Flow detention time= 14.1 min calculated for 0.080 of(100% of inflow) Center-of-Mass det. time= 14.1 min ( 819.0 - 804.9 ) Volume Invert Avail.Storage Storage Description #1 318.00' 7,244 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.00 1,815 0 0 319.00 2,655 2,235 2,235 319.50 3,100 1,439 3,674 320.00 3,565 1,666 5,340 320.50 4,050 1,904 7,244 Device Routing Invert Outlet Devices #1 Secondary 319.50' 26.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Discarded 318.00' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.30 cfs @ 12.30 hrs HW=318.39' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.30 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond P103: W POROUS Inflow Area = 0.717 ac, 94.65% Impervious, Inflow Depth = 1.67" for 1-YR event Inflow = 2.01 cfs @ 11.97 hrs, Volume= 0.100 of Outflow = 2.00 cfs @ 11.98 hrs, Volume= 0.100 af, Atten= 1%, Lag= 0.5 min Discarded = 2.00 cfs @ 11.98 hrs, Volume= 0.100 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 321.59' @ 11.98 hrs Surf.Area= 15,129 sf Storage= 57 cf Flood Elev= 322.57' Surf.Area= 15,129 sf Storage= 5,991 cf Plug-Flow detention time= 0.5 min calculated for 0.100 of(100% of inflow) 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 13 Center-of-Mass det. time= 0.5 min ( 790.5 - 790.1 ) Volume Invert Avail.Storage Storage Description #1 321.58' 5,991 cf Custom Stage Data (Prismatic)Listed below (Recalc) 14,978 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 321.58 15,129 0 0 321.91 15,129 4,993 4,993 322.24 15,129 4,993 9,985 322.57 15,129 4,993 14,978 Device Routing Invert Outlet Devices #1 Primary 321.90' 4.0" Round Culvert X 0.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 321.90'/321.80' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior #2 Discarded 321.58' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.10 cfs @ 11.98 hrs HW=321.59' (Free Discharge) L2=Exfiltration (Exfiltration Controls 2.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=321.58' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Summary for Pond P104: S POROUS Inflow Area = 1.157 ac, 98.92% Impervious, Inflow Depth = 1.87" for 1-YR event Inflow = 3.47 cfs @ 11.97 hrs, Volume= 0.180 of Outflow = 3.45 cfs @ 11.97 hrs, Volume= 0.180 af, Atten= 1%, Lag= 0.4 min Discarded = 3.45 cfs @ 11.97 hrs, Volume= 0.180 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/3 Peak Elev= 320.66' @ 11.97 hrs Surf.Area= 23,074 sf Storage= 85 cf Flood Elev= 322.07' Surf.Area= 23,074 sf Storage= 9,230 cf Plug-Flow detention time= 0.4 min calculated for 0.180 of(100% of inflow) Center-of-Mass det. time= 0.4 min ( 773.2 - 772.8 ) Volume Invert Avail.Storage Storage Description #1 320.65' 9,230 cf Custom Stage Data (Prismatic)Listed below (Recalc) 23,074 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.65 23,074 0 0 321.08 23,074 9,922 9,922 321.35 23,074 6,230 16,152 321.65 23,074 6,922 23,074 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 14 Device Routing Invert Outlet Devices #1 Discarded 320.65' 10.000 in/hr Exfiltration over Surface area #2 Primary 321.41' 4.0" Round Culvert X 2.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 321.41'/321.31' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Discarded OutFlow Max=5.34 cfs @ 11.97 hrs HW=320.66' (Free Discharge) L1=Exfiltration (Exfiltration Controls 5.34 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.65' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond P110: NE POROUS Inflow Area = 0.885 ac, 99.05% Impervious, Inflow Depth = 1.87" for 1-YR event Inflow = 2.65 cfs @ 11.97 hrs, Volume= 0.138 of Outflow = 2.64 cfs @ 11.98 hrs, Volume= 0.138 af, Atten= 1%, Lag= 0.5 min Discarded = 2.64 cfs @ 11.98 hrs, Volume= 0.138 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.26' @ 11.98 hrs Surf.Area= 32,135 sf Storage= 76 cf Plug-Flow detention time= 0.5 min calculated for 0.138 of(100% of inflow) Center-of-Mass det. time= 0.5 min ( 773.3 - 772.8 ) Volume Invert Avail.Storage Storage Description #1 319.25' 12,854 cf Custom Stage Data (Prismatic)Listed below (Recalc) 32,135 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.25 32,135 0 0 319.59 32,135 10,926 10,926 319.92 32,135 10,605 21,530 320.25 32,135 10,605 32,135 Device Routing Invert Outlet Devices #1 Discarded 319.25' 6.000 in/hr Exfiltration over Surface area #2 Primary 319.59' 4.0" Round Culvert X 0.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 319.59'/319.49' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Discarded OutFlow Max=4.46 cfs @ 11.98 hrs HW=319.26' (Free Discharge) L1=Exfiltration (Exfiltration Controls 4.46 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=319.25' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 15 Summary for Pond P1108: ROOF DISCHARGE Inflow Area = 0.428 ac,100.00% Impervious, Inflow Depth = 1.97" for 1-YR event Inflow = 1.31 cfs @ 11.97 hrs, Volume= 0.070 of Outflow = 1.30 cfs @ 11.98 hrs, Volume= 0.070 af, Atten= 1%, Lag= 0.8 min Primary = 1.30 cfs @ 11.98 hrs, Volume= 0.070 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 355.00' @ 11.98 hrs Surf.Area= 17,875 sf Storage= 66 cf Flood Elev= 356.00' Surf.Area= 17,875 sf Storage= 17,875 cf Plug-Flow detention time= 0.8 min calculated for 0.070 of(100% of inflow) Center-of-Mass det. time= 0.8 min ( 762.1 - 761.3 ) Volume Invert Avail.Storage Storage Description #1 355.00' 17,875 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 355.00 17,875 0 0 356.00 17,875 17,875 17,875 Device Routing Invert Outlet Devices #1 Primary 321.60' 4.0" Round Culvert X 3.00 L= 128.0' Ke= 0.500 Inlet/Outlet Invert= 321.60'/321.50' S= 0.0008 '/' Cc= 0.900 n= 0.010 PVC, smooth interior Primary OutFlow Max=3.52 cfs @ 11.98 hrs HW=355.00' (Free Discharge) L1=Culvert (Barrel Controls 3.52 cfs @ 13.46 fps) Summary for Pond P111: W PARKING Inflow Area = 0.973 ac, 96.33% Impervious, Inflow Depth = 1.77" for 1-YR event Inflow = 2.83 cfs @ 11.97 hrs, Volume= 0.143 of Outflow = 2.80 cfs @ 11.98 hrs, Volume= 0.143 af, Atten= 1%, Lag= 0.6 min Discarded = 2.80 cfs @ 11.98 hrs, Volume= 0.143 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.67' @ 11.98 hrs Surf.Area= 29,582 sf Storage= 107 cf Flood Elev= 320.99' Surf.Area= 29,582 sf Storage= 11,833 cf Plug-Flow detention time= 0.6 min calculated for 0.143 of(100% of inflow) Center-of-Mass det. time= 0.6 min ( 782.8 - 782.1 ) Volume Invert Avail.Storage Storage Description #1 319.66' 11,833 cf Custom Stage Data (Prismatic)Listed below (Recalc) 29,582 cf Overall x 40.0% Voids 14-091 PR Drainage Type 11 24-hr 1-YR Rainfall=2.20" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 16 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.66 29,582 0 0 319.99 29,582 9,762 9,762 320.32 29,582 9,762 19,524 320.66 29,582 10,058 29,582 Device Routing Invert Outlet Devices #1 Discarded 319.66' 6.000 in/hr Exfiltration over Surface area Discarded Outflow Max=4.11 cfs @ 11.98 hrs HW=319.67' (Free Discharge) L1=Exfiltration (Exfiltration Controls 4.11 cfs) Summary for Link AP A: AP A Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP B: AP B Inflow Area = 7.775 ac, 36.11% Impervious, Inflow Depth = 0.27" for 1-YR event Inflow = 1.19 cfs @ 12.58 hrs, Volume= 0.174 of Primary = 1.19 cfs @ 12.58 hrs, Volume= 0.174 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment SC 201: SC 201 Runoff = 1.68 cfs @ 12.09 hrs, Volume= 0.114 af, Depth= 1.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 22,350 98 Paved parking/Dix Ave., HSG C 16,160 49 50-75% Grass cover, Fair, HSG A 38,510 77 Weighted Average 16,160 41.96% Pervious Area 22,350 58.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0560 0.20 Sheet Flow, DD Property, to Ditch Grass: Short n= 0.150 P2= 2.80" 8.0 276 0.0091 0.57 Shallow Concentrated Flow, DD Ditch Kv= 6.0 fps 0.3 36 0.0050 2.08 1.64 Pipe Channel, Road culvert 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 4.9 274 0.0038 0.92 Shallow Concentrated Flow, New Swale Grassed Waterway Kv= 15.0 fps 16.5 626 Total Summary for Subcatchment SC 202: SC 202 Runoff = 0.94 cfs @ 11.99 hrs, Volume= 0.047 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 19,061 49 50-75% Grass cover, Fair, HSG A 8,972 98 Paved parking, HSG A 3,100 60 Woods, Fair, HSG B 31,133 64 Weighted Average 22,161 71.18% Pervious Area 8,972 28.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 169 0.0100 2.03 Shallow Concentrated Flow, Off bldg Paved Kv= 20.3 fps 0.9 75 0.0400 1.40 Shallow Concentrated Flow, off pvmnt Short Grass Pasture Kv= 7.0 fps 3.7 238 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.0 482 Total 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment SC 203: W PARKING Runoff = 3.57 cfs @ 11.97 hrs, Volume= 0.185 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 19,450 98 PROPOSED PARKING LOT, HSG C 1,669 49 50-75% Grass cover, Fair, HSG A 10,093 98 Porous Paved parking, HSG A 31,212 95 Weighted Average 1,669 5.35% Pervious Area 29,543 94.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 110 0.0225 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.3 110 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 204: S PARKING Runoff = 5.94 cfs @ 11.97 hrs, Volume= 0.320 af, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 33,760 98 PROPOSED PARKING LOT, HSG C 545 49 50-75% Grass cover, Fair, HSG A 16,109 98 Porous Paved parking, HSG A 50,414 97 Weighted Average 545 1.08% Pervious Area 49,869 98.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 24 0.0200 0.97 Sheet Flow, Sheet Pavement Smooth surfaces n= 0.011 P2= 2.80" 0.4 24 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 205: DIX AVE & OFFSITE Runoff = 0.91 cfs @ 12.04 hrs, Volume= 0.062 af, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24-hr 10-YR Rainfall=3.66" 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCADO 9.10 s/n 00694 ©2010 HydroCAD Software Solutions LLC Page 19 Area (sf) CN Description 13,508 98 Paved parking, HSG A 35,364 49 50-75% Grass cover, Fair, HSG A 9,315 43 Woods/grass comb., Fair, HSG A 58,187 59 Weighted Average 44,679 76.79% Pervious Area 13,508 23.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 20 0.1500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 7.9 505 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 525 Total Summary for Subcatchment SC 206: ROOF AREA Runoff = 2.22 cfs @ 11.97 hrs, Volume= 0.122 af, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 18,622 98 Roofs, HSG A 18,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 0.0100 1.01 Sheet Flow, roof top Smooth surfaces n= 0.011 P2= 2.80" 2.0 120 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 207: EAST WIDE SWALE Runoff = 0.00 cfs @ 24.08 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 7,638 39 >75% Grass cover, Good, HSG A 5,120 32 Woods/grass comb., Good, HSG A 12,758 36 Weighted Average 12,758 100.00% Pervious Area 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 20 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.0 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" Summary for Subcatchment SC 208: NE PARKING Runoff = 4.54 cfs @ 11.97 hrs, Volume= 0.244 af, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 15,160 98 Paved parking, HSG A 23,005 98 Paved parking, HSG A 366 39 >75% Grass cover, Good, HSG A 38,531 97 Weighted Average 366 0.95% Pervious Area 38,165 99.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 36 0.0225 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.5 36 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 209: NW PARKING Runoff = 4.92 cfs @ 11.97 hrs, Volume= 0.260 af, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 20,549 98 PROPOSED PARKING LOT, HSG C 1,557 49 50-75% Grass cover, Fair, HSG A 20,277 98 Porous Paved parking, HSG A 42,383 96 Weighted Average 1,557 3.67% Pervious Area 40,826 96.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 175 0.0170 1.35 Sheet Flow, PAVED Smooth surfaces n= 0.011 P2= 2.80" 0.4 25 0.0225 1.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.8 186 0.0134 1.74 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.4 386 Total, Increased to minimum Tc = 6.0 min 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment SC 210: SC 210 Runoff = 0.05 cfs @ 12.53 hrs, Volume= 0.018 af, Depth= 0.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 18,793 35 Brush, Fair, HSG A 25,338 60 Woods, Fair, HSG B 44,131 49 Weighted Average 44,131 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.8 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.9 69 0.0660 1.28 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.7 237 0.0032 0.85 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 31.4 406 Total Summary for Subcatchment SC 211: SC 211 Runoff = 0.04 cfs @ 12.99 hrs, Volume= 0.021 af, Depth= 0.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 42,620 39 >75% Grass cover, Good, HSG A 10,780 58 Woods/grass comb., Good, HSG B 7,100 85 Gravel roads, HSG B 60,500 48 Weighted Average 60,500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.3300 0.29 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 45.8 412 0.0001 0.15 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 48.7 462 Total 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment SC 212: SC 212 Runoff = 3.39 cfs @ 12.34 hrs, Volume= 0.389 af, Depth= 2.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.66" Area (sf) CN Description 42,900 84 50-75% Grass cover, Fair, HSG D 27,300 79 Woods, Fair, HSG D 20,600 98 Paved parking, HSG D 90,800 86 Weighted Average 70,200 77.31% Pervious Area 20,600 22.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 100 0.0312 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" 5.6 300 0.0315 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.1 400 Total Summary for Reach R 201: Dunkin Donuts Inflow Area = 1.601 ac, 74.43% Impervious, Inflow Depth = 0.86" for 10-YR event Inflow = 1.68 cfs @ 12.09 hrs, Volume= 0.114 of Outflow = 1.60 cfs @ 12.19 hrs, Volume= 0.114 af, Atten= 5%, Lag= 5.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.63 fps, Min. Travel Time= 3.4 min Avg. Velocity = 0.52 fps, Avg. Travel Time= 10.8 min Peak Storage= 328 cf @ 12.13 hrs Average Depth at Peak Storage= 0.33' Bank-Full Depth= 2.00', Capacity at Bank-Full= 71.40 cfs 2.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.07' Top Width= 14.00' Length= 335.0' Slope= 0.00397' Inlet Invert= 320.45', Outlet Invert= 319.15' 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 23 Summary for Reach R 202: PARKING LOT PIPE Inflow Area = 4.301 ac, 54.27% Impervious, Inflow Depth = 0.50" for 10-YR event Inflow = 1.80 cfs @ 12.19 hrs, Volume= 0.179 of Outflow = 1.78 cfs @ 12.23 hrs, Volume= 0.179 af, Atten= 1%, Lag= 2.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.00 fps, Min. Travel Time= 1.7 min Avg. Velocity = 1.14 fps, Avg. Travel Time= 4.6 min Peak Storage= 186 cf @ 12.20 hrs Average Depth at Peak Storage= 0.49' Bank-Full Depth= 2.00', Capacity at Bank-Full= 13.67 cfs 24.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 315.0' Slope= 0.00377' Inlet Invert= 319.15', Outlet Invert= 318.00' 0 Summary for Reach R 204: E SWALE Inflow Area = 1.585 ac, 99.21% Impervious, Inflow Depth = 0.92" for 10-YR event Inflow = 2.19 cfs @ 11.98 hrs, Volume= 0.122 of Outflow = 2.03 cfs @ 12.06 hrs, Volume= 0.122 af, Atten= 7%, Lag= 5.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.09 fps, Min. Travel Time= 3.3 min Avg. Velocity = 0.54 fps, Avg. Travel Time= 12.7 min Peak Storage= 403 cf @ 12.01 hrs Average Depth at Peak Storage= 0.33' Bank-Full Depth= 2.00', Capacity at Bank-Full= 92.28 cfs 2.00' x 2.00' deep channel, n= 0.022 Side Slope Z-value= 3.07' Top Width= 14.00' Length= 415.0' Slope= 0.0065 '/' Inlet Invert= 320.70', Outlet Invert= 318.01' 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 24 Summary for Reach R 205: EMERGENCY OVERFLOW Inflow Area = 5.690 ac, 41.03% Impervious, Inflow Depth = 0.00" for 10-YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 30.95 cfs 12.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.07' Top Width= 24.00' Length= 409.2' Slope= 0.0001 T Inlet Invert= 318.20', Outlet Invert= 318.16' Summary for Pond 2P: Detention Pond Inflow Area = 5.690 ac, 41.03% Impervious, Inflow Depth = 0.42" for 10-YR event Inflow = 1.78 cfs @ 12.23 hrs, Volume= 0.200 of Outflow = 1.71 cfs @ 12.28 hrs, Volume= 0.200 af, Atten= 4%, Lag= 2.7 min Discarded = 1.71 cfs @ 12.28 hrs, Volume= 0.200 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 318.02' @ 12.28 hrs Surf.Area= 24,068 sf Storage= 367 cf Flood Elev= 321.00' Surf.Area= 35,264 sf Storage= 93,258 cf Plug-Flow detention time= 3.6 min calculated for 0.200 of(100% of inflow) Center-of-Mass det. time= 3.6 min ( 906.3 - 902.7 ) Volume Invert Avail.Storage Storage Description #1 318.00' 93,258 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.00 24,001 0 0 319.00 28,361 26,181 26,181 320.00 35,264 31,813 57,994 321.00 35,264 35,264 93,258 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 25 Device Routing Invert Outlet Devices #1 Primary 320.00' 8.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 318.00' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=3.34 cfs @ 12.28 hrs HW=318.02' (Free Discharge) L2=Exfiltration (Exfiltration Controls 3.34 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 3P: Dry Swale Inflow Area = 2.084 ac, 22.69% Impervious, Inflow Depth = 2.24" for 10-YR event Inflow = 3.39 cfs @ 12.34 hrs, Volume= 0.389 of Outflow = 3.39 cfs @ 12.37 hrs, Volume= 0.389 af, Atten= 0%, Lag= 1.7 min Primary = 3.39 cfs @ 12.37 hrs, Volume= 0.389 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 324.02' @ 12.37 hrs Surf.Area= 306 sf Storage= 161 cf Flood Elev= 325.50' Surf.Area= 1,000 sf Storage= 474 cf Plug-Flow detention time= 0.7 min calculated for 0.389 of(100% of inflow) Center-of-Mass det. time= 0.7 min ( 845.2 - 844.4 ) Volume Invert Avail.Storage Storage Description #1 323.00' 474 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 323.00 35 0 0 324.00 275 155 155 324.50 1,000 319 474 Device Routing Invert Outlet Devices #1 Primary 321.50' 6.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 323.00' 12.000 in/hr Exfiltration over Surface area #3 Primary 323.00' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir X 0.20 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #4 Secondary 324.50' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 26 Primary OutFlow Max=3.39 cfs @ 12.37 hrs HW=324.02' (Free Discharge) 1=0rifice/Grate (Passes 0.09 cfs of 1.42 cfs potential flow) L2=Exfiltration (Exfiltration Controls 0.09 cfs) 3=Broad-Crested Rectangular Weir(Weir Controls 3.30 cfs @ 0.54 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) L4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 4P: Rear Pond Inflow Area = 2.084 ac, 22.69% Impervious, Inflow Depth = 2.24" for 10-YR event Inflow = 3.39 cfs @ 12.37 hrs, Volume= 0.389 of Outflow = 2.92 cfs @ 12.53 hrs, Volume= 0.389 af, Atten= 14%, Lag= 9.1 min Primary = 2.92 cfs @ 12.53 hrs, Volume= 0.389 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 320.77' @ 12.53 hrs Surf.Area= 3,340 sf Storage= 2,369 cf Flood Elev= 322.00' Surf.Area= 4,000 sf Storage= 6,900 cf Plug-Flow detention time= 24.8 min calculated for 0.389 of(100% of inflow) Center-of-Mass det. time= 24.7 min ( 869.9 - 845.2 ) Volume Invert Avail.Storage Storage Description #1 320.00' 6,900 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.00 2,800 0 0 321.00 3,500 3,150 3,150 322.00 4,000 3,750 6,900 Device Routing Invert Outlet Devices #1 Primary 320.00' 8.0' long x 8.0' breadth Broad-Crested Rectangular Weir X 0.20 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Secondary 321.50' 8.0' long x 8.0' breadth Broad-Crested Rectangular Weir X 0.80 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=2.92 cfs @ 12.53 hrs HW=320.77' (Free Discharge) L1=113road-Crested Rectangular Weir(Weir Controls 2.92 cfs @ 0.47 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.00' (Free Discharge) L2=Broad-crested Rectangular Weir( Controls 0.00 cfs) 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 27 Summary for Pond IB 1: INFILTRATION BASIN 1 Inflow Area = 4.098 ac, 67.31% Impervious, Inflow Depth = 0.54" for 10-YR event Inflow = 2.91 cfs @ 12.06 hrs, Volume= 0.184 of Outflow = 0.38 cfs @ 12.52 hrs, Volume= 0.184 af, Atten= 87%, Lag= 28.1 min Discarded = 0.38 cfs @ 12.52 hrs, Volume= 0.184 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.07' @ 12.52 hrs Surf.Area= 2,714 sf Storage= 2,413 cf Plug-Flow detention time= 45.2 min calculated for 0.184 of(100% of inflow) Center-of-Mass det. time= 45.2 min ( 857.4 - 812.2 ) Volume Invert Avail.Storage Storage Description #1 318.00' 7,244 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.00 1,815 0 0 319.00 2,655 2,235 2,235 319.50 3,100 1,439 3,674 320.00 3,565 1,666 5,340 320.50 4,050 1,904 7,244 Device Routing Invert Outlet Devices #1 Secondary 319.50' 26.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Discarded 318.00' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.38 cfs @ 12.52 hrs HW=319.07' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.38 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond P103: W POROUS Inflow Area = 0.717 ac, 94.65% Impervious, Inflow Depth = 3.10" for 10-YR event Inflow = 3.57 cfs @ 11.97 hrs, Volume= 0.185 of Outflow = 2.10 cfs @ 11.87 hrs, Volume= 0.185 af, Atten= 41%, Lag= 0.0 min Discarded = 2.10 cfs @ 11.87 hrs, Volume= 0.185 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 321.69' @ 12.05 hrs Surf.Area= 15,129 sf Storage= 641 cf Flood Elev= 322.57' Surf.Area= 15,129 sf Storage= 5,991 cf Plug-Flow detention time= 1.2 min calculated for 0.185 of(100% of inflow) 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 28 Center-of-Mass det. time= 1.2 min ( 774.7 - 773.5 ) Volume Invert Avail.Storage Storage Description #1 321.58' 5,991 cf Custom Stage Data (Prismatic)Listed below (Recalc) 14,978 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 321.58 15,129 0 0 321.91 15,129 4,993 4,993 322.24 15,129 4,993 9,985 322.57 15,129 4,993 14,978 Device Routing Invert Outlet Devices #1 Primary 321.90' 4.0" Round Culvert X 0.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 321.90'/321.80' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior #2 Discarded 321.58' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.10 cfs @ 11.87 hrs HW=321.59' (Free Discharge) L2=Exfiltration (Exfiltration Controls 2.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=321.58' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Summary for Pond P104: S POROUS Inflow Area = 1.157 ac, 98.92% Impervious, Inflow Depth = 3.31" for 10-YR event Inflow = 5.94 cfs @ 11.97 hrs, Volume= 0.320 of Outflow = 5.34 cfs @ 11.94 hrs, Volume= 0.320 af, Atten= 10%, Lag= 0.0 min Discarded = 5.34 cfs @ 11.94 hrs, Volume= 0.320 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/3 Peak Elev= 320.67' @ 12.00 hrs Surf.Area= 23,074 sf Storage= 231 cf Flood Elev= 322.07' Surf.Area= 23,074 sf Storage= 9,230 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.4 min ( 759.4 - 759.0 ) Volume Invert Avail.Storage Storage Description #1 320.65' 9,230 cf Custom Stage Data (Prismatic)Listed below (Recalc) 23,074 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.65 23,074 0 0 321.08 23,074 9,922 9,922 321.35 23,074 6,230 16,152 321.65 23,074 6,922 23,074 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 29 Device Routing Invert Outlet Devices #1 Discarded 320.65' 10.000 in/hr Exfiltration over Surface area #2 Primary 321.41' 4.0" Round Culvert X 2.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 321.41'/321.31' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Discarded OutFlow Max=5.34 cfs @ 11.94 hrs HW=320.66' (Free Discharge) L1=Exfiltration (Exfiltration Controls 5.34 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.65' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond P110: NE POROUS Inflow Area = 0.885 ac, 99.05% Impervious, Inflow Depth = 3.31" for 10-YR event Inflow = 4.54 cfs @ 11.97 hrs, Volume= 0.244 of Outflow = 4.46 cfs @ 11.97 hrs, Volume= 0.244 af, Atten= 2%, Lag= 0.2 min Discarded = 4.46 cfs @ 11.97 hrs, Volume= 0.244 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.26' @ 11.98 hrs Surf.Area= 32,135 sf Storage= 132 cf Plug-Flow detention time= 0.5 min calculated for 0.244 of(100% of inflow) Center-of-Mass det. time= 0.5 min ( 759.5 - 759.0 ) Volume Invert Avail.Storage Storage Description #1 319.25' 12,854 cf Custom Stage Data (Prismatic)Listed below (Recalc) 32,135 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.25 32,135 0 0 319.59 32,135 10,926 10,926 319.92 32,135 10,605 21,530 320.25 32,135 10,605 32,135 Device Routing Invert Outlet Devices #1 Discarded 319.25' 6.000 in/hr Exfiltration over Surface area #2 Primary 319.59' 4.0" Round Culvert X 0.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 319.59'/319.49' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Discarded OutFlow Max=4.46 cfs @ 11.97 hrs HW=319.26' (Free Discharge) L1=Exfiltration (Exfiltration Controls 4.46 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=319.25' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 30 Summary for Pond P1108: ROOF DISCHARGE Inflow Area = 0.428 ac,100.00% Impervious, Inflow Depth = 3.43" for 10-YR event Inflow = 2.22 cfs @ 11.97 hrs, Volume= 0.122 of Outflow = 2.19 cfs @ 11.98 hrs, Volume= 0.122 af, Atten= 1%, Lag= 0.8 min Primary = 2.19 cfs @ 11.98 hrs, Volume= 0.122 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 355.01' @ 11.98 hrs Surf.Area= 17,875 sf Storage= 111 cf Flood Elev= 356.00' Surf.Area= 17,875 sf Storage= 17,875 cf Plug-Flow detention time= 0.8 min calculated for 0.122 of(100% of inflow) Center-of-Mass det. time= 0.8 min ( 750.5 - 749.7 ) Volume Invert Avail.Storage Storage Description #1 355.00' 17,875 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 355.00 17,875 0 0 356.00 17,875 17,875 17,875 Device Routing Invert Outlet Devices #1 Primary 321.60' 4.0" Round Culvert X 3.00 L= 128.0' Ke= 0.500 Inlet/Outlet Invert= 321.60'/321.50' S= 0.0008 '/' Cc= 0.900 n= 0.010 PVC, smooth interior Primary OutFlow Max=3.52 cfs @ 11.98 hrs HW=355.01' (Free Discharge) L1=Culvert (Barrel Controls 3.52 cfs @ 13.46 fps) Summary for Pond P111: W PARKING Inflow Area = 0.973 ac, 96.33% Impervious, Inflow Depth = 3.20" for 10-YR event Inflow = 4.92 cfs @ 11.97 hrs, Volume= 0.260 of Outflow = 4.11 cfs @ 11.93 hrs, Volume= 0.260 af, Atten= 17%, Lag= 0.0 min Discarded = 4.11 cfs @ 11.93 hrs, Volume= 0.260 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.69' @ 12.01 hrs Surf.Area= 29,582 sf Storage= 337 cf Flood Elev= 320.99' Surf.Area= 29,582 sf Storage= 11,833 cf Plug-Flow detention time= 0.7 min calculated for 0.260 of(100% of inflow) Center-of-Mass det. time= 0.7 min ( 767.5 - 766.7 ) Volume Invert Avail.Storage Storage Description #1 319.66' 11,833 cf Custom Stage Data (Prismatic)Listed below (Recalc) 29,582 cf Overall x 40.0% Voids 14-091 PR Drainage Type // 24-hr 10-YR Rainfall=3.66" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 31 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.66 29,582 0 0 319.99 29,582 9,762 9,762 320.32 29,582 9,762 19,524 320.66 29,582 10,058 29,582 Device Routing Invert Outlet Devices #1 Discarded 319.66' 6.000 in/hr Exfiltration over Surface area Discarded Outflow Max=4.11 cfs @ 11.93 hrs HW=319.67' (Free Discharge) L1=Exfiltration (Exfiltration Controls 4.11 cfs) Summary for Link AP A: AP A Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP B: AP B Inflow Area = 7.775 ac, 36.11% Impervious, Inflow Depth = 0.60" for 10-YR event Inflow = 2.92 cfs @ 12.53 hrs, Volume= 0.389 of Primary = 2.92 cfs @ 12.53 hrs, Volume= 0.389 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment SC 201: SC 201 Runoff = 3.09 cfs @ 12.08 hrs, Volume= 0.208 af, Depth= 2.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 22,350 98 Paved parking/Dix Ave., HSG C 16,160 49 50-75% Grass cover, Fair, HSG A 38,510 77 Weighted Average 16,160 41.96% Pervious Area 22,350 58.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0560 0.20 Sheet Flow, DD Property, to Ditch Grass: Short n= 0.150 P2= 2.80" 8.0 276 0.0091 0.57 Shallow Concentrated Flow, DD Ditch Kv= 6.0 fps 0.3 36 0.0050 2.08 1.64 Pipe Channel, Road culvert 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 4.9 274 0.0038 0.92 Shallow Concentrated Flow, New Swale Grassed Waterway Kv= 15.0 fps 16.5 626 Total Summary for Subcatchment SC 202: SC 202 Runoff = 2.21 cfs @ 11.98 hrs, Volume= 0.104 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 19,061 49 50-75% Grass cover, Fair, HSG A 8,972 98 Paved parking, HSG A 3,100 60 Woods, Fair, HSG B 31,133 64 Weighted Average 22,161 71.18% Pervious Area 8,972 28.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 169 0.0100 2.03 Shallow Concentrated Flow, Off bldg Paved Kv= 20.3 fps 0.9 75 0.0400 1.40 Shallow Concentrated Flow, off pvmnt Short Grass Pasture Kv= 7.0 fps 3.7 238 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.0 482 Total 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment SC 203: W PARKING Runoff = 5.23 cfs @ 11.97 hrs, Volume= 0.278 af, Depth= 4.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 19,450 98 PROPOSED PARKING LOT, HSG C 1,669 49 50-75% Grass cover, Fair, HSG A 10,093 98 Porous Paved parking, HSG A 31,212 95 Weighted Average 1,669 5.35% Pervious Area 29,543 94.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 110 0.0225 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.3 110 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 204: S PARKING Runoff = 8.59 cfs @ 11.97 hrs, Volume= 0.471 af, Depth= 4.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 33,760 98 PROPOSED PARKING LOT, HSG C 545 49 50-75% Grass cover, Fair, HSG A 16,109 98 Porous Paved parking, HSG A 50,414 97 Weighted Average 545 1.08% Pervious Area 49,869 98.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 24 0.0200 0.97 Sheet Flow, Sheet Pavement Smooth surfaces n= 0.011 P2= 2.80" 0.4 24 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 205: DIX AVE & OFFSITE Runoff = 2.70 cfs @ 12.03 hrs, Volume= 0.153 af, Depth= 1.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24-hr 50-YR Rainfall=5.24" 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCADO 9.10 s/n 00694 ©2010 HydroCAD Software Solutions LLC Page 34 Area (sf) CN Description 13,508 98 Paved parking, HSG A 35,364 49 50-75% Grass cover, Fair, HSG A 9,315 43 Woods/grass comb., Fair, HSG A 58,187 59 Weighted Average 44,679 76.79% Pervious Area 13,508 23.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 20 0.1500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 7.9 505 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 525 Total Summary for Subcatchment SC 206: ROOF AREA Runoff = 3.19 cfs @ 11.97 hrs, Volume= 0.178 af, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 18,622 98 Roofs, HSG A 18,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 0.0100 1.01 Sheet Flow, roof top Smooth surfaces n= 0.011 P2= 2.80" 2.0 120 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 207: EAST WIDE SWALE Runoff = 0.01 cfs @ 13.52 hrs, Volume= 0.004 af, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 7,638 39 >75% Grass cover, Good, HSG A 5,120 32 Woods/grass comb., Good, HSG A 12,758 36 Weighted Average 12,758 100.00% Pervious Area 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 35 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.0 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" Summary for Subcatchment SC 208: NE PARKING Runoff = 6.56 cfs @ 11.97 hrs, Volume= 0.360 af, Depth= 4.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 15,160 98 Paved parking, HSG A 23,005 98 Paved parking, HSG A 366 39 >75% Grass cover, Good, HSG A 38,531 97 Weighted Average 366 0.95% Pervious Area 38,165 99.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 36 0.0225 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.5 36 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 209: NW PARKING Runoff = 7.16 cfs @ 11.97 hrs, Volume= 0.387 af, Depth= 4.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 20,549 98 PROPOSED PARKING LOT, HSG C 1,557 49 50-75% Grass cover, Fair, HSG A 20,277 98 Porous Paved parking, HSG A 42,383 96 Weighted Average 1,557 3.67% Pervious Area 40,826 96.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 175 0.0170 1.35 Sheet Flow, PAVED Smooth surfaces n= 0.011 P2= 2.80" 0.4 25 0.0225 1.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.8 186 0.0134 1.74 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.4 386 Total, Increased to minimum Tc = 6.0 min 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment SC 210: SC 210 Runoff = 0.40 cfs @ 12.35 hrs, Volume= 0.062 af, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 18,793 35 Brush, Fair, HSG A 25,338 60 Woods, Fair, HSG B 44,131 49 Weighted Average 44,131 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.8 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.9 69 0.0660 1.28 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.7 237 0.0032 0.85 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 31.4 406 Total Summary for Subcatchment SC 211: SC 211 Runoff = 0.36 cfs @ 12.61 hrs, Volume= 0.079 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 42,620 39 >75% Grass cover, Good, HSG A 10,780 58 Woods/grass comb., Good, HSG B 7,100 85 Gravel roads, HSG B 60,500 48 Weighted Average 60,500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.3300 0.29 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 45.8 412 0.0001 0.15 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 48.7 462 Total 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment SC 212: SC 212 Runoff = 5.56 cfs @ 12.34 hrs, Volume= 0.641 af, Depth= 3.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-YR Rainfall=5.24" Area (sf) CN Description 42,900 84 50-75% Grass cover, Fair, HSG D 27,300 79 Woods, Fair, HSG D 20,600 98 Paved parking, HSG D 90,800 86 Weighted Average 70,200 77.31% Pervious Area 20,600 22.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 100 0.0312 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" 5.6 300 0.0315 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.1 400 Total Summary for Reach R 201: Dunkin Donuts Inflow Area = 1.601 ac, 74.43% Impervious, Inflow Depth = 1.56" for 50-YR event Inflow = 3.09 cfs @ 12.08 hrs, Volume= 0.208 of Outflow = 2.98 cfs @ 12.17 hrs, Volume= 0.208 af, Atten= 4%, Lag= 5.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.94 fps, Min. Travel Time= 2.9 min Avg. Velocity = 0.59 fps, Avg. Travel Time= 9.4 min Peak Storage= 513 cf @ 12.12 hrs Average Depth at Peak Storage= 0.46' Bank-Full Depth= 2.00', Capacity at Bank-Full= 71.40 cfs 2.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.07' Top Width= 14.00' Length= 335.0' Slope= 0.00397' Inlet Invert= 320.45', Outlet Invert= 319.15' 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 38 Summary for Reach R 202: PARKING LOT PIPE Inflow Area = 4.301 ac, 54.27% Impervious, Inflow Depth = 1.04" for 50-YR event Inflow = 3.65 cfs @ 12.17 hrs, Volume= 0.374 of Outflow = 3.63 cfs @ 12.21 hrs, Volume= 0.374 af, Atten= 1%, Lag= 2.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.68 fps, Min. Travel Time= 1.4 min Avg. Velocity = 1.33 fps, Avg. Travel Time= 4.0 min Peak Storage= 311 cf @ 12.18 hrs Average Depth at Peak Storage= 0.70' Bank-Full Depth= 2.00', Capacity at Bank-Full= 13.67 cfs 24.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 315.0' Slope= 0.00377' Inlet Invert= 319.15', Outlet Invert= 318.00' 0 Summary for Reach R 204: E SWALE Inflow Area = 1.585 ac, 99.21% Impervious, Inflow Depth = 1.35" for 50-YR event Inflow = 3.15 cfs @ 11.98 hrs, Volume= 0.178 of Outflow = 2.95 cfs @ 12.06 hrs, Volume= 0.178 af, Atten= 6%, Lag= 4.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.33 fps, Min. Travel Time= 3.0 min Avg. Velocity = 0.61 fps, Avg. Travel Time= 11.3 min Peak Storage= 525 cf @ 12.01 hrs Average Depth at Peak Storage= 0.40' Bank-Full Depth= 2.00', Capacity at Bank-Full= 92.28 cfs 2.00' x 2.00' deep channel, n= 0.022 Side Slope Z-value= 3.07' Top Width= 14.00' Length= 415.0' Slope= 0.0065 '/' Inlet Invert= 320.70', Outlet Invert= 318.01' 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 39 Summary for Reach R 205: EMERGENCY OVERFLOW Inflow Area = 5.690 ac, 41.03% Impervious, Inflow Depth = 0.00" for 50-YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 30.95 cfs 12.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.07' Top Width= 24.00' Length= 409.2' Slope= 0.0001 T Inlet Invert= 318.20', Outlet Invert= 318.16' Summary for Pond 2P: Detention Pond Inflow Area = 5.690 ac, 41.03% Impervious, Inflow Depth = 1.04" for 50-YR event Inflow = 6.01 cfs @ 12.16 hrs, Volume= 0.494 of Outflow = 3.39 cfs @ 12.36 hrs, Volume= 0.494 af, Atten= 44%, Lag= 12.2 min Discarded = 3.39 cfs @ 12.36 hrs, Volume= 0.494 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 318.09' @ 12.36 hrs Surf.Area= 24,384 sf Storage= 2,123 cf Flood Elev= 321.00' Surf.Area= 35,264 sf Storage= 93,258 cf Plug-Flow detention time= 5.0 min calculated for 0.494 of(100% of inflow) Center-of-Mass det. time= 5.0 min ( 875.2 - 870.2 ) Volume Invert Avail.Storage Storage Description #1 318.00' 93,258 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.00 24,001 0 0 319.00 28,361 26,181 26,181 320.00 35,264 31,813 57,994 321.00 35,264 35,264 93,258 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 40 Device Routing Invert Outlet Devices #1 Primary 320.00' 8.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 318.00' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=3.39 cfs @ 12.36 hrs HW=318.09' (Free Discharge) L2=Exfiltration (Exfiltration Controls 3.39 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 3P: Dry Swale Inflow Area = 2.084 ac, 22.69% Impervious, Inflow Depth = 3.69" for 50-YR event Inflow = 5.56 cfs @ 12.34 hrs, Volume= 0.641 of Outflow = 5.52 cfs @ 12.38 hrs, Volume= 0.641 af, Atten= 1%, Lag= 2.4 min Primary = 5.52 cfs @ 12.38 hrs, Volume= 0.641 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 324.37' @ 12.38 hrs Surf.Area= 808 sf Storage= 354 cf Flood Elev= 325.50' Surf.Area= 1,000 sf Storage= 474 cf Plug-Flow detention time= 0.8 min calculated for 0.641 of(100% of inflow) Center-of-Mass det. time= 0.8 min ( 831.0 - 830.2 ) Volume Invert Avail.Storage Storage Description #1 323.00' 474 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 323.00 35 0 0 324.00 275 155 155 324.50 1,000 319 474 Device Routing Invert Outlet Devices #1 Primary 321.50' 6.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 323.00' 12.000 in/hr Exfiltration over Surface area #3 Primary 323.00' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir X 0.20 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #4 Secondary 324.50' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 41 Primary OutFlow Max=5.52 cfs @ 12.38 hrs HW=324.37' (Free Discharge) 1=0rifice/Grate (Passes 0.22 cfs of 1.53 cfs potential flow) L2=Exfiltration (Exfiltration Controls 0.22 cfs) 3=Broad-Crested Rectangular Weir(Weir Controls 5.30 cfs @ 0.65 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) L4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 4P: Rear Pond Inflow Area = 2.084 ac, 22.69% Impervious, Inflow Depth = 3.69" for 50-YR event Inflow = 5.52 cfs @ 12.38 hrs, Volume= 0.641 of Outflow = 4.90 cfs @ 12.52 hrs, Volume= 0.641 af, Atten= 11%, Lag= 8.1 min Primary = 4.90 cfs @ 12.52 hrs, Volume= 0.641 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 321.09' @ 12.52 hrs Surf.Area= 3,547 sf Storage= 3,479 cf Flood Elev= 322.00' Surf.Area= 4,000 sf Storage= 6,900 cf Plug-Flow detention time= 21.4 min calculated for 0.641 of(100% of inflow) Center-of-Mass det. time= 21.4 min ( 852.5 - 831.0 ) Volume Invert Avail.Storage Storage Description #1 320.00' 6,900 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.00 2,800 0 0 321.00 3,500 3,150 3,150 322.00 4,000 3,750 6,900 Device Routing Invert Outlet Devices #1 Primary 320.00' 8.0' long x 8.0' breadth Broad-Crested Rectangular Weir X 0.20 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Secondary 321.50' 8.0' long x 8.0' breadth Broad-Crested Rectangular Weir X 0.80 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=4.90 cfs @ 12.52 hrs HW=321.09' (Free Discharge) L1=113road-Crested Rectangular Weir(Weir Controls 4.90 cfs @ 0.56 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.00' (Free Discharge) L2=Broad-crested Rectangular Weir( Controls 0.00 cfs) 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 42 Summary for Pond IB 1: INFILTRATION BASIN 1 Inflow Area = 4.098 ac, 67.31% Impervious, Inflow Depth = 0.98" for 50-YR event Inflow = 5.56 cfs @ 12.04 hrs, Volume= 0.335 of Outflow = 2.88 cfs @ 12.16 hrs, Volume= 0.335 af, Atten= 48%, Lag= 6.8 min Discarded = 0.45 cfs @ 12.16 hrs, Volume= 0.293 of Secondary = 2.43 cfs @ 12.16 hrs, Volume= 0.041 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.62' @ 12.16 hrs Surf.Area= 3,208 sf Storage= 4,038 cf Plug-Flow detention time= 62.9 min calculated for 0.335 of(100% of inflow) Center-of-Mass det. time= 62.8 min ( 875.8 - 812.9 ) Volume Invert Avail.Storage Storage Description #1 318.00' 7,244 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.00 1,815 0 0 319.00 2,655 2,235 2,235 319.50 3,100 1,439 3,674 320.00 3,565 1,666 5,340 320.50 4,050 1,904 7,244 Device Routing Invert Outlet Devices #1 Secondary 319.50' 26.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Discarded 318.00' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.45 cfs @ 12.16 hrs HW=319.62' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.45 cfs) Secondary OutFlow Max=2.41 cfs @ 12.16 hrs HW=319.62' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 2.41 cfs @ 0.80 fps) Summary for Pond P103: W POROUS Inflow Area = 0.717 ac, 94.65% Impervious, Inflow Depth = 4.66" for 50-YR event Inflow = 5.23 cfs @ 11.97 hrs, Volume= 0.278 of Outflow = 2.10 cfs @ 11.80 hrs, Volume= 0.278 af, Atten= 60%, Lag= 0.0 min Discarded = 2.10 cfs @ 11.80 hrs, Volume= 0.278 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 321.87' @ 12.07 hrs Surf.Area= 15,129 sf Storage= 1,734 cf Flood Elev= 322.57' Surf.Area= 15,129 sf Storage= 5,991 cf Plug-Flow detention time= 3.1 min calculated for 0.278 of(100% of inflow) 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 43 Center-of-Mass det. time= 3.1 min ( 766.5 - 763.4 ) Volume Invert Avail.Storage Storage Description #1 321.58' 5,991 cf Custom Stage Data (Prismatic)Listed below (Recalc) 14,978 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 321.58 15,129 0 0 321.91 15,129 4,993 4,993 322.24 15,129 4,993 9,985 322.57 15,129 4,993 14,978 Device Routing Invert Outlet Devices #1 Primary 321.90' 4.0" Round Culvert X 0.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 321.90'/321.80' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior #2 Discarded 321.58' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.10 cfs @ 11.80 hrs HW=321.59' (Free Discharge) L2=Exfiltration (Exfiltration Controls 2.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=321.58' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Summary for Pond P104: S POROUS Inflow Area = 1.157 ac, 98.92% Impervious, Inflow Depth = 4.89" for 50-YR event Inflow = 8.59 cfs @ 11.97 hrs, Volume= 0.471 of Outflow = 5.34 cfs @ 11.87 hrs, Volume= 0.471 af, Atten= 38%, Lag= 0.0 min Discarded = 5.34 cfs @ 11.87 hrs, Volume= 0.471 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/3 Peak Elev= 320.80' @ 12.04 hrs Surf.Area= 23,074 sf Storage= 1,359 cf Flood Elev= 322.07' Surf.Area= 23,074 sf Storage= 9,230 cf Plug-Flow detention time= 1.3 min calculated for 0.471 of(100% of inflow) Center-of-Mass det. time= 1.0 min ( 751.9 - 750.9 ) Volume Invert Avail.Storage Storage Description #1 320.65' 9,230 cf Custom Stage Data (Prismatic)Listed below (Recalc) 23,074 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.65 23,074 0 0 321.08 23,074 9,922 9,922 321.35 23,074 6,230 16,152 321.65 23,074 6,922 23,074 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 44 Device Routing Invert Outlet Devices #1 Discarded 320.65' 10.000 in/hr Exfiltration over Surface area #2 Primary 321.41' 4.0" Round Culvert X 2.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 321.41'/321.31' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Discarded OutFlow Max=5.34 cfs @ 11.87 hrs HW=320.66' (Free Discharge) L1=Exfiltration (Exfiltration Controls 5.34 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.65' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond P110: NE POROUS Inflow Area = 0.885 ac, 99.05% Impervious, Inflow Depth = 4.89" for 50-YR event Inflow = 6.56 cfs @ 11.97 hrs, Volume= 0.360 of Outflow = 4.46 cfs @ 11.89 hrs, Volume= 0.360 af, Atten= 32%, Lag= 0.0 min Discarded = 4.46 cfs @ 11.89 hrs, Volume= 0.360 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.32' @ 12.03 hrs Surf.Area= 32,135 sf Storage= 839 cf Plug-Flow detention time= 0.8 min calculated for 0.360 of(100% of inflow) Center-of-Mass det. time= 0.8 min ( 751.7 - 750.9 ) Volume Invert Avail.Storage Storage Description #1 319.25' 12,854 cf Custom Stage Data (Prismatic)Listed below (Recalc) 32,135 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.25 32,135 0 0 319.59 32,135 10,926 10,926 319.92 32,135 10,605 21,530 320.25 32,135 10,605 32,135 Device Routing Invert Outlet Devices #1 Discarded 319.25' 6.000 in/hr Exfiltration over Surface area #2 Primary 319.59' 4.0" Round Culvert X 0.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 319.59'/319.49' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Discarded OutFlow Max=4.46 cfs @ 11.89 hrs HW=319.26' (Free Discharge) L1=Exfiltration (Exfiltration Controls 4.46 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=319.25' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 45 Summary for Pond P1108: ROOF DISCHARGE Inflow Area = 0.428 ac,100.00% Impervious, Inflow Depth = 5.00" for 50-YR event Inflow = 3.19 cfs @ 11.97 hrs, Volume= 0.178 of Outflow = 3.15 cfs @ 11.98 hrs, Volume= 0.178 af, Atten= 1%, Lag= 0.8 min Primary = 3.15 cfs @ 11.98 hrs, Volume= 0.178 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 355.01' @ 11.98 hrs Surf.Area= 17,875 sf Storage= 160 cf Flood Elev= 356.00' Surf.Area= 17,875 sf Storage= 17,875 cf Plug-Flow detention time= 0.8 min calculated for 0.178 of(100% of inflow) Center-of-Mass det. time= 0.8 min ( 744.0 - 743.1 ) Volume Invert Avail.Storage Storage Description #1 355.00' 17,875 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 355.00 17,875 0 0 356.00 17,875 17,875 17,875 Device Routing Invert Outlet Devices #1 Primary 321.60' 4.0" Round Culvert X 3.00 L= 128.0' Ke= 0.500 Inlet/Outlet Invert= 321.60'/321.50' S= 0.0008 '/' Cc= 0.900 n= 0.010 PVC, smooth interior Primary OutFlow Max=3.52 cfs @ 11.98 hrs HW=355.01' (Free Discharge) L1=Culvert (Barrel Controls 3.52 cfs @ 13.46 fps) Summary for Pond P111: W PARKING Inflow Area = 0.973 ac, 96.33% Impervious, Inflow Depth = 4.77" for 50-YR event Inflow = 7.16 cfs @ 11.97 hrs, Volume= 0.387 of Outflow = 4.11 cfs @ 11.87 hrs, Volume= 0.387 af, Atten= 43%, Lag= 0.0 min Discarded = 4.11 cfs @ 11.87 hrs, Volume= 0.387 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.78' @ 12.05 hrs Surf.Area= 29,582 sf Storage= 1,411 cf Flood Elev= 320.99' Surf.Area= 29,582 sf Storage= 11,833 cf Plug-Flow detention time= 1.4 min calculated for 0.387 of(100% of inflow) Center-of-Mass det. time= 1.4 min ( 758.9 - 757.5 ) Volume Invert Avail.Storage Storage Description #1 319.66' 11,833 cf Custom Stage Data (Prismatic)Listed below (Recalc) 29,582 cf Overall x 40.0% Voids 14-091 PR Drainage Type 1124-hr 50-YR Rainfall=5.24" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 46 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.66 29,582 0 0 319.99 29,582 9,762 9,762 320.32 29,582 9,762 19,524 320.66 29,582 10,058 29,582 Device Routing Invert Outlet Devices #1 Discarded 319.66' 6.000 in/hr Exfiltration over Surface area Discarded Outflow Max=4.11 cfs @ 11.87 hrs HW=319.67' (Free Discharge) L1=Exfiltration (Exfiltration Controls 4.11 cfs) Summary for Link AP A: AP A Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP B: AP B Inflow Area = 7.775 ac, 36.11% Impervious, Inflow Depth = 0.99" for 50-YR event Inflow = 4.90 cfs @ 12.52 hrs, Volume= 0.641 of Primary = 4.90 cfs @ 12.52 hrs, Volume= 0.641 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment SC 201: SC 201 Runoff = 3.91 cfs @ 12.08 hrs, Volume= 0.264 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 22,350 98 Paved parking/Dix Ave., HSG C 16,160 49 50-75% Grass cover, Fair, HSG A 38,510 77 Weighted Average 16,160 41.96% Pervious Area 22,350 58.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0560 0.20 Sheet Flow, DD Property, to Ditch Grass: Short n= 0.150 P2= 2.80" 8.0 276 0.0091 0.57 Shallow Concentrated Flow, DD Ditch Kv= 6.0 fps 0.3 36 0.0050 2.08 1.64 Pipe Channel, Road culvert 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 4.9 274 0.0038 0.92 Shallow Concentrated Flow, New Swale Grassed Waterway Kv= 15.0 fps 16.5 626 Total Summary for Subcatchment SC 202: SC 202 Runoff = 3.01 cfs @ 11.98 hrs, Volume= 0.140 af, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 19,061 49 50-75% Grass cover, Fair, HSG A 8,972 98 Paved parking, HSG A 3,100 60 Woods, Fair, HSG B 31,133 64 Weighted Average 22,161 71.18% Pervious Area 8,972 28.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 169 0.0100 2.03 Shallow Concentrated Flow, Off bldg Paved Kv= 20.3 fps 0.9 75 0.0400 1.40 Shallow Concentrated Flow, off pvmnt Short Grass Pasture Kv= 7.0 fps 3.7 238 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.0 482 Total 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment SC 203: W PARKING Runoff = 6.15 cfs @ 11.97 hrs, Volume= 0.330 af, Depth= 5.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 19,450 98 PROPOSED PARKING LOT, HSG C 1,669 49 50-75% Grass cover, Fair, HSG A 10,093 98 Porous Paved parking, HSG A 31,212 95 Weighted Average 1,669 5.35% Pervious Area 29,543 94.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 110 0.0225 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.3 110 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 204: S PARKING Runoff = 10.06 cfs @ 11.97 hrs, Volume= 0.556 af, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 33,760 98 PROPOSED PARKING LOT, HSG C 545 49 50-75% Grass cover, Fair, HSG A 16,109 98 Porous Paved parking, HSG A 50,414 97 Weighted Average 545 1.08% Pervious Area 49,869 98.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 24 0.0200 0.97 Sheet Flow, Sheet Pavement Smooth surfaces n= 0.011 P2= 2.80" 0.4 24 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 205: DIX AVE & OFFSITE Runoff = 3.87 cfs @ 12.02 hrs, Volume= 0.213 af, Depth= 1.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24-hr 100-YR Rainfall=6.12" 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCADO 9.10 s/n 00694 ©2010 HydroCAD Software Solutions LLC Page 49 Area (sf) CN Description 13,508 98 Paved parking, HSG A 35,364 49 50-75% Grass cover, Fair, HSG A 9,315 43 Woods/grass comb., Fair, HSG A 58,187 59 Weighted Average 44,679 76.79% Pervious Area 13,508 23.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 20 0.1500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 7.9 505 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 525 Total Summary for Subcatchment SC 206: ROOF AREA Runoff = 3.73 cfs @ 11.97 hrs, Volume= 0.210 af, Depth= 5.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 18,622 98 Roofs, HSG A 18,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 0.0100 1.01 Sheet Flow, roof top Smooth surfaces n= 0.011 P2= 2.80" 2.0 120 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 207: EAST WIDE SWALE Runoff = 0.02 cfs @ 12.40 hrs, Volume= 0.008 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 7,638 39 >75% Grass cover, Good, HSG A 5,120 32 Woods/grass comb., Good, HSG A 12,758 36 Weighted Average 12,758 100.00% Pervious Area 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 50 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.0 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" Summary for Subcatchment SC 208: NE PARKING Runoff = 7.69 cfs @ 11.97 hrs, Volume= 0.425 af, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 15,160 98 Paved parking, HSG A 23,005 98 Paved parking, HSG A 366 39 >75% Grass cover, Good, HSG A 38,531 97 Weighted Average 366 0.95% Pervious Area 38,165 99.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 36 0.0225 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.5 36 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment SC 209: NW PARKING Runoff = 8.40 cfs @ 11.97 hrs, Volume= 0.458 af, Depth= 5.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 20,549 98 PROPOSED PARKING LOT, HSG C 1,557 49 50-75% Grass cover, Fair, HSG A 20,277 98 Porous Paved parking, HSG A 42,383 96 Weighted Average 1,557 3.67% Pervious Area 40,826 96.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 175 0.0170 1.35 Sheet Flow, PAVED Smooth surfaces n= 0.011 P2= 2.80" 0.4 25 0.0225 1.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.8 186 0.0134 1.74 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.4 386 Total, Increased to minimum Tc = 6.0 min 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment SC 210: SC 210 Runoff = 0.73 cfs @ 12.32 hrs, Volume= 0.095 af, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 18,793 35 Brush, Fair, HSG A 25,338 60 Woods, Fair, HSG B 44,131 49 Weighted Average 44,131 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.8 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.9 69 0.0660 1.28 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.7 237 0.0032 0.85 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 31.4 406 Total Summary for Subcatchment SC 211: SC 211 Runoff = 0.66 cfs @ 12.60 hrs, Volume= 0.122 af, Depth= 1.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 42,620 39 >75% Grass cover, Good, HSG A 10,780 58 Woods/grass comb., Good, HSG B 7,100 85 Gravel roads, HSG B 60,500 48 Weighted Average 60,500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.3300 0.29 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 45.8 412 0.0001 0.15 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 48.7 462 Total 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment SC 212: SC 212 Runoff = 6.77 cfs @ 12.34 hrs, Volume= 0.786 af, Depth= 4.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.12" Area (sf) CN Description 42,900 84 50-75% Grass cover, Fair, HSG D 27,300 79 Woods, Fair, HSG D 20,600 98 Paved parking, HSG D 90,800 86 Weighted Average 70,200 77.31% Pervious Area 20,600 22.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 100 0.0312 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" 5.6 300 0.0315 0.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.1 400 Total Summary for Reach R 201: Dunkin Donuts Inflow Area = 1.601 ac, 74.43% Impervious, Inflow Depth = 1.98" for 100-YR event Inflow = 3.91 cfs @ 12.08 hrs, Volume= 0.264 of Outflow = 3.79 cfs @ 12.16 hrs, Volume= 0.264 af, Atten= 3%, Lag= 4.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.08 fps, Min. Travel Time= 2.7 min Avg. Velocity = 0.63 fps, Avg. Travel Time= 8.9 min Peak Storage= 611 cf @ 12.12 hrs Average Depth at Peak Storage= 0.51' Bank-Full Depth= 2.00', Capacity at Bank-Full= 71.40 cfs 2.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.07' Top Width= 14.00' Length= 335.0' Slope= 0.00397' Inlet Invert= 320.45', Outlet Invert= 319.15' 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 53 Summary for Reach R 202: PARKING LOT PIPE Inflow Area = 4.301 ac, 54.27% Impervious, Inflow Depth = 1.39" for 100-YR event Inflow = 4.86 cfs @ 12.16 hrs, Volume= 0.499 of Outflow = 4.84 cfs @ 12.20 hrs, Volume= 0.499 af, Atten= 0%, Lag= 2.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.98 fps, Min. Travel Time= 1.3 min Avg. Velocity = 1.41 fps, Avg. Travel Time= 3.7 min Peak Storage= 383 cf @ 12.18 hrs Average Depth at Peak Storage= 0.82' Bank-Full Depth= 2.00', Capacity at Bank-Full= 13.67 cfs 24.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 315.0' Slope= 0.00377' Inlet Invert= 319.15', Outlet Invert= 318.00' 0 Summary for Reach R 204: E SWALE Inflow Area = 1.585 ac, 99.21% Impervious, Inflow Depth = 1.59" for 100-YR event Inflow = 3.53 cfs @ 11.99 hrs, Volume= 0.210 of Outflow = 3.42 cfs @ 12.06 hrs, Volume= 0.21Oaf, Atten= 3%, Lag= 4.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.43 fps, Min. Travel Time= 2.8 min Avg. Velocity = 0.64 fps, Avg. Travel Time= 10.7 min Peak Storage= 585 cf @ 12.02 hrs Average Depth at Peak Storage= 0.43' Bank-Full Depth= 2.00', Capacity at Bank-Full= 92.28 cfs 2.00' x 2.00' deep channel, n= 0.022 Side Slope Z-value= 3.07' Top Width= 14.00' Length= 415.0' Slope= 0.0065 '/' Inlet Invert= 320.70', Outlet Invert= 318.01' 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 54 Summary for Reach R 205: EMERGENCY OVERFLOW Inflow Area = 5.690 ac, 41.03% Impervious, Inflow Depth = 0.00" for 100-YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 30.95 cfs 12.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.07' Top Width= 24.00' Length= 409.2' Slope= 0.0001 T Inlet Invert= 318.20', Outlet Invert= 318.16' Summary for Pond 2P: Detention Pond Inflow Area = 5.690 ac, 41.03% Impervious, Inflow Depth = 1.51" for 100-YR event Inflow = 10.17 cfs @ 12.10 hrs, Volume= 0.716 of Outflow = 3.48 cfs @ 12.48 hrs, Volume= 0.716 af, Atten= 66%, Lag= 23.0 min Discarded = 3.48 cfs @ 12.48 hrs, Volume= 0.716 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 318.24' @ 12.48 hrs Surf.Area= 25,040 sf Storage= 5,846 cf Flood Elev= 321.00' Surf.Area= 35,264 sf Storage= 93,258 cf Plug-Flow detention time= 11.7 min calculated for 0.716 of(100% of inflow) Center-of-Mass det. time= 11.6 min ( 867.4 - 855.8 ) Volume Invert Avail.Storage Storage Description #1 318.00' 93,258 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.00 24,001 0 0 319.00 28,361 26,181 26,181 320.00 35,264 31,813 57,994 321.00 35,264 35,264 93,258 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 55 Device Routing Invert Outlet Devices #1 Primary 320.00' 8.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 318.00' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=3.48 cfs @ 12.48 hrs HW=318.24' (Free Discharge) L2=Exfiltration (Exfiltration Controls 3.48 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 3P: Dry Swale Inflow Area = 2.084 ac, 22.69% Impervious, Inflow Depth = 4.52" for 100-YR event Inflow = 6.77 cfs @ 12.34 hrs, Volume= 0.786 of Outflow = 6.90 cfs @ 12.34 hrs, Volume= 0.786 af, Atten= 0%, Lag= 0.0 min Primary = 6.79 cfs @ 12.34 hrs, Volume= 0.785 of Secondary = 0.11 cfs @ 12.34 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 324.54' @ 12.34 hrs Surf.Area= 1,000 sf Storage= 474 cf Flood Elev= 325.50' Surf.Area= 1,000 sf Storage= 474 cf Plug-Flow detention time= 0.8 min calculated for 0.786 of(100% of inflow) Center-of-Mass det. time= 0.8 min ( 825.4 - 824.5 ) Volume Invert Avail.Storage Storage Description #1 323.00' 474 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 323.00 35 0 0 324.00 275 155 155 324.50 1,000 319 474 Device Routing Invert Outlet Devices #1 Primary 321.50' 6.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 323.00' 12.000 in/hr Exfiltration over Surface area #3 Primary 323.00' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir X 0.20 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #4 Secondary 324.50' 6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 56 Primary OutFlow Max=6.79 cfs @ 12.34 hrs HW=324.54' (Free Discharge) 1=0rifice/Grate (Passes 0.28 cfs of 1.58 cfs potential flow) L2=Exfiltration (Exfiltration Controls 0.28 cfs) 3=Broad-Crested Rectangular Weir(Weir Controls 6.51 cfs @ 0.71 fps) Secondary OutFlow Max=0.10 cfs @ 12.34 hrs HW=324.54' (Free Discharge) L4=Broad-Crested Rectangular Weir(Weir Controls 0.10 cfs @ 0.48 fps) Summary for Pond 4P: Rear Pond Inflow Area = 2.084 ac, 22.69% Impervious, Inflow Depth = 4.52" for 100-YR event Inflow = 6.90 cfs @ 12.34 hrs, Volume= 0.786 of Outflow = 6.00 cfs @ 12.51 hrs, Volume= 0.786 af, Atten= 13%, Lag= 10.5 min Primary = 6.00 cfs @ 12.51 hrs, Volume= 0.786 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 321.25' @ 12.51 hrs Surf.Area= 3,626 sf Storage= 4,048 cf Flood Elev= 322.00' Surf.Area= 4,000 sf Storage= 6,900 cf Plug-Flow detention time= 20.4 min calculated for 0.786 of(100% of inflow) Center-of-Mass det. time= 20.3 min ( 845.6 - 825.4 ) Volume Invert Avail.Storage Storage Description #1 320.00' 6,900 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.00 2,800 0 0 321.00 3,500 3,150 3,150 322.00 4,000 3,750 6,900 Device Routing Invert Outlet Devices #1 Primary 320.00' 8.0' long x 8.0' breadth Broad-Crested Rectangular Weir X 0.20 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 #2 Secondary 321.50' 8.0' long x 8.0' breadth Broad-Crested Rectangular Weir X 0.80 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=6.00 cfs @ 12.51 hrs HW=321.25' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 6.00 cfs @ 0.60 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.00' (Free Discharge) L2=Broad-crested Rectangular Weir( Controls 0.00 cfs) 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 57 Summary for Pond IB 1: INFILTRATION BASIN 1 Inflow Area = 4.098 ac, 67.31% Impervious, Inflow Depth = 1.26" for 100-YR event Inflow = 7.15 cfs @ 12.04 hrs, Volume= 0.431 of Outflow = 5.91 cfs @ 12.10 hrs, Volume= 0.431 af, Atten= 17%, Lag= 3.7 min Discarded = 0.46 cfs @ 12.10 hrs, Volume= 0.336 of Secondary = 5.46 cfs @ 12.10 hrs, Volume= 0.095 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.70' @ 12.10 hrs Surf.Area= 3,285 sf Storage= 4,308 cf Plug-Flow detention time= 58.9 min calculated for 0.431 of(100% of inflow) Center-of-Mass det. time= 58.9 min ( 871.0 - 812.0 ) Volume Invert Avail.Storage Storage Description #1 318.00' 7,244 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.00 1,815 0 0 319.00 2,655 2,235 2,235 319.50 3,100 1,439 3,674 320.00 3,565 1,666 5,340 320.50 4,050 1,904 7,244 Device Routing Invert Outlet Devices #1 Secondary 319.50' 26.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Discarded 318.00' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.46 cfs @ 12.10 hrs HW=319.70' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.46 cfs) Secondary OutFlow Max=5.44 cfs @ 12.10 hrs HW=319.70' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 5.44 cfs @ 1.06 fps) Summary for Pond P103: W POROUS Inflow Area = 0.717 ac, 94.65% Impervious, Inflow Depth = 5.53" for 100-YR event Inflow = 6.15 cfs @ 11.97 hrs, Volume= 0.330 of Outflow = 2.10 cfs @ 11.76 hrs, Volume= 0.330 af, Atten= 66%, Lag= 0.0 min Discarded = 2.10 cfs @ 11.76 hrs, Volume= 0.330 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 321.98' @ 12.08 hrs Surf.Area= 15,129 sf Storage= 2,442 cf Flood Elev= 322.57' Surf.Area= 15,129 sf Storage= 5,991 cf Plug-Flow detention time= 4.6 min calculated for 0.330 of(100% of inflow) 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 58 Center-of-Mass det. time= 4.6 min ( 764.0 - 759.4 ) Volume Invert Avail.Storage Storage Description #1 321.58' 5,991 cf Custom Stage Data (Prismatic)Listed below (Recalc) 14,978 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 321.58 15,129 0 0 321.91 15,129 4,993 4,993 322.24 15,129 4,993 9,985 322.57 15,129 4,993 14,978 Device Routing Invert Outlet Devices #1 Primary 321.90' 4.0" Round Culvert X 0.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 321.90'/321.80' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior #2 Discarded 321.58' 6.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.10 cfs @ 11.76 hrs HW=321.59' (Free Discharge) L2=Exfiltration (Exfiltration Controls 2.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=321.58' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Summary for Pond P104: S POROUS Inflow Area = 1.157 ac, 98.92% Impervious, Inflow Depth = 5.76" for 100-YR event Inflow = 10.06 cfs @ 11.97 hrs, Volume= 0.556 of Outflow = 5.34 cfs @ 11.85 hrs, Volume= 0.556 af, Atten= 47%, Lag= 0.0 min Discarded = 5.34 cfs @ 11.85 hrs, Volume= 0.556 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/3 Peak Elev= 320.89' @ 12.05 hrs Surf.Area= 23,074 sf Storage= 2,217 cf Flood Elev= 322.07' Surf.Area= 23,074 sf Storage= 9,230 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.5 min ( 749.2 - 747.8 ) Volume Invert Avail.Storage Storage Description #1 320.65' 9,230 cf Custom Stage Data (Prismatic)Listed below (Recalc) 23,074 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.65 23,074 0 0 321.08 23,074 9,922 9,922 321.35 23,074 6,230 16,152 321.65 23,074 6,922 23,074 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 59 Device Routing Invert Outlet Devices #1 Discarded 320.65' 10.000 in/hr Exfiltration over Surface area #2 Primary 321.41' 4.0" Round Culvert X 2.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 321.41'/321.31' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Discarded OutFlow Max=5.34 cfs @ 11.85 hrs HW=320.66' (Free Discharge) L1=Exfiltration (Exfiltration Controls 5.34 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.65' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond P110: NE POROUS Inflow Area = 0.885 ac, 99.05% Impervious, Inflow Depth = 5.76" for 100-YR event Inflow = 7.69 cfs @ 11.97 hrs, Volume= 0.425 of Outflow = 4.46 cfs @ 11.86 hrs, Volume= 0.425 af, Atten= 42%, Lag= 0.0 min Discarded = 4.46 cfs @ 11.86 hrs, Volume= 0.425 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.36' @ 12.05 hrs Surf.Area= 32,135 sf Storage= 1,441 cf Plug-Flow detention time= 1.2 min calculated for 0.425 of(100% of inflow) Center-of-Mass det. time= 1.2 min ( 749.0 - 747.8 ) Volume Invert Avail.Storage Storage Description #1 319.25' 12,854 cf Custom Stage Data (Prismatic)Listed below (Recalc) 32,135 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.25 32,135 0 0 319.59 32,135 10,926 10,926 319.92 32,135 10,605 21,530 320.25 32,135 10,605 32,135 Device Routing Invert Outlet Devices #1 Discarded 319.25' 6.000 in/hr Exfiltration over Surface area #2 Primary 319.59' 4.0" Round Culvert X 0.00 L= 10.0' Ke= 0.500 Inlet/Outlet Invert= 319.59'/319.49' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Discarded OutFlow Max=4.46 cfs @ 11.86 hrs HW=319.26' (Free Discharge) L1=Exfiltration (Exfiltration Controls 4.46 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=319.25' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 60 Summary for Pond P1108: ROOF DISCHARGE Inflow Area = 0.428 ac,100.00% Impervious, Inflow Depth = 5.88" for 100-YR event Inflow = 3.73 cfs @ 11.97 hrs, Volume= 0.210 of Outflow = 3.53 cfs @ 11.99 hrs, Volume= 0.21Oaf, Atten= 5%, Lag= 1.5 min Primary = 3.53 cfs @ 11.99 hrs, Volume= 0.210 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 355.01' @ 11.99 hrs Surf.Area= 17,875 sf Storage= 199 cf Flood Elev= 356.00' Surf.Area= 17,875 sf Storage= 17,875 cf Plug-Flow detention time= 0.9 min calculated for 0.209 of(100% of inflow) Center-of-Mass det. time= 0.9 min ( 741.5 - 740.7 ) Volume Invert Avail.Storage Storage Description #1 355.00' 17,875 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 355.00 17,875 0 0 356.00 17,875 17,875 17,875 Device Routing Invert Outlet Devices #1 Primary 321.60' 4.0" Round Culvert X 3.00 L= 128.0' Ke= 0.500 Inlet/Outlet Invert= 321.60'/321.50' S= 0.0008 '/' Cc= 0.900 n= 0.010 PVC, smooth interior Primary OutFlow Max=3.53 cfs @ 11.99 hrs HW=355.01' (Free Discharge) L1=Culvert (Barrel Controls 3.53 cfs @ 13.46 fps) Summary for Pond P111: W PARKING Inflow Area = 0.973 ac, 96.33% Impervious, Inflow Depth = 5.65" for 100-YR event Inflow = 8.40 cfs @ 11.97 hrs, Volume= 0.458 of Outflow = 4.11 cfs @ 11.84 hrs, Volume= 0.458 af, Atten= 51%, Lag= 0.0 min Discarded = 4.11 cfs @ 11.84 hrs, Volume= 0.458 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 319.84' @ 12.06 hrs Surf.Area= 29,582 sf Storage= 2,183 cf Flood Elev= 320.99' Surf.Area= 29,582 sf Storage= 11,833 cf Plug-Flow detention time= 2.1 min calculated for 0.458 of(100% of inflow) Center-of-Mass det. time= 2.1 min ( 756.0 - 753.9 ) Volume Invert Avail.Storage Storage Description #1 319.66' 11,833 cf Custom Stage Data (Prismatic)Listed below (Recalc) 29,582 cf Overall x 40.0% Voids 14-091 PR Drainage Type // 24-hr 100-YR Rainfall=6.12" Prepared by Microsoft Printed 9/23/2015 HydroCAD0 9.10 s/n 00694 @2010 HydroCAD Software Solutions LLC Page 61 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.66 29,582 0 0 319.99 29,582 9,762 9,762 320.32 29,582 9,762 19,524 320.66 29,582 10,058 29,582 Device Routing Invert Outlet Devices #1 Discarded 319.66' 6.000 in/hr Exfiltration over Surface area Discarded Outflow Max=4.11 cfs @ 11.84 hrs HW=319.67' (Free Discharge) L1=Exfiltration (Exfiltration Controls 4.11 cfs) Summary for Link AP A: AP A Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP B: AP B Inflow Area = 7.775 ac, 36.11% Impervious, Inflow Depth = 1.21" for 100-YR event Inflow = 6.00 cfs @ 12.51 hrs, Volume= 0.786 of Primary = 6.00 cfs @ 12.51 hrs, Volume= 0.786 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs APPENDIX D WATER QUALITY CALCULATIONS SWPPP - Lia Nissan Queensbury SWPPP - D Planning Preservation of Delineate and place into permanent conservation undisturbed forests, Considered & Undisturbed native vegetated areas, riparian corridors,wetlands, and natural Areas terrain. Not Applied Preservation of Define, delineate and preserve naturally vegetated buffers along Considered & Buffers perennial streams,rivers, shorelines and wetlands. Applied Reduction of Limit clearing and grading to the minimum amount needed for roads, Considered & Clearing and driveways, foundations,utilities and stormwater management Applied Grading facilities. Avoid sensitive resource areas such as floodplains, steep slopes, Locating erodible soils,wetlands,mature forests and critical habitats by Considered & Development locating development to fit the terrain in areas that will create the least Applied Less Sensitive impact. Areas Open Space Use clustering, conservation design or open space design to reduce Design impervious cover,preserve more open space and protect water N/A resources. Restore the original properties and porosity of the soil by deep till and amendment with compost to reduce the generation of runoff and enhance the runoff reduction performance of post construction Soil Restoration practices. Considered & Applied Roadway Minimize roadway widths and lengths to reduce site impervious area Considered & Reduction Applied Sidewalk Minimize sidewalk lengths and widths to reduce site impervious area Considered & Reduction Applied Driveway Minimize driveway lengths and widths to reduce site impervious area Considered & Reduction Applied Cul-de-sac Minimize the number of cul-de-sacs and incorporate landscaped areas N/A Reduction to reduce their impervious cover. Building Reduce the impervious footprint of residences and commercial Footprint buildings by using alternate or taller buildings while maintaining the N/A Reduction same floor to area ratio. Reduce imperviousness on parking lots by eliminating unneeded spaces,providing compact car spaces and efficient parking lanes, Parking minimizing stall dimensions,using porous pavement surfaces in Considered & Reduction overflow parking areas, and using multi-storied parking decks where Applied appropriate. Version 1.4 Total Water Quality Volume Calculation Last Updated: 01/23/2014 WQv(acre-feet) = [(P)(Rv)(A)]/12 Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- development 1 year runoff volume)?...................................................................................... No Design Point: A 1�✓I irivall)y enter F, 1"o1a1Area and Impervious Cover. P= 1.20 inch I I i� � IIIIIIII � I Fiil�� in 111 1 1 Off-site(no WQv) 2 Off-site(no WQv) 3 0.72 0.451 63% 0.61 1,921 Porous(SC 203) 4 1.16 0.78 67% 0.66 3,311 Porous(SC 204) 5 1.76 0.63 36% 0.37 2,853 Infiltration Basin(SC205&SC 206) 6 Included in 5 7 Off-site(No WQv) 8 0.88 0.35 40% 0.41 1,564 Porous(SC los) 9 0.97 0.47 48% 0.49 2,054 Porous(SC 209) 10 Subtotal (1-30) 5.49 2.68 1 1 1 11,702 1 Subtotal 1 Total 5.49 2.68 11,702 1 Initial WQv Conservation of Natural Areas 0.00 0.00 minimum 10,000 s Riparian Buffers 0.00 0.00 maximum contributing length 75 feet to 150 feet Filter Strips 0.00 0.00 Tree Planting 0.00 0.00 Up to 100 sf directly connected impervious area may be subtracted per Total 0.00 0.00 "<<Initial WQv" 5.49 2.68 49% 0.49 11,702 Subtract Area 0.00 0.00 WQv adjusted after Area 5.49 2.68 49% 0.49 11,702 Reductions Disconnection of Rooftops 0.00 Adjusted WQv after Area Reduction and Rooftop 5.49 2.68 49% 0.49 11,702 Disconnect WQv reduced by Area 0 Reduction techniques Total QV Runoff Reduction Techiques/Standard Contributing Total Contributing Reduced wQv SMps Area Impervious (RRv) Treated Area (acres) (acres) cf cf Conservation of Natural Areas RR-1 0.00 0.00 Sheetflow to Riparian Buffers/Filter � RR-2 0.00 0.00 ° U Strips Tree Planting/Tree Pit RR-3 0.00 0.00 Disconnection of Rooftop Runoff RR-4 0.00 E Vegetated Swale RR-5 0.00 0.00 0 o Rain Garden RR-6 0.00 0.00 0 Stormwater Planter RR-7 0.00 0.00 0 a, Rain Barrel/Cistern RR-8 0.00 0.00 0 Q Porous Pavement RR-9 3.73 2.05 8849 Green Roof(Intensive & Extensive) RR-10 0.00 0.00 0 Infiltration Trench 1-1 0.00 0.00 0 0 a Infiltration Basin 1-2 1.76 0.63 2853 0 U a Dry Well 1-3 0.00 0.00 0 0 M Underground Infiltration System 1-4 0.00 Bioretention & Infiltration Bioretention F-5 0.00 0.00 0 0 N 3 Dry swale 0-1 0.00 0.00 0 0 Micropool Extended Detention (P-1) P-1 Wet Pond (P-2) P-2 Wet Extended Detention (P-3) P-3 Multiple Pond system (P-4) P-4 Pocket Pond (p-5) P-5 Surface Sand filter (F-1) F-1 Underground Sand filter (F-2) F-2 Perimeter Sand Filter(F-3) F-3 Organic Filter(F-4 F-4 N Shallow Wetland (W-1) W-1 Extended Detention Wetland (W-2 W-2 Pond/Wetland System (W-3) W-3 Pocket Wetland (W-4) W-4 Wet Swale (0-2) 0-2 Totals by Area Reduction 0.00 0.00 0 Totals by Volume Reduction 3.73 2.05 8849 Totals by Standard SMP w/RRV 1.76 0.63 2853 0 Totals by Standard SMP 0.00 0.00 0 Totals ( Area + Volume + all SMPs) 5.49 2.68 11,702 0 Porous Pavement Worksheet Ap=Vw/(nxdt) Ap Required porous pavement surface area ft2 Vw Design Volume ft3 n porosity of gravel bed/resevoir Assume.4 for gravel dt depth of gravel bed/resevoir A TIM I 1� "'�IIIIIIIII � � 3; 0.72 0.45 0.63 0.61 1921.00 1.20 Porous(SC 203) Soil Inflitration Rate 6.00 in/hour Design Volume Vw 1,921 t3 Porosity of Gravel Bed n 0.40 Gravel Bed Depth dt 1.00 ft Required Surface Area Ap 4,802 sf Surface Area Provided 15,129 sf Dimensions of pavement can be provided , here Storage Volume Provided 6,052 ft3 RRv 1,921 ft3 Porous Pavement Worksheet Ap=Vw/(nxdt) Ap Required porous pavement surface area ft2 Vw Design Volume ft3 n porosity of gravel bed/resevoir Assume.4 for gravel dt depth of gravel bed/resevoir A "'�IIIIIIIII � II � 4 1.16 0.78 0.67 0.66 3310.56 1.20 Porous (SC 204) Soil Inflitration Rate 6.00 in/hour WNW,NIUMM Design Volume Vw 3,311 rt Porosity of Gravel Bed n 0.40 Gravel Bed Depth dt 1.00 Required Surface Area Ap 8,276.40 Surface Area Provided 23,074.00 sf Dimensions of pavement can be provided ', here Storage Volume Provided 9,230 t3 RRv 3,311 is Porous Pavement Worksheet Ap=Vw/(nxdt) Ap Required porous pavement surface area ft2 Vw Design Volume ft3 n porosity of gravel bed/resevoir Assume.4 for gravel dt depth of gravel bed/resevoir A "'�IIIIIIIII � II � 8 0.88 0.35 0.40 0.41 1563.80 1.20 Porous (SC 208) Soil Inflitration Rate 6.00 in/hour Design Volume Vw 1,564 t3 Porosity of Gravel Bed n 0.40 Gravel Bed Depth dt 1.00 ft Required Surface Area Ap 3,910 sf Surface Area Provided 32,135 sf Dimensions of pavement can be provided , here Storage Volume Provided 12,854 t3 RRv 1,564 is Porous Pavement Worksheet Ap=Vw/(nxdt) Ap Required porous pavement surface area ft2 Vw Design Volume ft3 n porosity of gravel bed/resevoir Assume.4 for gravel dt depth of gravel bed/resevoir A "'�IIIIIIIII � II � 9 0.97 0.47 0.48 0.49 2053.85 1.20 Porous(SC 209) Soil Inflitration Rate 6.00 in/hour lljjjjjjjjj Design Volume Vw 2,054 t3 Porosity of Gravel Bed n 0.40 Gravel Bed Depth dt 1.00 ft Required Surface Area Ap 5,135 sf Surface Area Provided 29,600 sf Dimensions of pavement can be provided here Storage Volume Provided 11,840 t3 RRv 2,054 is Infiltration Basin Worksheet A r 5 1.76 0.63 0.36 0.37 2853.18 1.20 Infiltration Basin (SC 205 &SC 206) Enter Impervious Area «WQv after adjusting for Reduced by Disconnection of 36% 0.37 2,853 Disconnected Rooftops Rooftops Enter the portion ot the WQV that is not reduced or all practices routed to this practice. ft 1999 Infiltration Rate 6.00 in/hour Okay 25%minimum; Pretreatment Sizing 100 % WQv 50%if>2 in/hr 100%if>5in/hour Pretreatment Required Volume 2,853 t3 Pretreatment Provided 2,854 t 3 Pretreatment Techniques utilized Grass Channel Design 2,853 ft 3 WQv Volume Basal Area 1,427 t2 Infiltration practices shall be designed to exfiltrate the entire WQv Required f through the floor of each practice. Basal Area Provided 3,$15 ft z Design Depth 2.00 ft Volume 3,630 t3 Storage Volume provided in infiltration basin area (not including Provided f pretreatment. 90%of the storage provided in the basin or WQv whichever is RRv 2,853 ft3 smaller Volume 0 ft 3 This is the portion of the WQv that is not reduced/infiltrated Treated Sizing V OK The infiltration basin must provide storage equal to or greater than the WQv of the contributing area. Dry Swale Worksheet A ""��IIIIII 12 2.08 0.47 0.23 0.25 2295.61 1.20 Dry Swale Enter Impervious Area Reduced 0.00 23% 0.25 2,296 «WQv after adjusting for by Disconnection of Rooftops Disconnected Rooftops Pretreatment (10%of WQv) 230 t3 Filter Strip Bottom Width 2 ft Design with a bottom width no greater than eight feet to avoid , potential gullying and channel braiding, but no less than two feet Side Slope Channels shall be designed with moderate side slopes (flatter 1) 3 Oka than 3:1)for most conditions. 2:1 is the (X: absolute maximum side slope Longitudinal 1% Okay Maximum longitudinal slope shall be 4% Slope Maximum ponding depth of one foot at the mid-point of the Flow Depth 1.5 ft channel, and a maximum depth of 18"at the endpoint of the channel(for storage of the WQv) Top Width 11 ft Tw Area 9.75 sf Minimum Length 212 ft Actual Length 2,5,0 ft B End Point 1_51011 Okay A maximum depth of 18"at the end point of the channel(for Depth check storage of the WQv) Storage 2,667 ft Capacity Soil Group (HSG) p Is the Dry Swale contributing flow to another No Select Practice practice? s Runnoff Reduction equals 40%in HSG A and B and 20%in HSG C RRv 533 ft and D up to the WQv Volume 762 ft 3 This is the difference between the WQv calculated and the runoff Treated 1, reduction achieved in the swale Volume 0 ft This volume is directed another practice Directed Volume V Okay Check to be sure that channel is long enough to store WQv APPENDIX E CONTRACTOR'S CERTIFICATION STATEMENT SWPPP - Lia Nissan Queensbury SWPPP - E CONTRACTOR and SUBCONTRACTOR CERTIFICATION STATEMENT for the New York State Department of Environmental Conservation (DEC) State Pollutant Discharge Elimination System Permit for Stormwater Discharges from Construction Activity (GP-0-15-002) As per Part IIIA.6 on page 19 of GP-0-15-002 (effective January 29, 2015 `Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing,repairing,replacing,inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post-construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed.' The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: NYR Name of Construction Site DEC Permit ID Municipality (MS4) `I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES)general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility offine and imprisomnentfor knowing violations." Responsible Corporate Officer/Partner Signature Date Name of above Signatory Name of Company Title of above Signatory Mailing Address Telephone of Company City, State and Zip Identify the specific elements of the SWPPP the contractor or subcontractor is responsible for: `TRAINED CONTRACTOR'FOR THE CERTIFIED CONTRACTOR OR SUBCONTRACTOR Name of Trained Employee Title of Trained Employee NYSDEC SWT# A copy of this signed contractor certification statement must be maintained at the SWPPP onsite. APPENDIX F SAMPLE INSPECTION FORM SWPPP - Lia Nissan Queensbury SWPPP - F NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES General Permit for Stormwater Discharges from Construction Activity Permit Number GP 0-15-002 Site Assessment and Inspection Report Name of Permitted Facility: Date of Inspection: Location: Time of Inspection: Purpose of Inspection: Permit Identification Number: Weather: Soil Conditions: Inspector: General Recordkeeping: 1. Has a site map been attached with the limits of disturbance,areas of Yes No N/A stabilization and current working areas marked? 2. Will the inspection report be forwarded to NYSDEC? Yes III No N/A General Housekeeping: 1. Is there an increase in turbidity that will cause a substantial visible Yes ( No N/A contrast to natural conditions? 2. Is there residue from oil,visible oil film or globules of grease? Yes IF_ No F N/A 3. Are facilities and equipment necessary for implementation of erosion Yes ( No N/A and sediment control in working order and/or properly placed? 4. Is construction impacting adjacent properties? Yes No N/A 5. Is dust adequately controlled? ( Yes ( No N/A Adverse Impacts or Off-Site Degradation: 1• Is work within the limits of the approved plans, including clearing and blasting? Yes No N/A 2• Adverse impacts—ponds,streams,wetlands and sinkholes are free from sediment from site. Yes No N/A 3• Off-site degradation—sediment is kept out of roadways, adjacent properties,storm sewers and air(dust). Yes No N/A Site Discharge: Discharge Point Noted: Description 1. r Yes No N/A 2. Ism Yes IF_ No F_ N/A IA Job#xx-xxx Ingalls&Associates LLP Page 1 2603 Guilderland Ave. Schenectady NY 12306 518-393-7725 Corrected Areas/General Observations Practices in Need of Repair/Maintenance: Project Notes Modifications to the SWPPP: Date of Modification Description of Modification: Reason for Modification: Signature of Qualified Inspector Date IA Job#xx-xxx Ingalls&Associates LLP Page 2 2603 Guilderland Ave. Schenectady NY 12306 518-393-7725 APPENDIX G NOTICE OF INTENT (NOI) SWPPP - Lia Nissan Queensbury SWPPP - G F0806372691 NOTICE OF INTENT New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor NYREEEEE0 14111W Albany, New York 12233-3505 (for DEC use only) Stormwater Discharges Associated with Can strtiction Activity 'Under State .................................................................................................................................................................................................................. Poll ti .an t Discharge Elimination System (SPDES) General Permit # GP 0 15 002 All sections must be completed unless otherwise noted. Failure to complete all items may result in this form being returned to you, thereby delaying your coverage under this General Permit. Applicants must read and understand the conditions of the permit and prepare a Stormwater Pollution Prevention Plan prior to submitting this NOI. Applicants are responsible for identifying and obtaining other DEC permits that may be required. - IMPORTANT- RETURN THIS FORM TO THE ADDRESS ABOVE 0W7.qE]R,/0]1:?E]R.A,TO]R, MUST SIGN FORM .................................................................................................................... Owner/Operator Information (Owner/Operator (Company Name/Private Owner Name/Municipality Name) �T �h � e � � L � i � a � �A U � t � o � G r O �U �p Owner/Operator Contact Person Last Name (NOT CONSULTANT) Owner/Operator Contact Person First Name Owner/Operator Mailing Address 1 � 2 � 5 � 8 � C � e �n � t � r � a � i � A v � e �n �u � e � B � o X � � 5 � 7 � 8 9� City A � 1 �b � a �n �y � State Zip N 1 � 2 � 2 � 0 � 5 Phone (Owner/Operator) Fax (Owner/Operator) Email (Owner/Operator) W � 1 � i � a� @ � 1 � i � a� c � a� r� s � -� c o �m � FED TAX ID E:1 T (not required for individuals) LPage 1 of 14 I 1443372699 Project Site Information Project/Site Name L i a N i s s a n Q u e e n s b u r y Street Address (NOT P.O. BOX) D i x A v e n u e Side of Street ®North O South O East O West City/Town/Village (THAT ISSUES BUILDING PERMIT) Q u e e n s b u r y State Zip County DEC Re ion N Y 1 2 8 0 4 - W a r r e n Name of Nearest Cross Street H i g h l a n d A v e n u e Distance to Nearest Cross Street (Feet) Project In Relation to Cross Street 2 7 5 O North O South O East ®West Tax Map Numbers Tax Map Numbers Section-Block-Parcel 3 0 3 1 6 - 1 - 1 l 1. Provide the Geographic Coordinates for the project site in NYTM Units. To do this you must go to the NYSDEC Stormwater Interactive Map on the DEC website at: www.dec.ny.gov/imsmaps/sto=water/viewer.htm Zoom into your Project Location such that you can accurately click on the centroid of your site. Once you have located your project site, go to the tool boxes on the top and choose "i" (identify) . Then click on the center of your site and a new window containing the X. Y coordinates in UTM will pop up. Transcribe these coordinates into the boxes below. For problems with the interactive map use the help function. X Coordinates (Easting) Y Coordinates (Northing) 6 1 2 8 5 5 4 7 9 6 7 9 6 2. What is the nature of this construction project? 0 New Construction O Redevelopment with increase in impervious area O Redevelopment with no increase in impervious area Page 2 of 14 I 2300372692 3. Select the predominant land use for both pre and post development conditions. SELECT ONLY ONE CHOICE FOR EACH Pre-Development Post-Development Existing Land Use Future Land Use O FOREST O SINGLE FAMILY HOME Number of Lots PASTURE/OPEN LAND O SINGLE FAMILY SUBDIVISION O CULTIVATED LAND O TOWN HOME RESIDENTIAL O SINGLE FAMILY HOME O MULTIFAMILY RESIDENTIAL O SINGLE FAMILY SUBDIVISION O INSTITUTIONAL/SCHOOL O TOWN HOME RESIDENTIAL O INDUSTRIAL O MULTIFAMILY RESIDENTIAL ® COMMERCIAL O INSTITUTIONAL/SCHOOL O MUNICIPAL O INDUSTRIAL O ROAD/HIGHWAY O COMMERCIAL O RECREATIONAL/SPORTS FIELD O ROAD/HIGHWAY O BIKE PATH/TRAIL O RECREATIONAL/SPORTS FIELD O LINEAR UTILITY (water, sewer, gas, etc. ) O BIKE PATH/TRAIL O PARKING LOT O LINEAR UTILITY O CLEARING/GRADING ONLY O PARKING LOT O DEMOLITION, NO REDEVELOPMENT O OTHER O WELL DRILLING ACTIVITY * (Oil, Gas, etc. ) O OTHER *Note: for gas well drilling, non-high volume hydraulic fractured wells only 4. In accordance with the larger common plan of development or sale, enter the total project site area; the total area to be disturbed; existing impervious area to be disturbed (for redevelopment activities) ; and the future impervious area constructed within the disturbed area. (Round to the nearest tenth of an acre. ) Future Impervious Total Site Total Area To Existing Impervious Area Within Area Be Disturbed Area To Be Disturbed Disturbed Area 1 3 •� 01•F 5. Do you plan to disturb more than 5 acres of soil at any one time? O Yes ® No 6. Indicate the percentage of each Hydrologic Soil Group(HSG) at the site. A B C D 7. Is this a phased project? O Yes ® No Start Date End Date 8. Enter the planned start and end � / L / _ K / M / dates of the disturbance 0 4 0 1 2 0 1 5 0 3 0 1 2 0 1 6 activities. LPage 3 of 14 I 7121372693 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Name W e t l and s 9a. Type of waterbody identified in Question 9? O Wetland / State Jurisdiction On Site (Answer 9b) Q Wetland / State Jurisdiction Off Site O Wetland / Federal Jurisdiction On Site (Answer 9b) O Wetland / Federal Jurisdiction Off Site O Stream / Creek On Site O Stream / Creek Off Site O River On Site 9b. How was the wetland identified? O River Off Site O Lake On Site 0 Regulatory Map O Lake Off Site O Delineated by Consultant O Other Type On Site O Delineated by Army Corps of Engineers O Other Type Off Site O Other (identify) 10. Has the surface waterbody(ies) in question 9 been identified as a O Yes 0 No 303 (d) segment in Appendix E of GP-0-15-002? 11. Is this project located in one of the Watersheds identified in Appendix C of GP-0-15-002? O Yes ®No 12. Is the project located in one of the watershed areas associated with AA and AA-S classified O Yes ® No waters? If no, skip question 13. 13. Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is O Yes O No identified as an E or F on the USDA Soil Survey? If Yes, what is the acreage to be disturbed? 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent O Yes No area? LPage 4 of 14 I 5764372699 15. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, (0 Yes O No O Unknown culverts, etc) ? 16. What is the name of the municipality/entity that owns the separate storm sewer system? T o w n o f Q u e e n s b u r y 17. Does any runoff from the site enter a sewer classified O Yes O No O Unknown as a Combined Sewer? 18. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? O Yes 0 No 19. Is this property owned by a state authority, state agency, federal government or local government? O Yes No 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup O Yes * No Agreement, etc. ) 21. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS 0 Yes O No Standards and Specifications for Erosion and Sediment Control (aka Blue Book) ? 22. Does this construction activity require the development of a SWPPP that includes the post-construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and 0 Yes O No Quantity Control practices/techniques) ? If No, skip questions 23 and 27-39. 23. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS 0 Yes O No Stormwater Management Design Manual? Page 5 of 14 1 4277372697 �, 24 . The Stormwater Pollution Prevention Plan� a {SWPPP) was prepared by: • Professional Engineer (P.E.) OSoil and Water Conservation District (SWCD) 0Registered Landscape Architect (R.L.A) O Certified Professional in Erosion and Sediment Control (CPESC) () owner/Operator _.. ... .. _ ..._ .. ...... _ ..... w ...... �. � . � . 0 Other SWPPP Preparer .s s . sn �ci ga ste Contact Name (Last, Space, First)J �...D[ a�v i[a. ' . P .,. '... ..� .�. .� . .. � .. _ .... .... Mailij�_q Address j [2�I-o 3.�.... ��G u. �...a a�.r .1',.�. n�d..� ��''�..v 1. ... Cit .............. S' ' .......................................... State I'�i �Iy TT7 - ............. Phone Fax [ 9 3 - 21:3:] 21]4 Email dinga.l1 .1.. SQ .l. ng .a ....l.I �. ScOIML.......... 11 ............... ........................................................................................... SWPPP Preparer Certification I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-15-002. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First Name NI J-- 7 D M a.n..V l..a....... T .._ . f ..� .... _ ...� FJ Last Name LT F �21] Siggature Date LPage 6 of 14 J I 3196372691 25. Has a construction sequence schedule for the planned management practices been prepared? ® Yes O No 26. Select all of the erosion and sediment control practices that will be employed on the project site: Temporary Structural Vegetative Measures O Check Dams O Brush Matting O Construction Road Stabilization O Dune Stabilization a Dust Control O Grassed Waterway O Earth Dike 0 Mulching O Level Spreader O Protecting Vegetation O Perimeter Dike/Swale O Recreation Area Improvement O Pipe Slope Drain Seeding O Portable Sediment Tank Sodding O Rock Dam O Straw/Hay Bale Dike O Sediment Basin O Streambank Protection O Sediment Traps 0 Temporary Swale a Silt Fence O Topsoiling a Stabilized Construction Entrance O Vegetating Waterways O Storm Drain Inlet Protection Permanent Structural O Straw/Hay Bale Dike O Temporary Access Waterway Crossing O Debris Basin O Temporary Stormdrain Diversion O Diversion • Temporary Swale O Grade Stabilization Structure O Turbidity Curtain O Land Grading O Water bars O Lined Waterway (Rock) O Paved Channel (Concrete) Biotechnical O Paved Flume O Brush Matting O Retaining Wall O Wattling O Riprap Slope Protection O Rock Outlet Protection Other O Streambank Protection Page 7 of 14 I 2254372690 Post-construction Stormwater Management Practice (SMP) Requirements Important: Completion of Questions 27-39 is not required if response to Question 22 is No. 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. Preservation of Undisturbed Areas Preservation of Buffers Reduction of Clearing and Grading Locating Development in Less Sensitive Areas O Roadway Reduction O Sidewalk Reduction O Driveway Reduction O Cul-de-sac Reduction O Building Footprint Reduction O Parking Reduction 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6 ("Soil Restoration") of the Design Manual (2010 version) . All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22) . O Compacted areas were considered as impervious cover when calculating the WQv Required, and the compacted areas were assigned a post-construction Hydrologic Soil Group (HSG) designation that is one level less permeable than existing conditions for the hydrology analysis. 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout) . Total WQv Required �- 2 6 9 acre-feet 29. Identify the RR techniques (Area Reduction) , RR techniques (Volume Reduction) and Standard SMPs with RRv Capacity in Table 1 (See Page 9) that were used to reduce the Total WQv Required(#28) . Also, provide in Table 1 the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects shall use Tables 1 and 2 to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs. Page 8 of 14 I 5997372697 Table 1 - Runoff Reduction (RR) Techniques and Standard Stormwater Management Practices (SMPs) Total Contributing Total Contributing RR Techniques (Area Reduction) Area (acres) Impervious Area(acres) O Conservation of Natural Areas (RR-1) . . . and/or O Sw to Riparian Buffers/Filters Strips (RR-2) , , , , , , , , , , and/or O Tree Planting/Tree Pit (RR-3) • • • • • • • • • • �'� and/or O Disconnection of Rooftop Runoff (RR-4) • • �'� and/or RR Techniques (Volume Reduction) O Vegetated Swale (RR-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Rain Garden (RR-6) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Stormwater Planter (RR-7) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • O Rain Barrel/Cistern (RR-8) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ® Porous Pavement (RR-9) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 7 2 O Green Roof (RR-10) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �•� Standard SMPs with RRv Capacity O Infiltration Trench (I-1) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1 7 6 0 Infiltration Basin (I-2) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ODry Well (I-3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Underground Infiltration System (I-4) • • • • • • • • • • • • • • • • • • • • • • • • O Bioretention (F-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Dry Swale (0-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Standard SMPs O Micropool Extended Detention (P-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Wet Pond (P-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Wet Extended Detention (P-3) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • O Multiple Pond System (P-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Pocket Pond (P-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Surface Sand Filter (F-1) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • O Underground Sand Filter (F-2) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • O Perimeter Sand Filter (F-3) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • O Organic Filter (F-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Shallow Wetland (W-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Extended Detention Wetland (W-2) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • O Pond/Wetland System (W-3) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • O Pocket Wetland (W-4) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • O Wet Swale (0-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LPage 9 of 14 I 6272372694 Table 2 - Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Total Contributing Alternative SMP Impervious Area(acres) O Hydrodynamic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OWet Vault . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Media Filter O Other . Provide the name and manufacturer of the Alternative SMPs (i.e. proprietary practice (s) ) being used for WQv treatment. Name Manufacturer Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project. 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. Total RRv provided 2 6 9 acre-feet 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28) . ® Yes O No If Yes, go to question 36. If No, go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P) (0. 95) (Ai) /12, Ai=(S) (Aic) ] Minimum RRv Required acre-feet 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32) ? O Yes O No If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 1000 of WQv required (#28) . A detailed evaluation of the specific site limitations and justification for not reducing 1000 of the WQv required (#28) must also be included in the SWPPP. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. Page 10 of 14 I 5736372698 33. Identify the Standard SMPs in Table 1 and, if applicable, the Alternative SMPs in Table 2 that were used to treat the remaining total WQv(=Total WQv Required in 28 - Total RRv Provided in 30) . Also, provide in Table 1 and 2 the total impervious area that contributes runoff to each practice selected. Note: Use Tables 1 and 2 to identify the SMPs used on Redevelopment projects. 33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question 29. WQv Provided acre-feet Note: For the standard SMPs with RRv capacity, the WQv provided by each practice the WQv calculated using the contributing drainage area to the practice RRv provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided (#30) and the WQv provided (#33a) . 35. Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28) ? O Yes O No If Yes, go to question 36. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 36. Provide the total Channel Protection Storage Volume (CPv) required and provided or select waiver (36a) , if applicable. CPv Required CPv Provided acre-feet �'�acre-feet 36a. The need to provide channel protection has been waived because: O Site discharges directly to tidal waters or a fifth order or larger stream. Reduction of the total CPv is achieved on site through runoff reduction techniques or infiltration systems. 37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (37a) , if applicable. Total Overbank Flood Control Criteria (Qp) Pre-Development Post-development 01' 5 1 CFS �' CFS Total Extreme Flood Control Criteria (Qf) Pre-Development Post-development 51' 7 8 CFS CFS Page 11 of 14 I 1050372693 37a. The need to meet the Qp and Qf criteria has been waived because: O Site discharges directly to tidal waters or a fifth order or larger stream. O Downstream analysis reveals that the Qp and Qf controls are not required 38. Has a long term Operation and Maintenance Plan for the post-construction stormwater management practice (s) been ® Yes O No developed? If Yes, Identify the entity responsible for the long term Operation and Maintenance P r o p e r t y O w n e r 39. Use this space to summarize the specific site limitations and justification for not reducing 1000 of WQv required(#28) . (See question 32a) This space can also be used for other pertinent project information. Page 12 of 14 I 5396372690 40. Identify other DEC permits, existing and new, that are required for this project/facility. O Air Pollution Control O Coastal Erosion O Hazardous Waste O Long Island Wells O Mined Land Reclamation O Solid Waste O Navigable Waters Protection / Article 15 O Water Quality Certificate O Dam Safety O Water Supply O Freshwater Wetlands/Article 24 O Tidal Wetlands O Wild, Scenic and Recreational Rivers O Stream Bed or Bank Protection / Article 15 O Endangered or Threatened Species (Incidental Take Permit) O Individual SPDES O SPDES Multi-Sector GP N Y R O Other ® None 41. Does this project require a US Army Corps of Engineers Wetland Permit? ❑ O Yes No If Yes, Indicate Size of Impact. 42. Is this project subject to the requirements of a regulated, traditional land use control MS4? d Yes O No (If No, skip question 43) 43. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along ® Yes O No with this NOI? 44. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. N Y R LPage 13 of 14 8741372697 owner/Operator Certification I havesend, or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit;, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significantpenalties for submitting false information, including the possibility of fine and imprisonment for hnowing.violations, I further understand that coverage under the general permit , will be identified in the acknowledgment that I will receive as a result of submitting this NOT and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOT, I om acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOT is being submitted, Print First ane M1' jWjijIj1jijajrnj Print Last dame L a I Owner/Operator Signature Date Page 14 of 14 APPENDIX H NOTICE OF TERMINATION (NOT) SWPPP - Lia Nissan Queensbury SWPPP - H New York State Department of Environmental Conservation AMDivision of Water v - 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE:Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR I. Owner or Operator Information 1. Owner/Operator Name: 2. Street Address: 3. City/State/Zip: 4. Contact Person: 4a.Telephone: 5. Contact Person E-Mail: II. Project Site Information 5.Project/Site Name: 6. Street Address: 7. City/Zip: 8. County: III. Reason for Termination 9a. ❑All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed(month/year): 9b. ❑Permit coverage has been transferred to new owner/operator. Indicate new owner/operator's permit identification number:NYR (Note:Permit coverage can not be terminated by owner identified in L1. above until new owner/operator obtains coverage under the general permit) 9c. ❑Other(Explain on Page 2) IV. Final Site Information: 10a. Did this construction activity require the development of a SWPPP that includes post-construction stormwater management practices? ❑yes ❑no (If no,go to question 1Of.) I Ob.Have all post-construction stormwater management practices included in the final SWPPP been constructed? ❑yes ❑no (If no,explain on Page 2) l Oc.Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 1 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity-continued I Od.Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? ❑yes ❑no 10e.Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwater management practice(s): ❑Post-construction stormwater management practice(s)and any right-of-ways)needed to maintain practice(s)have been deeded to the municipality. ❑Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s). ❑For post-construction stormwater management practices that are privately owned,the deed of record has been modified to include a deed covenant that requires operation and maintenance of the practice(s)in accordance with the operation and maintenance plan. ❑For post-construction stormwater management practices that are owned by a public or private institution (e.g.school,college,university),or government agency or authority,policy and procedures are in place that ensures operation and maintenance of the practice(s)in accordance with the operation and maintenance plan. I Of.Provide the total area of impervious surface(i.e.roof,pavement,concrete,gravel,etc.)constructed within the disturbance area? (acres) 11.Is this project subject to the requirements of a regulated,traditional land use control MS4? ❑yes ❑no (If Yes,complete section VI-"MS4 Acceptance"statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and IOb.,if applicable) VI. MS4 Acceptance-MS4 Official(principal executive officer or ranking elected official)or Duly Authorized Representative(Note:Not required when 9b.is checked-transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position: Signature: Date: Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity-continued VII. Qualified Inspector Certification-Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit,and that all temporary,structural erosion and sediment control measures have been removed. Furthermore,I understand that certifying false,incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal,civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: VIII. Qualified Inspector Certification-Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP.Furthermore,I understand that certifying false,incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal,civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision.My determination, based upon my inquiry of the person(s)who managed the construction activity,or those persons directly responsible for gathering the information,is that the information provided in this document is true,accurate and complete.Furthermore,I understand that certifying false,incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal,civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination-January 2010) Page 3 of 3 APPENDIX I EROSION &SEDIMENT CONTROL PLAN SWPPP - Lia Nissan Queensbury SWPPP - I o o� z Zp VI Z z VIS <x SH Nn e E V E.2 In A, o' Ed SU O ffi- xF It dO ¢Ya y 5228Q E 522, �M �H 4-. It 0— ii It- Itei U. Mi MQ -H� HDuna It V —mw-2 M T—UNE —A7— -j s w z —'n wo lif J/H-1 -11fl f —ILI Z 11 n mmwp z o WWWW o < z row I z z .......... 0 0 yI� uu wzo --- ---------- ow W ozw O ------------- z W 133HS SII 31411HE-7 Nd St OZ 9 D—NIS-d s 1081NOD ININIG]S N NOISO—I6—\Sl]]HS\-SSIN S—A S—D l9e 160-1\— A too " e no go x 1 'M woe 8 2a : no wm ny "' , " 1 - , it GNM A y , Q 1 I — - H !my m-NAN ! QQ S 0 yJd j E zw a P 9 Hop Y" A M Who! 1 A wyn YNHH; 1 A 96 ME 'J"b g - R 1 . - a ww" a 1 5 in Z to— Wa 01 a" a R a 01 1 5. , . : - a t P 1 a n up v ,N a 8 a no Kn SQHU y 5 is 1 we go 0 1 To> ou As ."A -W"9 q 1 q go Q 1 g 1 q go. e t- 2 1 A a n 1 P A M a Quy w%Hl 1 1 d 1 6 1 Q I w w -R� R. P1 W �Mwc —H -H vu n wh 2 a n to A G9 oo a—Vo 1 1 ; a g , I a a Eja a a a Houm P T—ang g a g g 5 "1 y HE ago ; ­n, 0 . 10 o T 00 We m 2 6 Mom gova I ov i 1, TP - W :06 to Of , Q _ , , , 1, ­ . ­ WO m A to 1 He a F AMim"PS wmw -: - a . . . o. I A- . A I a a G - rpm g-K an 6 1 G as - — fq I p ap :1 a 5 Q it NZ cup i0l a WSH ME-. IS§0 N I k as T WD sun A "HM Am"m S IS a no 12 a 1 so Qtgo Q —ff 3 a & 0 , 2A an 0 dy 00 E� E a aws 20 a E No a m WNI wS-j Q . .... .< R, HE a S g We c 1 a A Rai iml 1 1"H SH I a i, a 1H m MQjnno Nao q -a U E,0 <z fit rno 0rc wore ME g I <Oz< z lnnnnmpmp o-H 0 5,1 , U �z-z V Uor o z ow has < 2. M—UNE fZ zn- 0 0o —An < APPENDIX I MS4 ACCEPTANCE FORM SWPPP - Lia Nissan Queensbury SWPPP -J New York State Department of Environmental Conservation Division of Water CABO 625 Broadway,4th Floor Inv Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for Construction Activities Seeking Authorization Under SPDES General Permit (NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above) 1. Project Owner/Operator Information 1.Owner/Operator Name:The Auto Lia Group 2.Contact Person:MlChael Lia 3.Street Address:1258 Central Avenue, Box 5789 4.City/State/zip:Albany, NY 12205 II. Project Site Information 5.Project/Site Name:Lia Nissan Queensbury 6.Street Address:Dix Avenue 7.City/State/zip:Queensbury, NY 12804 111. Slormwater Pollution Prevention Plan(SWPPP)Review and Acceptance Information s.SWPPP Reviewed by:The Chazen Companies - Sean Doty, PE 9.Title/Position:Town Designated Engineer 10.Date Final SWPPP Reviewed and Accepted: 3 � IV.Regulated MS4 Information 11.Name of MS4:Town of Queensbury 12.MS4 SPDES Permit Identification Number:NYR20A 112 13.Contact Person:Craig Brown 14.Street Address:742 Bay Road 15.City/State/zip:Queensbury, NY 12804 16.Telephone Number:518-761-8212 (NYS DEC-MS4 SWPPP Acceptance Form-January 2010) Page I of 2 MS4 SWPPP Acceptance Form -continued V.Certification Statement-MS4 Official(principal executive officer or ranking elected official)or Duly Authorized Representntive 1 hereby certify that the final Stormwater Pollution Prevention Plan(SWPPP)for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stonnwater Discharges from Municipal Separate Storm Sewer Systems(MS4s). Note:The MS4,through the acceptance of the SWPPP,assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition,review and acceptance of the SWPPP by the IVIS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name:Craig Brown Title/Position:Stor ater Coordinator Signature: Date: ,S M.4,-1 [r VI.Additional Information Page 2 of 2 APPENDIX K OWNERSHIP &MAINTENANCE MANUAL SWPPP - Lia Nissan Queensbury SWPPP - K STORMWATER MANAGEMENT OPERATION & MAINTENANCE MANUAL For the Proposed Lia Nissan Queensbury Dix Avenue Town of Queensbury WARREN COUNTY STATE OF NEW YORK PREPARED BY: 0 � 'jj!""J I fl0111N114� """°tiam'��� io u, 4 U�1 Ingalls & Associates, LLP 2603 Guilderland Avenue Schenectady, NY 12306 Phone: (518) 393-7725 Fax: (518) 393-2324 February 20, 2015 APPLICANT: The Lia Auto Group 1258 Central Avenue, Box 5789 Albany, NY 12205 TABLE OF CONTENTS Section Page Number I. GENERAL PROJECT INFORMATION.........................................................................................3 A. Project Name and Location....................................................................................................................3 B. Engineer of Record for Stormwater Design....................................................................................3 C. Project and Site Description..................................................................................................................3 D. Maintenance&Inspection Schedule during Site Construction Activities...........................4 E. Recordkeeping Requirements..............................................................................................................4 II. CONSTRUCTION OF STORMWATER FACILITIES...............................................................5 A. SHOP DRAWING&SUBMITTAL REVIEW........................................................................................5 B. INSTALLATION INSPECTION................................................................................................................5 C. CERTIFICATION OF DEVICES................................................................................................................5 D. OTHER DOCUMENTATION.....................................................................................................................5 E. CONSTRUCTION INSPECTION REPORT FORMS...........................................................................5 III. FACILITY OPERATION ...................................................................................................................6 F. RECOMMENDATIONS TO OWNER......................................................................................................6 G. EMERGENCY ACTION PLAN..................................................................................................................6 IV. FACILITY INSPECTION...................................................................................................................6 A. ROUTINE INSPECTIONS..........................................................................................................................6 B. PERIODIC INSPECTIONS.........................................................................................................................6 C. INSPECTION REPORT FORM.................................................................................................................6 V. FACILITY MAINTENANCE AFTER FULL BUILD-OUT.......................................................7 A. REGULARLY SCHEDULED MAINTENANCE.....................................................................................7 B. MAINTENANCE PLAN..............................................................................................................................7 C. PERIMETER SWALE..................................................................................................................................7 D. POROUS PAVEMENT.................................................................................................................................7 E. INFILTRATION BASIN..............................................................................................................................7 F. DRY DETENTION POND..........................................................................................................................8 G. UNSCHEDULED MAINTENANCE..........................................................................................................8 H. LONG TERM MAINTENANCE AGREEMENT....................................................................................8 LIST OFAPPENDICIES APPENDIX A CONSTRUCTION INSPECTION CHECKLISTS APPENDIX B MAINTENANCE INSPECTION CHECKLISTS 0 &M Manual- Lia Nissan Queensbury 0&M- 2 I. GENERAL PROJECT INFORMATION A. Project Name and Location Dix Avenue Queensbury, NY Area of Site: 13.35±Ac. Area of disturbance: 7.1±Ac. B. Engineer of Record for Stormwater Design Ingalls &Associates, LLP C/o Joshua O'Conner, P.E. 2603 Guilderland Ave Phone: (518)393-7725 Schenectady, NY 12306 C. Project and Site Description The proposed project, Lia Nissan Queensbury, is a commercial development located in the Town of Queensbury, Warren County. The proposed project consists of the development of one automotive dealership building along with associated features including parking, vehicle storage, septic field, and stormwater management area on the 13.35± acre site. Tax Map ID 303.16-1- 1.1 references the site. All runoff produced from the development will be routed through the stormwater management practices including porous pavement, infiltration basin and perimeter swales. Treatment of the required water quality volume will be provided through the combination of Green Infrastructure Techniques prior to leaving the site. The outlets have also been sized to provide appropriate downstream channel protection for the one-year storm event (2.20"), and peak outflow control for the 10-year (3.66") and the 100- year (6.12") events. Soil disturbing activities will include: A. Construction of temporary construction entrance &exit points, B. Installation of the perimeter silt fence, C. Clearing and grubbing, D. Begin rough grading of development area, taking care to establish temporary swales to divert runoff to temporary sediment basin; stabilize cut and fill slopes as work progresses; E. Initial stabilization,by seeding and mulching, of the disturbed areas within the project, F. Construction of utilities G. Construction of building, along with their utility services H. Construction of parking area including porous pavement section I. Final grading and seeding of disturbed areas. 0 &M Manual- Lia Nissan Queensbury O&M- 3 D. Maintenance &Inspection Schedule during Site Construction Activities NEW INSTALLATIONS Check the condition of the devices after every runoff event for the first 30 days. The visual inspection needs to ascertain that the devices are functioning properly (no blockages and/or obstructions to inlet and outlet devices), measuring the amount of solid materials that have accumulated in the devices, embankments do not show signs of failures, and that the devices are in satisfactory condition. Record findings and clean as required. ONGOING OPERATION During the rainfall season, the devices will be inspected at least once every week. The devices should be cleaned as determined by the inspections. Cleanout of the devices at the end of the rainfall season is recommended because of the nature of pollutants collected and the potential for odor generation from the decomposition of material collected and retained. E. Recordkeeping Requirements The owner shall keep and maintain all of the inspection reports established during the construction phase and post-construction phase of the project in the appropriate appendices in the SWPPP binder located on-site. These reports shall be readily available for inspection. The owner shall provide copies of these reports to the Town of Queensbury, NYS DEC, and/or the Engineer of Record, as requested. 0 &M Manual- Lia Nissan Queensbury 0&M- 4 II. CONSTRUCTION OF STORMWATER FACILITIES A. SHOP DRAWING &SUBMITTAL REVIEW The structural design for all devices shall be completed by a N.Y.S. Licensed Professional Engineer, based on the loading, materials, and dimensions shown on the plans. The shop drawings for each device and specification sheets for all materials will be submitted to the Engineer of Record for this project for approval. Once approved by the engineer of record, copies of this approval will be submitted to the Owner and the contractor for their use. No unit is to be constructed or installed without having the Engineer of Record's approval. B. INSTALLATION INSPECTION The Engineer of Record, or an employee under his/her direct supervision, will inspect and document the subsurface conditions, including virgin material directly beneath the devices, prior to commencement of installation. The Engineer of Record, or an employee under his/her direct supervision, will witness the installation of the controlled fill placement within the embankments. The fill is to be placed in a maximum of 12" lifts and compacted to a minimum of 90% of the maximum dry density as established by a Modified Proctor Compaction Test (ASTM D-1557). All lab and field geotechnical testing is to be done by a qualified, licensed independent company who will be contracted by the Owner. C. CERTIFICATION OF DEVICES As each device is installed, the Engineer of Record will submit a document certifying to the Owner that the unit was installed per the approved plans, shop drawings, SWPPP, and Operations & Maintenance documents. If any modifications were made to any of the before-mentioned documents, appropriate documentation is to be submitted to the Owner along with this certification. D. OTHER DOCUMENTATION Provide periodic verbal updates and copies of documentation to the Town of Queensbury Engineering Division, if requested. E. CONSTRUCTION INSPECTION REPORT FORMS The Engineer of Record, or an employee under his/her direct supervision, is to use the Inspection Forms found in Appendix A of this manual for this project. Detailed specifications can be found on the approved plans. 0 &M Manual- Lia Nissan Queensbury O&M- 5 III. FACILITY OPERATION F. RECOMMENDATIONS TO OWNER During construction, it is imperative that any catch-basin and/or open- mouthed culvert be protected, as much as possible, from debris and sediment. The proper catch-basin inlet protection devices, which include the use of a drop inlet protection device, need to be installed and maintained in good operating conditions. Trash racks, as well as silt fence protection devices and/or check dams, will be installed at the inlets of the open-mouthed culverts feeding into the stormwater conveyance systems to keep large debris and sands from entering into these systems. By eliminating or reducing the amounts of solids and debris entering into these devices, the less maintenance and damage to the devices will occur. G. EMERGENCY ACTION PLAN In the event of an emergency condition resulting from extreme weather conditions or a structural failure of the facility occur, please contact the owner. If outside of normal business hours, please use the emergency phone number provided in section I.B of this manual. IV. FACILITY INSPECTION A. ROUTINE INSPECTIONS During the installation of each device, the engineer of record for the project, or an employee directly under his/her supervision, shall be present for the inspections and complete the inspection forms found in Appendix B of this manual for this project. B. PERIODIC INSPECTIONS Each device will be inspected by the engineer of record or his representative once every seven days during the construction phase of the project. C. INSPECTION REPORT FORM See Appendix B of this manual for inspection forms to be used for these structures during the construction phase. 0 &M Manual- Lia Nissan Queensbury 0&M- 6 V. FACILITY MAINTENANCE AFTER FULL BUILD-OUT A. REGULARLY SCHEDULED MAINTENANCE The devices will be inspected once every year. However, should the periodic inspections determine that a more frequent inspection and cleaning schedule is needed, a modification to this maintenance schedule will be performed and all parties will be notified of this modification. If any of the devices' internal components are damaged or missing, please contact the owner who will in turn make arrangements to have the damaged items repaired or replaced. B. MAINTENANCE PLAN Use the inspection forms located in Appendix A of this manual for the inspection forms that are to be used after the installation of the units and the construction of the immediate area of the project around these devices is completed. C. PERIMETER SWALE A. The proposed swales shall be routinely mowed to an average vegetative height of 6". B. The owner shall not fill or otherwise alter the final grade of the swale. C. Any debris or sediment shall be cleaned from the swale as necessary. D. POROUS PAVEMENT A. Trash and debris shall be removed as necessary from the pavement surface. B. Any excavation, landscaping or other earth disturbance adjacent to porous pavement should be carefully planned to prevent soil, debris or sediment from being placed on pavement surfaces. If the placement of material on the pavement surface cannot be avoided, a tarp or other impermeable sheet material shall be placed on the pavement to eliminate sediment or other material from clogging the pavement surface. C. Under no circumstances shall any sand or sand mixture be used during winter conditions. A limited application of salt or liquid salt solution may be acceptable, depending on the composition of the applied product. Approval of applied snowmelt products shall be at the discretion of the Engineer. Snow plowing is acceptable but should be done carefully. D. Sediment removal shall be performed annually by the use of an industrial pavement vacuum or similar machine or device. E. Porous pavement area shall never be resurfaced or seal coated. F. The use of abrasives and truck parking shall be strictly prohibited. E. INFILTRATION BASIN A. Basin shall be routinely maintained and will require occasional removal of debris and mowing. The grass should be mowed at least 3 0 &M Manual- Lia Nissan Queensbury O&M- 7 times per growing season, limiting the grass to a height of no more than 12". A. Sediment accumulations or heavy organic matter should be removed as necessary and once there is 50%storage volume remaining. B. The earthen berm and spillway shall be inspected for possible erosion and failures and repaired as necessary. C. The basin shall be periodically inspected that it fully dewaters between storm event and no clogging issues are present. D. Vegetation shall be monitored to ensure adequate cover. F. DRY DETENTION POND A. Sediment should be removed once filtering capacity diminishes or 50% of the total capacity is lost. B. The grass within the pond should be mowed at least 3 times per growing season, limiting the grass height to no more than 12". C. Trash and debris shall be removed as necessary. D. Outlet protection rip-rap should be inspected routinely and any failures shall be repaired. E. Embankments and emergency spillways shall be inspected for possible erosion and failures. F. Vegetation shall be monitored to ensure adequate cover is maintained. G. UNSCHEDULED MAINTENANCE In cases of emergencies, please contact the owner with any information pertinent to the devices to facilitate any unscheduled maintenance. The owner will then make the necessary arrangements with all parties involved to initiate the appropriate maintenance measures. H. LONG TERM MAINTENANCE AGREEMENT The property owner or designated management company will be responsible for maintenance of the stormwater management practices on site. The owner will be provided a copy of this report to ensure proper long term maintenance and operation of the proposed system. 0 &M Manual- Lia Nissan Queensbury 0&M- 8 APPENDIX A CONSTRUCTION INSPECTION CHECKLISTS 0 &M Manual- Lia Nissan Queensbury New York State Stormwater Management Design Manual Appendix F Infiltration Basin Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 1. Pre-Construction Runoff diverted Soil permeability tested Groundwater/ bedrock depth 2. Excavation Size and location Side slopes stable Excavation does not compact subsoils 3. Embankment Barrel Anti-seep collar or Filter diaphragm Fill material F-12 New York State Stormwater Management Design Manual Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 4. Final Excavation Drainage area stabilized Sediment removed from facility Basin floor tilled Facility stabilized 5. Final Inspection Pretreatment facility in place Inlets/outlets Contributing watershed stabilized before flow is routed to the factility Comments: Actions to be Taken: F-13 New York State Stormwater Management Design Manual Appendix F Open Channel System Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY COMMENTS UNSATISFACTORY 1. Pre-Construction Pre-construction meeting Runoff diverted Facility location staked out 2. Excavation Size and location Side slope stable Soil permeability Groundwater/bedrock Lateral slopes completely level Longitudinal slopes within design range Excavation does not compact subsoils 3. Check dams Dimensions Spacing Materials F-20 New York State Stormwater Management Design Manual Appendix F CONSTRUCTION SEQUENCE SATISFACTORY COMMENTS UNSATISFACTORY 4. Structural Components Underdrain installed correctly Inflow installed correctly Pretreatment devices installed 5. Vegetation Complies with planting specifications Topsoil adequate in composition and placement Adequate erosion control measures in place 6. Final inspection Dimensions Check dams Proper outlet Effective stand of vegetation and stabilization Contributing watershed stabilized before flow is routed to the factility Comments: F-21 New York State Stormwater Management Design Manual Appendix F Actions to be Taken: F-22 APPENDIX B MAINTENANCE INSPECTION CHECKLISTS 0 &M Manual- Lia Nissan Queensbury New York State Stormwater Management Design Manual Appendix G Open Channel Operation, Maintenance, and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY/ COMMENTS UNSATISFACTORY 1. Debris Cleanout (Monthly) Contributing areas clean of debris 2. Check Dams or Energy Dissipators (Annual, After Major Storms) No evidence of flow going around structures No evidence of erosion at downstream toe Soil permeability Groundwater/bedrock 3. Vegetation (Monthly) Mowing done when needed Minimum mowing depth not exceeded No evidence of erosion Fertilized per specification 4. Dewatering (Monthly) Dewaters between storms G-13 New York State Stormwater Management Design Manual Appendix G MAINTENANCE ITEM SATISFACTORY/ COMMENTS UNSATISFACTORY 5. Sediment deposition (Annual) Clean of sediment 6. Outlet/Overflow Spillway (Annual) Good condition, no need for repairs No evidence of erosion Comments: Actions to be Taken: G-14 APPENDIX L SUPPORTING DOCUMENTATION SWPPP - Lia Nissan Queensbury SWPPP - L From: Cioffi,Toni(DEC) To: Christopher Longo Subject: RE: Lia Nissan-Queensbury,NY Date: Thursday,June 04,2015 4:13:42 PM Hi, I have updated our database to reflect the additional 0.9 acres of disturbance. Thank you, Toni Cioffi NYS Department of Environmental Conservation Division of Water - Bureau of Water Permits 625 Broadway Albany, NY 12233-3505 518-402-8109 Please note my new email address: toni.cioffi@dec.ny.gov From: Christopher Longo [mailto:clongo@ingallsllp.com] Sent: Thursday,June 04, 2015 11:34 AM To: Cioffi, Toni (DEC) Cc: Matthew Coughlin Subject: RE: Lia Nissan - Queensbury, NY Toni, I need to modify the permit for Lia Nissan in Queensbury, NY to include an additional 0.9 acres of disturbance area. This is only disturbance for grading with no additional impervious. Please advise once the permit is modified. Thank you. Chris From: Cioffi, Toni (DEC) [mailto:toni.cioffi a@dec.ny.gov] Sent: Wednesday, May 06, 2015 9:14 AM To: Christopher Longo Subject: RE: Lia Nissan - Queensbury, NY Received. I'll be processing the N01. Toni From: Christopher Longo [mailto:clon o@in allsllp.com] Sent: Tuesday, May 05, 2015 2:55 PM To: Cioffi, Toni (DEC) Subject: Lia Nissan - Queensbury, NY Toni, Attached please find the NOI and MS4 Acceptance Form for a commercial site in Queensbury, NY. Let me know if you need anything more. Thanks, Christopher Longo I Ingalls&Associates,LLP 2603 Guilderland Avenue I Schenectady I New York 1 12306 o 518.393.7725 ext. 123 1 f 1 518.393.2324 e cloneoC@ingallsllp.com ingialls The information contained in this communication and attached file is intended only for the use of the individual or entity named above and may contain information that is privileged and/or confidential.If the reader of this message is not the intended recipient,you are hereby notified that any dissemination,distribution or copying of this communication is strictly prohibited.If you have received this communication in error,please notify the sender immediately by return e-mail or telephone and delete the original message and any copy of it from your computer system.Further,this Firm accepts no responsibility for any loss or damage from the use of this message and/or any attachments,including damage from virus.All information contained in this e-mail and its attachments relating to the official business of Ingalls&Associates LLP is proprietary to the company. �_O, =:"lease con§der the envlironmenf before p dnftlng tNs em6l. New York State Department of Environmental Conservation Division of Water Bureau of Water Permits, 4th Floor AM 625 Broadway, Albany, New York 12233-3505 Phone: (518) 402-8111 - Fax: (518)402-9029 ' Website: www.dec.ny.gov Joe Martens Commissioner 5/7/2015 LIA AUTO GROUP, THE WILLIAM LIA 1258 CENTRAL AVENUE, BOX 5789 ALBANY, NY 12205- Re: ACKNOWLEDGMENT of NOTICE of INTENT for Coverage Under SPDES General Permit for Storm Water Discharges from CONSTRUCTION ACTIVITY General Permit No. GP-0-15-002 Dear Prospective Permittee: This is to acknowledge that the New York State Department of Environmental Conservation (Department) has received a complete Notice of Intent(NOI) for coverage under General Permit No. GP-0-15-002 for the construction activities located at: LIA NISSAN QUEENSBURY DIX AVENUE QUEENSBURY, NY 12804- County: WARREN Pursuant to Environmental Conservation Law (ECL) Article 17, Titles 7 and 8, ECL Article 70, discharges in accordance with GP-0-15-002 from the above construction site will be authorized 10 business days from 05/05/2015 which is the date we received your final NOI, unless notified differently by the Department. The permit identification number for this site is: NYR10Z334 . Be sure to include this permit identification number on any forms or correspondence you send us. When coverage under the permit is no longer needed, you must submit a Notice of Termination to the Department. This authorization is conditioned upon the following: 1. The information submitted in the NOI received by the Department on 05/05/2015 is accurate and comt)lete. 2. You have developed a Stormwater Pollution Prevention Plan (SWPPP) that complies with GP-0-15-002 which must be implemented as the first element of construction at the above-noted construction site. 3. Activities related to the above construction site comply with all other requirements of GP-0-15-002. -2- 4. Payment of the annual $100 regulatory fee, which is billed separately by the Department in the late fall. The regulatory fee covers a period of one calendar year. In addition, since September 1, 2004, construction stormwater permittees have been assessed an initial authorization fee which is now $100 per acre of land disturbed and $600 per acre of future impervious area. The initial authorization fee covers the duration of the authorized disturbance. 5. Your SWPPP has been reviewed by the regulated, traditional land use control MS4 where your project is located and has been determined to be in substantive conformance with the requirements in the SPDES General Permit for Stormwater Discharges from MS4s. 6. When applicable, project review pursuant to the State Environmental Quality Review Act (SEQRA) has been satisfied. 7. You have obtained all necessary Department permits subject to the Uniform Procedures Act (UPA). You should check with your Regional Permit Administrator for further information. E te: Construction activities cannot commence until project review pursuant to SEQRA has been sfied,when SEQRA is applicable; and,where required, all necessary Department permits ject to the UPA have been obtained. Please be advised that the Department may request a copy of your SWPPP for review. Should you have any questions regarding any aspect of the requirements specified in GP-0-15-002, please contact Dave Gasper at(518) 402-8114 or the undersigned at (518) 402-8109. Sincerely, Toni Cioffi Environmental Program Specialist 1 cc: RWE - 5 SWPPP Preparer MALLS &ASSOCIATES, LLP MALLS, DAVID PE 2603 GUILDERLAND AVENUE SCHENECTADY, NY 12306- ingalls 2603 Guilderland Avenue February 25, 2015 Schenectady New York 12306 Town of Queensbury t.518.393.7725 Planning Board f.518.393.2324 742 Bay Road info@ingallsllp.com Queensbury, NY 12804 www.ingallsllp.com Attn: Mr. Chris Hunsinger, Chairman Re: Threatened&Endangered Species Review Proposed Lia Nissan, Dix Avenue Town of Queensbury, Warren County,New York Dear Mr. Hunsinger: Ingalls & Associates, LLP (Ingalls) has completed both database research and field review of the above-referenced site located along the northerly side of Dix Avenue in the Town of Queensbury, Warren County, New York for the purpose of evaluating the site's potential for threatened or endangered species habitat. Field review and the following report encompass the 7.5± acres of proposed disturbance onsite. This office utilized the U.S. Fish and Wildlife Service Information, Planning, and Conservation System (IPAC) database to determine which species protected under the Federal Endangered Species Act might be present on the site or affected by the proposed development. According to the IPAC report, the following species have the potential to be affected by a project located on the subject site in Warren County: • Karner Blue Butterfly (Lycaeides melissa samuelis) • Indiana Bat(Myons sodalis) • Northern Long-Eared Bat(Myons septentrionalis) • Bog Turtle (Clemmys[=Glyptemys]muhlenbergii) Additionally, this office utilized the New York State Department of Environmental Conservation (NYSDEC) Environmental Resource Mapper (ERM) database to determine the potential of State-Regulated Freshwater Wetlands, Rare Plants, Rare Animals, and/or Significant Natural Communities on-site. According to the NYSDEC website, the proposed project area is NOT within an orange-shaded area; indicating that the site's geographic location makes it unlikely habitat for rare plants, rare animals, and/or significant natural communities. Although the abovementioned species are listed on the USFWS IPAC for Warren County, this particular site within Warren County is NOT considered an area of potential significant natural communities by the NYSDEC. Therefore, it is most unlikely for these species and/or habitat to exist onsite. uui,�,4Hd p,a-+cni 2603 gullderland m craw s lra tiwo.a tk,ny° 12 W telephone: 01.7725acsirxMdc:51,{.61 3761 On October 9, 2014, a qualified environmental professional from Ingalls performed a field review of the site proposed for development on the north side of Dix Avenue in the Town of Queensbury, Warren County, New York. The site was reviewed for individuals and/or potential habitat of each species listed above. Findings from field review indicate: Karner Blue Butterfly (Lycaeides melissa samuelis- Endangered) -Karner Blue Butterfly has a limited and very specific habitat which requires presence of Blue Lupine as a food base. According to the NYSDEC Website, "This type of habitat is usually associated with pitch pine/scrub oak or oak savannah communities that are maintained by fire at an early stage of plant succession." Additionally, Blue Lupine favors areas of sparse vegetation with little to no competition from other species in barren sandy lands. However, the project site is typified predominately by dense forest with little open canopy and areas of fallow agricultural field with densely overgrown vegetation including Canada Goldenrod and Wild Carrot. The areas of proposed disturbance are primarily established sod and topsoil and do not include open areas of sandy soils. Furthermore, pitch pine/scrub oak or oak savannah communities are not found onsite along with no presence of New Jersey Tea, a sister species of Blue Lupine. As the subject site does not meet these criteria, there is no potential for the Karner Blue Butterfly to exist on-site. Indiana Bat (Mvotis sodalis, W/S - Endangeredj - The potential for Indiana Bats to exist on- site is limited to nil due to the devastating effect of white-nosed syndrome on the population as a whole. Indiana Bats hibernate in caves and mines from October through April. Summer foraging habitat typically consists of wooded or semi-wooded riparian areas. Maternity colonies are typically within hollow trees or under loose bark of dead or dying trees with exfoliating bark, often exposed to direct sunlight. As there are no mines or caves on the subject site, there is no potential for hibernacula to exist onsite. Typically, maternity colonies are found in shagbark hickory, or occasionally, dead black locust trees. Since the majority of the proposed development is situated in the open field areas of the site, minimal tree clearing is proposed. The areas of proposed tree clearing are fringed by densely overgrown Buckthorn, an invasive species not typically associated with Indian Bat habitat. However,the site was reviewed for potential Indiana Bat habitat by a qualified biologist, who investigated all trees greater than 3 inches dbh in areas of proposed tree clearing that met the above criteria to determine their suitability to support Indiana Bats. Factors such as exfoliating bark, holes, cavities, and crevices were evaluated, and no suitable Indiana Bat habitat was encountered. The majority of the trees to be cleared consisted of Red Maple and Red Oak without exfoliating bark. No evidence was found onsite of potential presence or habitat of the Indian Bat. Northern Long-Eared Bat (Mvotis septentrionali, Proposed Endangered) - The Northern Long-Eared Bat prefers habitat similar to the Indiana Bat. Please refer to the description provided above. No suitable Northern Long-Eared Bat habitat was located on-site. Bog Turtle (Clemmys L=Glyptemysl muhlenbeMii, Threatened - Historic) - Because Bog Turtle habitat generally includes wetlands interspersed with dry and wet pockets, often with subsurface flow and shallow rivulets, as well as being spring-fed with shallow surface water or saturated soils present year-round, the wetlands on this site do not contain suitable hydrology for Bog Turtle habitat. Additionally, Bog Turtles tend to favor wetlands with open 2 �FwaVl 1plu r:m 26,0:3 guilik-r1,an d a�enaua sc•he nec ttady, nny 12306 t(Jt-Nahonaa..51 .3i9.1'.'772 5 fiat~simika:5 1 8.39 3_1761 canopy for basking habitat; however, wetlands onsite are covered by forested canopy with little to no openings. Suitable Bog Turtle habitat vegetation often includes low grasses and sedges in emergent wetlands with tussocks and hummocks, often with a scrub-shrub wetland component. Typical vegetation found in Bog Turtle habitat includes shrubby cinquefoil, mosses, red cedar, tamarack, willow, and alder, none of which were found to be present on the proposed project site. On-site wetlands do not exhibit tussocks or hummocks, nor do they meet the other criteria for Bog Turtle habitat. Therefore, the site is not suitable Bog Turtle habitat (Bog Turtle Habitat Survey, USFWS). Furthermore, this project does not propose any direct wetland impacts and proposed disturbance is situated approximately 50' from the onsite wetlands in the open field areas. This office has submitted the Town of Queensbury Freshwater Wetlands Permit Application, which was approved by Bruce Frank, Acting Zoning Administrator, on February 25, 2015. It is our professional conclusion that the proposed project will have no effect on any State or Federally listed threatened or endangered species. Should you have any questions, or require additional information, please call me at(518) 393-7725, ext. 111. Sincerely, Ingalls &Associates, LLP Danielle Birmingham Environmental Specialist Enclosed: • Warren County NYSDEC Environmental Resource Map 3 �FwaVl 1plu r:m 26,0:3 guilik-r1,an d a�enaua sc•he nec ttady, nny 12306 t(Jeldion c:51 .3i9.1'.'772 5 fiat~simika:5 1 8.39 3_1761 ISI , ' E K Parks, o r Recreation, 17ORr IIT � andHistoric Preservation ANDREW M. CUOMO ROSE HARVEY Governor Commissioner April 28, 2015 Ms. Amelia Leonard Environmental Specialist Ingalls & Associates, LLP 2603 Guilderland Ave Schenectady, NY 12306 Re: SEQRA Lia Nissan Queensbury Primarily fallow agricultural field. 365 Dix Avenue, Queensbury , NY 15PR00485 Dear Ms. Leonard: Thank you for requesting the comments of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the project in accordance with the New York State Historic Preservation Act of 1980 (Section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the OPRHP and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8) and its implementing regulations (6 NYCRR Part 617). Based upon this review, it is the New York State Office of Parks, Recreation and Historic Preservation's opinion that your project will have no impact on archaeological and/or historic resources listed in or eligible for the New York State and National Registers of Historic Places. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. Sincerely, Ruth L. Pierpont Deputy Commissioner for Historic Preservation Division for Historic Preservation P.O. Box 189,Waterford, New York 12188-0189•(518)237-8643•www.nysparks.com